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3613929 IE PGA WEST - TENTATIVE TRACT. 36139' PRELIMINARY HYDROLOGY. HYDRAULICS REPORT Prepared date: September 24, 2008 PREPARED BY: 78 -900 Avenue 47 MO RS E Suite 208 . Lo Quinto, CA 922S3 S C H u t T Z Voice: 760 - 771 -4013 FAX: 760 -771 4073 PLANNERS ENGINEERS SURVEYORS FF 78 -900 Avenue 47 . M O R S E Suite 208 Lo QuiMo, CA 92253 �pF ESS /O S C. H u t T 2 Voioe:760- 771 -4013 '760-771 0 FAX- -073 PLANNERS ENGINEERS SURVEYORS � No. 20596 r^ m Exp. 9 -30 -09 CIVIL F OF C41Fp� TENTATIVE TRACT NO. 36139 7/41 [File: C: \Wspg1\ PGA \PGA TR36139 Appendix Index]' JN 762 -02 Date 9/18/08 PGA WEST PRIVATE RESIDENTIAL TENTATIVE TRACT 36139 Hydrology & Hydraulics Report Contents: • Project Location • Introduction / Methodology • Appendices Appendix A: Pre Development - Rational Method Hydrology Calculations 1. Qioo 2. Q10 Appendix B: Post Development - Rational Method Hydrology Calculations 3. Qloo 4. Quo Appendix C: Street Capacity Calculations 5. All Streets 5. 12 "x12" Grate Inlet Capacity Appendix D: References 6. Intensity- Duration Curves Data Appendix E: Pocket Map Exhibits 7. Plate 1 — Pre Development - Rational Method Hydrology Map 7. Plate 2 — Post Development - Rational Method Hydrology Map PROJEC SITE VICINfTY MAP I: \ /OZUZ HYUKV \Vll INIII— MW.asg y/ iO /U 1 PGA West - Private Residential Tentative Tract No. 36139 ' Hydrology Methodology ' Pre- Development Hydrology The PGA West — Private Residential (PGAWPR) hydrologic drainage basin consists of portions of the drainage from ' the westerly two thirds of the PGA West Private Clubhouse and Clubhouse parking area, the sunken tennis court area of the Tennis Club, and portions of grassed non -golf areas west of the sunken tennis court. The PGA West Private Clubhouse parking lot has an existing north -south storm drain system which intercepts a ' portion of the clubhouse roof drainage and parking lot drainage and conveys the stormwaters northerly to a dry well and then into an existing golf course lake. This storm drain system intercepts 7.0 cfs of the total Q,00 of the 18.9 cfs reaching .the- encatchment points. The restricted encatchment flows are controlled by the inlets, which ' are 12" x 12" grate inlets. The flow -by quantities (11.9 cfs) combine with downstream parking lot stormflows and drain into PGA Boulevard. The drainage acreage and Q,00 at the south property line of the PGAWPR in PGA Boulevard is 8.2 acres and Q,00 = 46.5 cfs. ' The existing sunken tennis courts drain through a series of small yard drains to a manhole which contains a small ejector pump. This pump slowly ejects the drainage from the sunken tennis court area to the upstream catch basin of the parking lot storm drain system mentioned above. The area and stormflow of the sunken tennis courts is 7.5 acres and a Q,00 of 34.7 cfs. However, this Q,00 is a moot point, as the small ejector pump system ' converts the entire sunken tennis court area into a detention basin with a very restricted outflow due to the small size of the ejector pump. The large grassed non -golf area consists of 5.1 acres that generally drains to the southeast, producing a Q,00 of 8.6 cfs which drain to an existing golf course lake. ' Post - Development Hydrology The PGA West — Private Clubhouse and parking lot maintain the same drainage acreage and stormflows as described in the Pre - Development Hydrology, with the exception that the stormwaters that were pumped from the sunken tennis court area into the parking lot storm drain are now intercepted within the proposed PGAWPR project and conveyed southwesterly into a golf course lake. t Also, the drainage are tributary to PGA Boulevard and including the west half of PGA Boulevard, has had its drainage acreage reduced from 8.2 acres to 7.3 acres with a corresponding decrease in stormflows from a Q,,, of 46.5 cfs to a Q,00 of 43.4 cfs as a result of the PGAWPR project. The on -site storm drainage for the PGAWPR project is collected in a system of catch basins and conveyed in an underground storm drain pipe to an existing golf course lake that lies southwesterly of the project. ' Secondary overflows were provided at the emergency access drive to PGA Boulevard, as well as at Node 24, between units 34 and 35. 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 Quints Engineering Bulletin #06 -16. Street capacities were analyzed using Manning's Equation for open channel flow. 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 "B" soil. 1 I' MDS CONSULTING PGA WEST — PRIVATE RESIDENTIAL PROJECT TENTATIVE TRACT MAP 36139 Appendix. A -1 PRE DEVELOPMENT RATIONAL METHOD CALCULATIONS 100 YEAR STORM �I 78 -900 AwmM 47 M OaS! SuWs 203 . .. " to xi tab CA 92353 O. OPLA'NNERS S C H U t i z FAR: 760 - 771.4073 ENGINEERS 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) 25.1 -0516 Email: mdsirvine @mdsconsulting.net DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** ' * PGA WEST - PRIVATE RESIDENTIAL, TENTATIVE TRACT 36139 * PRE DEVELOPMENT *:Q100 FREQUENCY FILE NAME: C: \AES2006 \HYDROSFT \RATSCX \PGA \ERES.100 TIME /DATE OF STUDY: 07:52 09/24/2008 -------------------------------------- .---------------------------------------- ' 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 7 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 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 ' N0. (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 0.1,67 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 10.00 TO NODE 11.00 IS CODE = 21 'i------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS COMMERCIAL TC = K *[( LENGTH * *'3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 380.00' UPSTREAM ELEVATION(FEET) = 507.00 ' DOWNSTREAM ELEVATION(FEET) = 498.06 ELEVATION DIFFERENCE(FEET) = 8.94 TC = 0.303 *[( 380.00 * *3) /( 8.94)] * *.2 6.905 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.407. ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8854 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.91 TOTAL AREA(ACRES) _ '0.40 TOTAL RUNOFF(CFS) = 1.91, FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31. i>> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>USING COMPUTER- ESTIMATED.PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA:.UPSTREAM(FEET) = 494.06 DOWNSTREAM(FEET) = 493:75 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE .IS 6.5 INCHES PI.PE -FLOW VELOCITY(FEET /SEC.) = 3.31 ESTIMATED PIPE DIAMETER(INCH) _ '.18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.91 PIPE TRAVEL TIME(MIN.) 0.35 Tc(MIN.) = 7.26 LONGEST.FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 450.00 FEET: FLOW PROCESS FROM NODE. 12.00 TO NODE .12.00 IS CODE = 81 ---------------------=---==---------=------------- --- --- --- -- --- --------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< «< ----------------------------- - - - - -- ------ - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) =. 5.278 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8851 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.70. SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.10.. TOTAL RUNOFF(CFS) = 5.18 TC(MIN.) = 7.26 FLOW PROCESS.FROM NODE 12.00.TO NODE 13.00 IS CODE = 31 '. --------=------------------------ '------- - - - - -- - - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>USING COMPUTER- ESTIMATED.PIPESIZE (NON - PRESSURE FLOW)<<<<< iELEVATION DATA: UPSTREAM(FEET) = 493.75 DOWNSTREAM(FEET) = 493.40 FLOW LENGTH(FEET). = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18:0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.45 , ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1. PIPE -FLOW (CFS). = 5.18 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.52 ' LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 520.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 5.188 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8849 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 0.70 SUBAREA RUNOFF(CFS) = 3.21 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 8.40 TC(MIN.) = 7.52 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) = 493.40 DOWNSTREAM(FEET) = 492.30 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.74 ESTIMATED PIPE.DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.40 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 7.67 LONGEST FLOWPATH FROM NODE 10.00 TO,NODE 14.00 = 590.00 FEET. FLOW PROCESS FROM NODE . 14.00 TO NODE 14.00 IS CODE = 81 ----'---=----------=-------------------------------------------=------ >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.139 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8846. SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 0.90 SUBAREA RUNOFF(CFS) = 4.09 ' TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 12.49'. TC (MIN. ) = 7 . 67 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 -------------------------=-------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< 1 ELEVATION DATA: UPSTREAM(FEET) = 492.30 DOWNSTREAM(FEET) = 491.13 FLOW LENGTH(FEET).= 20.00 MANNING'S N = 0.013 ' ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN '18.0 INCH PIPE IS 9.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.49. PIPE TRAVEL TIME(MIN.) = 0.02: Tc(MIN.) _ 1.69 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 610.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81' ------------------------------=---------------==------=--------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.131 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8847 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 14.76 TC(MIN.) = 7.69 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 --------------------------------- - ------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<. <<<< ---------------------------------=-=---------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 491.13 DOWNSTREAM(FEET) = 490'.46 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE.IS 16.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.16 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 14.76 PIPE TRAVEL TIME(MIN.) =. 0.16 Tc(MIN.) = 7.86 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 680.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = '81 ---------------------------------------------------------------------------- >> >>>ADDITION OF'SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------- - - - - -- -------------------- 100.YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.079 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8846 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFS) = 17.01 TC(MIN.) = 7.86 FLOW PROCESS FROM NODE 16.00 TO NODE .17.00 IS CODE = 31 ----------------------------------------- --- -------------------------.----.---- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< .» >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<< ELEVATION DATA: UPSTREAM(FEET) = 490.46 DOWNSTREAM(FEET) = 489'.88 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.17 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 17.01 PIPE. TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) 8.02 LONGEST.FLOWPATH FROM NODE 10.00 TO.NODE 17.00 = 750.00 FEET. FLOW PROCESS FROM NODE 17.00 TO NODE 17'.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.029 . COMMERCIAL.DEVELOPMENT RUNOFF COEFFICIENT = .8845 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 18.79 TC(MIN.) = 8.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 - ------------ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - = >> » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< ELEVATION DATA: UPSTREAM(FEET) = 489.88 DOWNSTREAM(FEET) = 489.71 ,. FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.22 .ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 18.79 PIPE .TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 8.37 ' LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18,00 840.00 FEET. FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 ---------------------------------------------------------------------------- ' >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< --------------- - - - - -- - --------- - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.925 COMMERCIAL DEVELOPMENT RUNOFF.COEFFICIENT = .8842 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) _ :4.20 TOTAL RUNOFF(CFS) = 19.22' . TC (MIN. ) = 8-.37 FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 1 - ------ --------------------------- ----------- ---------------------- >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ----------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL.SUBAREA FLOW- LENGTH(FEET) = 450.00 UPSTREAM. ELEVATION(FEET) = 504.00 ' DOWNSTREAM ELEVATION(FEET) = 493:60 ELEVATION-DIFFERENCE(FEET) = 10.40'. TC = 0:303 *[( 450.00 * *3) /( 10.40)] * *.2 = 7.415 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.224. ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8850 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) .= 34.67 TOTAL AREA(ACRES) = 7.50 TOTAL RUNOFF(CFS) = 34.67 FLOW PROCESS FROM NODE 22.00 TO NODE 26:00 IS CODE _ '21 ----------=---------------------------------------------- '• >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[.(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) _ 865.00 UPSTREAM ELEVATION(FEET) = 495.30 DOWNSTREAM ELEVATION(FEET).= 491.00 ELEVATION DIFFERENCE(FEET) = 4.30 TC = 0.70.9 *[( 865.00 * *3) /( 4.30).] * *.2 = 30'.648 100.YEAR RAINFALL INTENSITY(INCH /HOUR) = 2..629 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6436 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 8.63 ' TOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 8.63 I 1 FLOW PROCESS FROM NODE 30.00.TO NODE 31.00 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) = 310.00 UPSTREAM ELEVATION(FEET) = 495.00 ' DOWNSTREAM ELEVATION(FEET) = 489.50 ELEVATION DIFFERENCE(FEET) = 5.50 . TC = 0.303 *[( 310:00 * *3) /( 5.50)] * *.2. = 6.735 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = .5.472 ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8855 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.42 ' TOTAL AREA(ACRES) _ 0.50 . TOTAL RUNOFF(CFS)­ 2.42 FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 ------------------ - - - - -- -----------------=----------------------- OF SUBAREA TO MAINLINE'PEAK.FLOW<< <<< >> >>>ADDITION ------------------------------ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5:472 ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = ".8855 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 6.30 TOTAL�AREA(ACRES) _ 1.80 TOTAL RUNOFF(CFS) = 8.72 .� TC(MIN.) = 6.73 FLOW PROCESS FROM NODE 31.00 TO NODE .31.00 IS.CODE - ----------------.---- ------------------- - ------- = 81 =-------- - - - - -- - >> >>>ADDITION OF SUBAREA TO MAINLINE.PEAK FLOW<< «< -------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) =..'5:472 ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8855 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.30. SUBAREA RUNOFF(CFS) _ .6.30 TOTAL AREA(ACRES) = 3.10.. TOTAL RUNOFF(CFS) = 15.02 ' TC(MIN.) = 6.73 FLOW PROCESS.FROM NODE` 31.00 TO.NODE 3100 = - CODE = 81 -IS - -- - -------------------------------------- - - - » >>>ADDITION.OF SUBAREA TO MAINLINE PEAK FLOW<< <<< -----------------_--- ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5. 472 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8277 SOIL CLASSIFICATION IS "B" AREACRES) _ 2.30 SUBAREA RUNOFF(CFS) = SUBAREA. A( 10.42 TOTAL AREA(ACRES)' 5.40 TOTAL RUNOFF(CFS) TC(MIN.) = 6.73 FLOW PROCESS FROM NODE 31.00'TO NODE 32.00 IS CODE­ 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ' - ->> » >( STREET - TABLE - SECTION- #-- 2.USED) < «<----- - - - - -- -------- - - - - -- - - - -- UPSTREAM ELEVATION(FEET) = 489.50. DOWNSTREAM ELEVATION(FEET) = 487.80 STREET LENGTH(FEET) = 740.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET),= 27.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ' OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = .1 1 STREET PARKWAY CROSSFALL(DECIMAL) _ 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of - Walk Flow Section .0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.03 ** *STREET FLOW SPLITS OVER STREET - CROWN * ** FULL DEPTH(FEET) = 0.80 FLOOD WIDTH(FEET) = 38.58 FULL.HALF- STREET VELOCITY(FEET /SEC.) = 2.15 ' SPLIT DEPTH(FEET) _ 0.55 SPLIT FLOOD WIDTH(FEET) = 19.74 SPLIT FLOW(CFS) = 6.67 SPLIT VELOCITY(FEET /SEC.) = 1.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.80 ' HALFSTREET FLOOD WIDTH(FEET) = 38.58 AVERAGE FLOW VELOCITY(FEET /SEC.) 2.15 PRODUCT OF.DEPTH &VELOCITY(FT *FT /SEC.) = 1.72 STREET FLOW TRAVEL TIME(MIN.) = 5.73 Tc(MIN.) = 12.47 ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.062 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8077 SOIL CLASSIFICATION IS. "B" SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 9.19.. TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 34.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0..80 HALFSTREET FLOOD WIDTH(FEET) .= 38.58 ' FLOW VELOCITY(FEET /SEC.) = 2.15 DEPTH *VELOCITY(FT *FT /SEC:) = 1172 LONGEST FLOWPATH FROM NODE 30.00 TO NODE. 32.00 = 1050.00 FEET.' 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) '= 515.00 UPSTREAM ELEVATION(FEET) .= 503.00.. DOWNSTREAM ELEVATION(FEET) = 486.70 ELEVATION DIFFERENCE(FEET) = 16..30 ' TC = 0.303 *[( 515.00 * *3) /( 16.30)] * *.2 = 7.349 100 YEAR RAINFALL.INTENSITY(INCH /HOUR) = 5.246 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT- .8850 SOIL CLASSIFICATION IS "B" ' SUBAREA RUNOFF(CFS) = 17.18 TOTAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFS) = 17.18 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.70 TC.(MIN.) = 7.35 PEAK FLOW RATE(CFS) = 17.18 END OF RATIONAL METHOD:ANALYSIS 11 App'en'dix A -2 PRE DEVELOPMENT RATIONAL METHOD CALCULATIONS 10 -YEAR STORM lm� ' 78 -900 Av OF 47 .. M O S S E Subs 208 La Qu6rto, CA 92147 . R S C H U L T Z Voice 760 - 771 -401' FAX: 760.771.4073 PLANNERS ENGINEERS 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 ,6.0D) 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 * * * * * * * * * * * * * * * * * * * * * * * * ** * PGA WEST - PRIVATE RESIDENTIAL, TENTATIVE TRACT 36139 * PRE DEVELOPMENT * Q10 FREQUENCY FILE NAME: C: \AES2006 \HYDROSFT \RATSCX \PGA \ERES.10 TIME /DATE OF STUDY: 07:55 09/24/2008. USER.SPECIFIED HYDROLOGY AND HYDRAULIC MODEL.INFORMATION: USER SPECIFIED STORM EVENT(YEAR) 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 = 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 10.00 .TO NODE 11.00 IS CODE = 21 ---------- - --------------------------------------------------------------------- >>> >> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< l� ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS COMMERCIAL TC = K *[( LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 380.00 UPSTREAM ELEVATION(FEET) = 507.00 ' DOWNSTREAM ELEVATION'(FEET) = 498.06 ELEVATION DIFFERENCE(FEET) = 8.94 TC = 0.303 *[( 380.00 * *3) /( 8.94)] * *.2 6.905 ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.468. COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8791 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.22 TOTAL AREA(ACRES) _ 0..40 TOTAL RUNOFF(CFS) = 1.22 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 -------------------------------------------- ------- =---- ----- --------------- ' >> >>>COMPUTE PIPE- FLOW'TRAVEL TIME THRU SUBAREA<< <<< ». »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< -------------------------------------------------------=---------=---------- ---------------------------------------------------------------------------- ELEVATION DATA:.UPSTREAM(FEET) _ 494.06 DOWNSTREAM(FEET) = 493:75 ' FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 ' ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS . 5.2 INCHES ' .PIPE -FLOW VELOCITY(FEET /SEC.)'= 2.91 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS.) = 1.22 PIPE TRAVEL TIME(MIN.) 0.40 Tc(MIN.) = 7.31 LONGEST.FLOWPATH FROM-NODE 10.00 TO NODE 12.00 = 450.00 FEET: FLOW PROCESS FROM NODE -- 1200 -TO- NODE - - -.- .1200 -IS.- CODE- =-- 81----- -� -. -- '. ----------- ---------------- >>>ADDITION OF SUBAREA TO MAINLINE.PEAK FLOW <<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) =. 3356 ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8786. SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) _ .2:06 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.28 TC(MIN.) = 7.31 -PLOW PROCESS FROM,NODE 12.00 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) = 493.75 DOWNSTREAM(FEET) = 493.40 FLOW LENGTH(FEET). = 70.00 . MANNING'S N 0.013 ESTIMATED PIPE.DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE'IS 8.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.00 ESTIMATED PIPE DIAME.TER(INCH) = 18.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS).= 3.28 PIPE TRAVEL TIME(MIN..) = 0.29 Tc(MIN.) = 7.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 520.00 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 1 . >>>>>ADDITION OF SUBAREA TO MAINLINE ,PEAK FLOW<<<<< ----------------- - - - - -- -- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.281 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .= .8782 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 5.30 TC (MIN. ) = 7.60 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) = 493.40 DOWNSTREAM(FEET) = 492.30 ' FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.92 ' ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER-OF PIPES = 1 PIPE -FLOW (CFS) = 5_30 PIPE TRAVEL TIME(MIN.) = 0.17 TC(MIN:) = 7.77. LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 590.00 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) = 3..2.39 ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8780 SOIL CLASSIFICATION IS "B" SUBAREA AREA.(ACRES) = 0.90 SUBAREA RUNOFF(CFS)' = 2.56 TOTAL.AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 7.86 TC(MIN.) = 7.77. FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE 31 -----------------------=-----------------=--------------------------------=- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< ' ELEVATION DATA: UPSTREAM(FEET).= 492.30 DOWNSTREAM(FEET) = 491.13 FLOW LENGTH(FEET) = 20.00 MANNING'S N 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC:'). = 12.44. ESTIMATED PIPE DIAMETER(INCH). 18.0.0 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.86 PIPE TRAVEL TIME(MIN.) _ 0.03 TC(MIN.).= 7:79 LONGEST FLOWPATH FROM NODE 10.00 TO NODE .15,.00 = 610.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR). = 3.233 COMMERCIAL DEVELOPMENT-RUNOFF COEFFICIENT = .8780 � I SOIL CLASSIFICATION IS "B" l SUBAREA'AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.42 ' TOTAL AREA(ACRES) '= 3.20 TOTAL RUNOFF(CFS) = 9.28 TC(MIN.) = 7.79 - -FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ----------------------------------------------.------------------------ >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< - - >>>>> USING - COMPUTER-ESTIMATED - PIPESIZE�( NON - PRESSURE -FLOW) « «c - -- - - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 491.13 DOWNSTREAM(FEET) = 490.46 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.44 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.28 PIPE TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 7.97 ' LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 680.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE- - - - -16 00 -TO -NODE - - - -- 16.00- IS.CODE = 81 --------------------- >> >>>ADDITION.OF SUBAREA TO MAINLINE PEAK FLOW<< << < ---------------------------------------------------------------------------- ' 10 YEAR .RAINFALL INTENSITY(INCH /HOUR) = 3.190 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8778 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.40 'TOTAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFS) = 10.68 j TC(MIN.) = 7.97 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 >> » >COMPUTE.PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< ' ELEVATION DATA: UPSTREAM(FEET) = 490.4'6 DOWNSTREAM(FEET) 489.88 FLOW,LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC'.) = 6.43 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES­ 1 PIPE- FLOW(CFS) = 10.68 ' PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) 8.16 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 750.00 FEET.. ' -- FLOW - PROCESS -FROM- NODE.- 17.00 TO NODE 17.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3 149 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8775 SOIL CLASSIFICATION.IS "B" SUBAREA AREA(ACRES)­ 0.40 SUBAREA RUNOFF(CFS) = 1.11 ' TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) 11.78 TC (MIN. ) = 8.16 FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 1 1 ---------------------------------------------------------------------------- `� >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< ' - ->> 5>> USING - COMPUTER - ESTIMATED - PIPESIZE -( NON - PRESSURE- FLOW)<< «< - - - -- - - - -- ELEVATION DATA: UPSTREAM(FEET) = 489..88 DOWNSTREAM(FEET) = 4.89.71 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.73 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 11.78 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.56 LONGEST FLOWPATH FROM NODE 10.00' TO NODE 18.00 = 840.00 FEET: ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** '. FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 --------------=------------------------------------------------------------- » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.062 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8771 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.27 ' TOTAL AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) = 12.05 TC (MIN.) = 8.56 FLOW PROCESS, FROM NODE 20.00 TO.NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< 1 ______ _____ __ ___ _____ ________________ l ASSUMED INITIAL SUBAREA UNIFORM / DEVELOPMENT IS COMMERCIAL TC K *[( LENGTH * *3) /(ELEVATION,CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) 450.00 UPSTREAM ELEVATION(PEET) = 504.00 DOWNSTREAM ELEVATION(FEET) = 493.60 ELEVATION DIFFERENCE(FEET) = 10.40 TC = ,0..303 *[( 450.00 * *3) /( 10.40)] * *:2 - 7.415 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.328 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8784 SOIL CLASSIFICATION IS "B" ,. SUBAREA RUNOFF(CFS) = 21.92 TOTAL AREA(ACRES) = 7.50 TOTAL RUNOFF(CFS) 21.92 FLOW PROCESS FROM NODE 22.00 TO NODE 26.00 IS CODE = 21, . -- - - - - - - - - --- - - - - - - - - - - - - - - - - - =- - -- - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - -- - - - -- - >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< . ASSUMED'INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *:2. ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 865.00 UPSTREAM ELEVATION(FEET) = 495.30 DOWNSTREAM'ELEVATION(FEET) = 491.00 •ELEVATION DIFFERENCE(FEET) = 4.30 ' TC = 0.709 *[( 865..00 * *3) /( 4.30)] * *.2 = 30.648 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.461 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5242 SOIL CLASSIFICATION IS "B ". SUBAREA RUNOFF(CFS) = 3.91 I1 1. TOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 3.91 FLOW PROCESS FROM'NODE 30.00 TO NODE 31.00 IS CODE = 21 -------------- :_-L METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 310.00 UPSTREAM ELEVATION(FEET) = 495.00 DOWNSTREAM ELEVATION(FEET) = 489.50 ELEVATION DIFFERENCE(FEET). 5.50 TC = 0.303 *[( 310.00 * *3) /( 5.50)] * *.2 = 6.735 10 YEAR RAINFALL INTENS,ITY('INCH /HOUR) = 3.518 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8794 ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CF6) 1.55 TOTAL AREA(ACRES) = 0.50. TOTAL RUNOFF(CFS) = 1.55 ' FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 ----------------------------------------------------- - ------- - -------------- >>>>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ' 10 YEAR RAINFALL INTENSITY(.INCH /HOUR) = 3.518 COMMERCIAL.DEVELOPMENT RUNOFF COEFFICIENT. = .8794 SOIL CLASSIFICATION .IS "B" SUBAREA AREA(ACRES) 1.30 SUBAREA RUNOFF(CPS) 4'.02 TOTAL AREA(ACRES) = 1.80. TOTAL RUNOFF(CFS).= 5.57 TC(MIN.) = 6.73, FLOW PROCESS -FROM NODE 31.00 TO NO 31.00 IS CODE. 81 --------=----------------------------- - ----------------------=-------------- -- » » > ADDITION -OF- SUBAREA -TO- MAINLINE- PEAK�FLOW-- « < -- -- - - - - - -- - - - -� -- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.518 COMMERCIAL DEVELOPMENT RUNOFF.COEFFICIENT = .8794 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) 9.59 TC(MIN.) = 6.73 FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 ------------------------------- --------------------------------- ----------- - ' >>>>>ADDITION.OF.SUBAREA TO MAINLINE PEAK FLOW<<<<< -------------------------- - - - - -- -------- - - - - -- 10 YEAR RAINFALL INTENSITY(INCH /HOUR).= 3.518 SINGLE- FAMILY('1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7968 SOIL CLASSIFICATION IS. "B" SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.45 TOTAL AREMACRES) = 5.40 TOTAL RUNOFF(CFS) .= 16.04 'TC(MIN.) = 6.73 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE _ .62 ----------------------=----- -----------------=---------------- >> >>>COMPU.TE STREET FLOW TRAVEL TIME THRU SUBAREA« <<< > >>> ( STREET TABLE SECTION # .2 USED) <<<<< UPSTREAM ELEVATION(FEET) = 489.50 DOWNSTREAM ELEVATION(FEET) 487.80 STREET LENGTH(FEET) = 740.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 27.'00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) =. 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1. STREET PARKWAY CROSSFALL(DECIMAL) Manning's FRICTION.FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk F1ow.Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.75 HALFSTREET FLOOD WIDTH(FEET) = 33.46 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.07 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.55 STREET FLOW TRAVEL TIME(MIN.) = 5.96 TC(MIN.•) = 12.70 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.436 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7647. SOIL CLASSIFICATION IS. "B" ' SUBAREA AREA(ACRES.) = 2.80 SUBAREA RUNOFF(CFS) 5.22 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 21.25 END OF SUBAREA STREET FLOW-HYDRAULICS: DEPTH(FEET) = 0.78 HALFSTREET FLOOD WIDTH(FEET) = 36.42 FLOW VELOCITY(FEET /SEC:) = .2. 11 DEPTH *VELOCITY(FT *FT /SEC.) = 1.64 LONGEST FLOWPATH FROM NODE 30.00 TO NODE. 32.00 = 1050.00 FEET. 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) = 515.00 UPSTREAM ELEVATION(FEET) = 503.00 DOWNSTREAM ELEVATION(FEET) = 486.70 ' ELEVATION DIFFERENCE.(FEET) = •16.30 TC = 0.303 *[( 515.00 * *3) /( 16.30).1".2 = 7.349 10 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.345 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS. "B" ' SUBAREA RUNOFF(CFS) = 10.87' TOTAL AREA(ACRES) = 3.70. TOTAL RUNOFF(CFS) 10.87 '_ _____________ °_____ = =END OF STUDY SUMMARY: TOTAL TOTAL AREA(ACRES) 3.70 TC(MIN.) = 7.35 PEAK FLOW RATE(CFS). = 10.87 END OF RATIONAL METHOD ANAL t l � I App,endix' B -3 � POST DEVELOPMENT RATIONAL METHOD CALCULATIONS 100.- YEAR STORM 78 -900 Avenue 47 M,0 e S ! Suhs 208 to Quints, G 92243 S C H U L F Z Voice: 760- 771 -4013 FAk 760- 771 -4073 PLANNERS ENGINEERS 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 * * * * * * * * * * * * * * * * * * * * * * * * ** * PGA WEST - PRIVATE RESIDENTIAL, TENTATIVE TRACT 36139 * POST DEVELOPMENT * Q100 FREQUENCY .; FILENAME: C: \AES2006 \HYDROSFT \RATSCX \PGA \PRES.100 TIME /DATE OF STUDY: 08:07 09/24/2008 ' USER.SPECIFIEDHYDROLOGY AND HYDRAULIC - - MODEL - - - ----------- - - - - -- 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 10.0-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 '.. 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 2.000.0313 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 10.00 TO NODE 11.00 IS CODE = 21 '1 -------------------------------------------------------------- - - - - -- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< }_ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K* [ ( LENGTH * *3) / ( ELEVATION CHANGE) ] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 380.00 UPSTREAM ELEVATION(FEET) = 507.00 DOWNSTREAM ELEVATION(FEET) = 498.06 ELEVATION DIFFERENCE(FEET) = 8.94 TC = 0.303 *[( 380.00 * *3) /( 8.94)] * *.2 6.905 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.407. COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8854 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.91 TOTAL AREA(ACRES) = 0..40 TOTAL RUNOFF(CFS) = 1.91. FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31. --------------------------------- --- --------------------------------- --- ------ >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>. >>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) _ 494.06 DOWNSTREAM(FEET) = 493:75 FLOW LENGTH(FEET) = 70.00 ' MANNING'S N = 0.013 .ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS .6.5 INCHES ,PIPE -FLOW VELOCITY(FEET/SEC.) = 3.31 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES = .1 PIPE- FLOW(CFS) = 1.91 PIPE TRAVEL TIME(MIN.) 0.35 Tc(MIN.) = 7..26 LONGEST.FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 450.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE .12..00 IS.CODE = 81 >>>ADDITION OF SUBAREA TO MAINLINE.PEAK FLOW<<<<< ------------------------------ - - - - -- - 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 5:278 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8851, SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) _ .3.'27 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) 5.18 TC(MIN.) = 7.26 FLOW PROCESS FROM.NODE 12.00 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) = 493.75 DOWNSTREAM(FEET) = 493.40 FLOW LENGTH(FEET).= 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.O'INCH PIPE. IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.45 . ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1. PIPE- FLOW(CFS) 5.18 PIPE TRAVEL TIME.(MIN.) = 0.26 Tc(MIN.) = 7.52 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 520.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ). - -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) = .5.188 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8849 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 0.70 SUBAREA RUNOFF(CFS) = 3.21 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 8.40 TC(MIN.) = 7.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 493.40 DOWNSTREAM(FEET) 492.30 FLOW.LENGTH(FEET) = 70:00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.40 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 7.67 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00-= 590.00 FEET. FLOW PROCESS -FROM NODE' 14.00 TO NODE 14.00 IS CODE = 81 ------------------------------------------------------------ >> » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<. ' .. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.139 COMMERCIAL DEVELOPMENT'RUNOFF COEFFICIENT = .8848. SOIL CLASSIFICATION IS "B" ' SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 4.09 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 12.49 TC(MIN.) .7.67 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31. ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< ' - ->> >>> USING - COMPUTER - ESTIMATED - PIPESIZE -( NON- PRESSURE.FLOW)<< «<----- �_ - -�- ELEVATION DATA: UPSTREAM(FEET) = 492.30 DOWNSTREAM(FEET) = 491.13 FLOW LENGTH(FEET) = 20.60 MANNING'S N = 0.013 ' ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.'04 ESTIMATED PIPE DIAMETER(INCH.) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.49 PIPE TRAVEL TIME(MIN.) = 0.02: Tc(MIN.) = 7.69 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 610..00 FEET. FLOW PROCESS FROM NODE . 15.00 TO NODE 15.00 IS CODE = 81 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.131 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8847 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.27 � I '• TOTAL AREA(ACRES) = 3.20. TOTAL RUNOFF(CFS) = 14.76 TC(MIN.) = 7.69 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE =. 31 ---------------------------------------------------------------------------- ' >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 491.13 DOWNSTREAM(FEET) .= 490.46 ' FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0 -013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) 7.16 ' ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.76 PIPE TRAVEL TIME(MIN.) = 0.16 . Tc(MIN.) = 7.86 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 680.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.001S CODE = 81 . -------------------------------7-------------------------------------------- ' -_>>>>> ADDITION- OF'SUBAREA -TO- MAINLINE _ PEAK -FLOW<< « <-- �-- --- -- ------- -� -_ -- 100, YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.079 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8846 ' SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFS) = 17.01 TC(MIN.) = 7.86 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 -------------------------------------------=----- ' >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < <<< ELEVATION DATA: UPSTREAM(FEET) = 490.46 DOWNSTREAM(FEET) = 489.88 ' FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.17 ' ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES- 1 PIPE- FLOW(CFS) 17.01 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 8.02 LONGEST. FLOWPATH FROM NODE 10.00 TO NODE. 17.00 = 750.00 FEET. FLOW PROCESS FROM NODE' 17.00 TO NODE 17.00 IS CODE = 81 ' -_>> >>>ADDITION- OF- SUBAREA_TO_ MAINLINE_ PEAK -FLOW<< «<-- - - ---- -- ------ ------ 100 YEAR RAINFALL INTENSITY •(INCH /HOUR) = 5.029 . COMMERCIAL.DEVELOPMENT RUNOFF COEFFICIENT.= .8845 ' SOIL CLASSIFICATION IS "B" SUBAREA-AREA(ACRES) = 0:40 SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) 4.10 TOTAL RUNOFF(CFS) = 18.79 TC (MIN. ) = 8'.02 FLOW PROCESS FROM NODE 17.00 TO NODE •18.00 IS CODE = 31 ------------------------------------------------------------- ' >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< � I >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) '« <<< '} ELEVATION DATA UPSTREAM(FEET) = 489.88 DOWNSTREAM(FEET) _ "48931 FLOW LENGTH(FEET) = 90.00 MANNING'S"N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.22 ' .ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES =" 1 PIPE- FLOW(CFS) = 18.79 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 8.37 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 840.00 FEET. FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 ---------- 7 ------------------------------------------------------------------- � ->> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.925 ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8842 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) = 19.22" TC(MIN.) = 8.37 FLOW PROCESS FROM NODE 20.00 TO.NODE 21.00 IS CODE = 21' ---------------------=-------------------------- -------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA "ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC"= K *[(LENGTH * *3) / "(ELEVATION CHANGE)] * *..2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 UPSTREAM ELEVATION(FEET) = 498.40 DOWNSTREAM ELEVATION(FEET) = 491.86 . ELEVATION DIFFERENCE(FEET) = 6.54 . TC = 0.359 *[( 800.00 * *3) /( 6.54)] * *.2 = 13.617 1 0'0 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.893 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8332 ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 12.00 TOTAL AREA(ACRES)"= 3.70 TOTAL RUNOFF(CFS) = 12.00 FLOW PROCESS FROM NODE 21.00"TO NODE 22'.00 IS "CODE _" 31 --=---"-------- "---" ------- ---------------------- - -------- - -------- -------------- '• >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<< ' ELEVATION DATA: UPSTREAM(FEET) = 486.90 DOWNSTREAM(FEET) = .486.00 FLOW.LENGTH(FEET.) = 180.00 .MANNING'S N.= 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS. 15.8 INCHES "PIPE -FLOW VELOCITY(FEET /SEC.) = "5.47 ' ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = .1 PIPE- FLOW(CFS) = 12.00 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) 14.16 ' LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 9.80.00 FEET. FLOW PROCESS-FROM NODE 22.00.TO NODE 22.00 IS CODE = 81" ------------------=------=------------------------------=--------- ' >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< i I 1 100 YEAR RAINFALL INTENSITY(INCH /HOUR) =. 3:819 ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8322 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.86 TOTAL AREA(ACRES) = 4.60 TOTAL RUNOFF(CFS) 14'.86 TC(MIN.) = 14.16 FLOW PROCESS FROM NODE 22.00 TO NODE 24.00 IS CODE 31 -------------------------------------- 7 ------------------------------------ >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU. SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ' ELEVATION DATA UPSTREAM(FEET) = 486.06 DOWNSTREAM(FEET) 483.20 FLOW LENGTH(FEET) = 530.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) 5.79 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 14.86 PIPE.TRAVEL TIME(MIN.) = 1.53 Tc(MIN.) = 15.69 LONGEST FLOWPATH FROM NODE 20:00 TO NODE 24.00 = 1510.00 FEET. FLOW PROCESS. FROM NODE 24.00 TO NODE 24.00,1S CODE = 81 --- ---------------------------- - --------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.635 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8295 ! SOIL:CLASSIFICATION IS "B" 'SUBAREA AREA(ACRES) = 1.80 SUBAREA-RUNOFF(CFS)._ 5.43 TOTAL AREA(ACRES) = 6.40 TOTAL RUNOFF(CFS) 20._29 ' . TC (MIN. ) 15.69 FLOW PROCESS FROM NODE 24.00 TO NODE.. ,24.00 IS CODE = 1 1 -------------- =----------------- --------------------------=-----=--- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM. 1 ARE: TIME OF CONCENTRATION(MIN.) _ 15.69' RAINFALL INTENSITY.(INCH /HR) ' TOTAL STREAM.AREA(ACRES) = 6.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20..29 FLOW PROCESS.FROM NODE 20.00 TO NODE 23.00 IS CODE 21 --------------- ------------- - -------------------------------=--------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------- INITIAL SUBAREA UNIFORM_____ _______________________________ DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 756.00 UPSTREAM ELEVATION(FEET) = 498.40 DOWNSTREAM ELEVATION(FEET) 492.07 ELEVATION DIFFERENCE(FEET) = 6.33 ' TC = 0..359 *[( 756.00 * *3) /( .6.33)] * *.2 13.249 100 YEAR RAINFALL INTENSITY (INCH /HOUR) = 3.945 1 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8339 1 SOIL CLASSIFICATION IS. "B" ' SUBAREA RUNOFF(CFS) = 10.53 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 10.53• 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) = 3.945 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8811 SOIL CLASSIFICATION IS "B" ' . SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 6.26 TOTAL AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 16.78 TC(MIN.) = 13.25 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 --------------------------------------------= ------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< - - >>>>> USING - COMPUTER-ESTIMATED - PIPESIZE -( NON - PRESSURE - FLOW) <<<<c �� - - - -- ELEVATION DATA: UPSTREAM(FEET) = 484.60 DOWNSTREAM(FEET) = 483.20 FLOW LENGTH(FEET) = 256.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC:) = 6.17 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) :16.78 PIPE TRAVEL TIME(MIN.). 0.69 Tc(MIN.) = 13..94 LONGEST FLOWPATH FROM NODE . 20.00 TO NODE 24.00 = 1012.00 FEET. FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE= 81 >>>>>ADDITION- OF SUBAREA TO'MAINLINE PEAK FLOW <<<<< ' ..100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.849 CONDOMINIUM DEVELOPMENT RUNOFF'.COEFFICIENT = .8326 SOIL CLASSIFICATION IS "B " SUBAREA AREA(ACRES) = 2,._00 SUBAREA'RUNOFF(CFS) = 6.41 ' TOTAL AREA(ACRES) 7.00 TOTAL RUNOFF(CFS) 23.19 TC(MIN.) = 13.94 FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 "IS CODE = 1 ----------------------------------------- ----------------------------------- >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 , CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ' TIME OF CONCENTRATION(MIN..) = -13.94 RAINFALL INTENSITY(INCH /HR) = 3.85 TOTAL STREAM AREA(ACRES) = 7.00. PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.19 ** CONFLUENCE DATA** STREAM RUNOFF Tc INTENSITY AREA 'f NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 20.29 15.69 3.635 6.40 1 1 ' 2 23.19 13.94 3.849 7.00 .,\l 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 41.22 13.94 3.849 .2 42.19 15.69 3.635 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:' PEAK FLOW RATE(CFS) = 41.22 Tc(MIN.) 13.94 TOTAL AREA(ACRES). 13.40 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 24.00 = 1510.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 24.00 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) = 483.20 DOWNSTREAM(FEET) = 481.90 FLOW LENGTH(FEET) = 234.00 MANNING'S N = 0.013 j DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.5 INCHES PIPE- FLOW.VELOCITY(FEET /SEC.) = 7.70 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 41.22 PIPE TRAVEL TIME(MIN..) = 0.51 Tc(MIN.) = 14.45 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 1744.00 FEET. 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) 3.783 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8024 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 1.10 SUBAREA RUNOFF(CFS) = 3.34 TOTAL AREA(ACRES) = 14.50 TOTAL RUNOFF(CFS) = 44.56 tC(MIN..) = 14.45 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) 481.90 DOWNSTREAM(FEET) _ 479.60 FLOW LENGTH(FEET) = 141.00 MANNING'S N.= 0.013' DEPTH OF FLOW IN 30.0 INCH PIPE. IS 21.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.)' = 11.72 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 44.56 ' PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 14.65 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 26.00 = 1885.00 FEET.' FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 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) = 330.00 UPSTREAM ELEVATION(FEET) = 497.20 ' DOWNSTREAM ELEVATION(FEET) = 489.50 ELEVATION DIFFERENCE(FEET) = 7.70 TC = 0.303 *[( 330.00 * *3) /( 7.70)] * *.2 = ,6.537 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.552 ' COMMERCIAL DEVELOPMENT RUNOFF.COEFFICIENT = .8857 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.46 TOTAL AREA(ACRES) _ .0.50 'TOTAL RUNOFF(CFS) = 2.46 FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 ---------------------------------------=--------- --- ------------------------ ' - ->> >>> ADDITION -OF- SUBAREA- TO- MAINLINE�PEAK�FLOW<< « <- - ------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.552' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8857 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) _ 1.30 SUBAREA RUNOFF(CFS) = 6.39 TOTAL AREA(ACRES) = 1.80 'TOTAL RUNOFF(CFS) 8.85 TC(MIN.) = 6.54 FLOW PROCESS FROM NODE 31.00 TO' NODE 31.00 IS CODE = 81. - - >>>>> ADDITION- OF_ SUBAREA -TO- MAINLINE - PEAK -FLOW<< «<------ - - - - -- - - - -- - 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.552 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8857 SOIL CLASSIFICATION IS "B" ' SUBAREA AREMACRES) = 0..60 SUBAREA RUNOFF.(CFS).= 2.95. TOTAL AREMACRES) = 2.40 TOTAL RUNOFF(CFS) 11.80 TC(MIN.) = 6.54 FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81' -------------------------------------------------------------- » >>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 5.552 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8286 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 10.56 TOTAL AREA(ACRES) = 4.70 TOTAL RUNOFF.(CFS) = 22.38 ' TC(MIN.) = 6.54 - -FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 62- ---------.-------------------- ------------------------------------ ----- 1 >> >>>COMPUTE STREET FLOW TRAVEL TIME.THRU SUBAREA« <<< >>>>>( STREET TABLE SECTION # 2 USED)<< « < UPSTREAM ELEVATION(FEET) 489:50 DOWNSTREAM ELEVATION(FEET).= 487.70 STREET LENGTH(FEET) _ .750.00 . CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 27.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL,(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING.RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION .FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ ** *STREET FLOW SPLITS OVER STREET- CROWN * ** FULL DEPTH (FEET) = 0.80 FLOOD WIDTH (FEET) = 38.58 .FULL HALF - .STREET VELOCITY(FEET /SEC.) = 2.20 SPLIT DEPTH(FEET) = 0.36 . SPLIT FLOOD•WIDTH(FEET) _ SPLIT FLOW(CFS) 0.67 SPLIT VELOCITY(FEET /SEC.) _ STREETF LOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.80 HALFSTREET FLOOD WIDTH(FEET) AVERAGE FLOW VELOCITY(FEET /SEC.) = 2:20 PRODUCT OF.DEPTH &VELOCITY(FT *FT /SEC.) = 1.75 STREET FLOW TRAVEL TIME(MIN:).. 5.69 T.c(MIN.) 12.22 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.102 COMMERCIAL.DEVELOPMENT,RUNOFF COEFFICIENT = .8817 SOIL:CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = .1.20 SUBAREA RUNOFF(CFS) _ TOTAL-AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.80 HALFSTREET FLOOD WIDTH(FEET)'= 38.58 24.55 6.98 0.99 4.34 . '26.72 FLOW VELOCITY(FEET /SEC.) = 2.20 DEPTH *VELOCITY(FT *FT /SEC.) = 1.75 LONGEST FLOWPATH FROM NODE 30'.00 TO NODE 32.00 = 1080.00 FEET: 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) _ .4.102 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT•= .8359 'SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.140. SUBAREA RUNOFF(CFS) = 4.80 TOTAL AREA(ACRES) = 7.30. TOTAL RUNOFF(CFS) = 31.52 TC(MIN.) = 12.22 FLOW PROCESS FROM NODE 40.0070 NODE. 41,00 IS CODE = 21 >> » >RATIONAL METHOD INITIAL SUBAREA.ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = 'K *[(LEN.GTH * *3) /(ELEVATION CHANGE)] * *.2. INITIAL SUBAREA FLOW- LENGTH(FEET) = 515.00. UPSTREAM ELEVATION(FEET) = 503.00 . .-DOWNSTREAM ELEVATION(FEET) = 486.70 j ELEVATION DIFFERENCE(FEET) = 16.30 ' TC = 0.303 *[( 515.00 * *3) /( 16...30)] * *.2. _ .7.349 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5:246 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .= .8850. SOIL CLASSIFICATION IS "B" ' SUBAREA RUNOFF(CFS) = 17.18 TOTAL AREA(ACRES) = 3.70 . TOTAL RUNOFF(CFS) = 17.18. ' END OF STUDY SUMMARY: - TOTAL AREA(ACRES)3.70 TC(MIN.) = 7.35 PEAK FLOW RATE(CFS) = 17.18 - =END OF RATIONAL METHOD ANALYSIS____________ _______________________________ 1 1 1 ' J' Appendix =4� .POST DEVELOPMENT RATIONAL METHOD CALCULATIONS 10 - YEAR STORM 78 -400 Av w 47 M O l S ! S.H. 208 la Quwtk CA 92253 S C H U t T 2- Voiw. 760. 771 -4013' iAX: 7W771-4073 PLANNERS ENGINEERS SURVEYORS 1 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 * * * * * * * * * * * * * * * * * * * * * * * * ** ' * PGA WEST - PRIVATE RESIDENTIAL, TENTATIVE TRACT 36139 * POST DEVELOPMENT *.Q10 FREQUENCY ' FILE NAME: C: \AES2006 \HYDROSFT \RATSCX \PGA \PRES.10 TIME /DATE OF STUDY: 08:10 09/24/2008 ----------------------------------------------------------- =---------------- -USER .SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1 -------------------=-----=----=----------------------------- 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(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 lob -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 10.00 TO NODE 11.00 IS CODE = 21 ------------------------------------------------------------------=-------=- ' -. >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< i ASSUMED-INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS COMMERCIAL TC = K *[( LENGTH * *3) /(ELEVATION CHANGE)] * *.2. INITIAL SUBAREA 'FLOW- LENGTH(FEET) = 380.00 UPSTREAM ELEVATION(FEET) = 507.00 t DOWNSTREAM ELEVATION(FEET) = 498.06 ELEVATION DIFFERENCE(FEET) = 8.94 TC = 0.303 *[( 380.00 * *3) /( 8.94)] * *.2 6.905 ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.468. COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8791 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.22 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.22. FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31. -------- 7 ----------------------------------- ------------------------- =-------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA << <<< >>>>>USING COMPUTER- ESTIMATED.PIPESIZE (NON - PRESSURE FLOW) <<<<< ___________________________________ ELEVATION DATA: UPSTREAM(FEET) = 494.06 DOWNSTREAM(FEET) = 493.75 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 2.91 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES•= 1 PIPE- FLOW(CFS) = 1.22 PIPE TRAVEL TIME(MIN.) 0.40 Tc(MIN.) _ 7.31 ' LONGEST.FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 450.00 FEET. FLOW PROCESS FROM NODE. 12.00 TO NODE. 12..00 IS. CODE _ 81 ------ ------------------------ - - - - - - - - - -- -- - - - - -------------- - - - - -- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) =.'3 356 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =-.8786 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) _ .2:06 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.28 ' TC(MIN.) = 7.31 FLOW PROCESS.FROM.NODE 12.00 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) = 493.75 DOWNSTREAM(FEET) = 493.40 FLOW LENGTH(FEET). = 70.00 . MANNING'S N = 0.013 ESTIMATED PIPE.DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8..5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 1 PIPE -FLOW (CFS) = 3..28 - PIPE TRAVEL TIME(MIN.) = 0.29 TC(MIN..).= 7.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 520..00 FEET. 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) = 3.281 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .= .8782 SOIL CLASSIFICATION IS "B!' SUBAREA AREA(ACRES) 0.70 SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 5.30 TC(MIN.) = 7.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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)-c«<< . ELEVATION DATA: UPSTREAM(FEET) = 493.40 DOWNSTREAM(FEET) = 492.30 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS "8.1.INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.92 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.30 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 590.00 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) = 3..239 ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8780- - SOIL CLASSIFICATION SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) 2.56 TOTAL.AREA(ACRES).= 2.70 TOTAL RUNOFF(CFS) = 7.86 TC(MIN.) = 7.77 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE= 31 ' >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ' ELEVATION DATA: UPSTREAM(FEET).= 492.30 DOWNSTREAM(FEET) = 491.13 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000. DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 12.44. ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.86 PIPE TRAVEL TIME (MIN.) _ 0.03 Tc(MIN.).= 7.79' ' LONGEST FLOWPATH FROM NODE 10.00 TO NODE .15.00 = 610.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ------------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------------ ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR). = 3.233 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8780 1I SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.42 ' TOTAL AREA(ACRES) 3.20 TOTAL RUNOFF(CFS) = 9.28 TC (MIN.).' = 7.79 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ELEVATION.DATA: UPSTREAM(FEET) = 491.13 DOWNSTREAM(FEET) = 490.46 FLOW LENGTH(FEET) = 70'.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.44 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.28 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 7.97 LONGEST.FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 680.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------=------------------------------------ >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------- - - - - -- - -------- - - - - -- - 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.190 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8778 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1._40 TOTAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFS) = 10.68 TC(MIN.) = 7.97 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< 'ELEVATION-DATA: » >>> USING - COMPUTER = ESTIMATED- PIPESIZE- (NON - PRESSURE- FLOW)<< « <---- '- - - - -�- UPSTREAM(FEET) - 490.46 DOWNSTREAM(FEET) - 489.88 FLOW .LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7' INCHES ' P V IPE -FLOW ELOCITY(FEET /SEC:) = 6.43 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS). = 10.68 ' PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) =. 8.16 LONGEST FLOWPATH FROM NODE 10..00 TO NODE 17.00 750.00 FEET. -- FLOW - PROCESS FROM NODE. 17..00 TO NODE 17.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.149 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8775 SOIL CLASSIFICATION.IS "B SUBAREA AREA(ACRES) 0.40 SUBAREA RUNOFF(CFS) = 1, 11 ' TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 11.78 TC(MIN.) = 8.16 FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31' � I L7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< ' - ->> »> USING - COMPUTER - ESTIMATED - PIPESIZE -( NON- PRESSURE�FLOW k<<<.<----------- ELEVATION DATA: UPSTREAM(FEET) = 489..88 DOWNSTREAM(FEET) = 489.71 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013. ' .DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.73 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.78 ' PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.56 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 840.00 FEET: FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 > >>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.062 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8771 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) = 12.05 TC(MIN.) = 8.56 FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM_____ _______________________________ DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) 1(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) 800.00 UPSTREAM ELEVATION(FEET) = 498.40 DOWNSTREAM ELEVATION(FEET) = 491.86 ELEVATION DIFFERENCE(FEET) = 6.54 ' TC = 0.359 *[( 800.00 * *3) /( 6.54)] * *..2 13..617 10 YEAR RAINFALL'INTENSITY(INCH /HOUR) = 2.339 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8026 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 6:95 ' TOTAL AREA(ACRES) = 3.3.0 TOTAL RUNOFF(CFS) = 6.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .. FLOW PROCESS.FROM NODE 21.00 TO NODE 22.00 IS CODE = 31. >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< ' >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) 486.90 DOWNSTREAM(FEET) = 486.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.67 ESTIMATED. PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.95 ' PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) 14.26 . LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 980.00 FEET. ' ..FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK,FLOW<< <<< 10 YEAR RAINFALL INTENSITY (INCH /HOUR) = 2.277 CONDOMINIUM'DEVELOPMENT RUNOFF COEFFICIENT = .8008 SOIL CLASSIFICATION IS "B" ' SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.64 TOTAL AREA(ACRES) = 4.60 TOTAL RUNOFF(CFS) = 8.59 . TC(MIN.) = 14.26 FLOW PROCESS FROM NODE 22.00 TO NODE. 24.00 IS. CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< ' >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< «< ELEVATION DATA: UPSTREAM(FEET) = 486.00 DOWNSTREAM(FEET) = 483.20 ' FLOW LENGTH(FEET) = 530.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.14 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1' ' PIPE- FLOW(CFS) 8.59 PIPE TRAVEL TIME(MIN.) = 1.72 TC(MIN..) = 15.98 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 24.00 = 1510.00 FEET. FLOW PROCESS.FROM NODE 24.00 TO NODE 24.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<'<< « = = = =10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.132 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7962... SOIL CLASSIFICATION IS "B" ' . SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 3.06 TOTAL AREA(ACRES) = 6.40 TOTAL RUNOFF(CFS) _ 11.64. TC(MIN:) = 15.98 FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ' . ______ TOTAL NUMBER OF STREAMS = - = =2 A CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:, ' TIME'OF CONCENTRATION(MIN.) = 15.98 RAINFALL INTENSITY(INCH /HR) = 2.13 TOTAL STREAM AREA(ACRES) = 6.40 PEAK FLOW RATE(CFS) AT CONFLUENCE,= 11.64 FLOW PROCESS FROM.NODE' 20.00 TO NODE 23.'00 IS. CODE =.'21 ---------------------- �>>. >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<- ASSUMED. INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM - TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) 756.00 UPSTREAM ELEVATION(FEET). = 498.40 ' DOWNSTREAM ELEVATION(FEET) = .492.07 ELEVATION DIFFERENCE(FEET) = 6.33 TC = 0.359 *(( 756.00 * *3) /( 6.33)] * *.2 13.249 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.377 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT.= .8036 SOIL CLASSIFICATION IS. "B" SUBAREA RUNOFF(CFS) = 6.11 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 6.11 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) = 2.377 ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .872.5 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 3.73 TOTAL AREACACRES) = 5.00 TOTAL RUNOFF(CFS) = 9.84 ' TC(MIN.) = 13.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE.FLOW) <<<<<• ELEVATION DATA: UPSTREAM(FEET) = 484.60 DOWNSTREAM(FEET) = 483 20 FLOW LENGTH(FEET) = 256.00 MANNING'S N = ..0.013 DEPTH OF FLOW IN 21.0' INCH PIPE IS 15.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.)= 5.34 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.84 PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) 14.05 ' LONGEST FLOWPATH FROM NODE 20.00 TO NODE 24.00 = 1012.00 FEET. FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 -----=--------------------------------------------------- ' >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «. «< ----------------- - - - - -- - - - -- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.297 ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8013 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.68 TOTAL AREA.(ACRES) 7.00 TOTAL RUNOFF(CFS) = 13.53 ' TC(MIN.) = 14.05 FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 1 --------------------------------------------------------=-=-------- ' >> » >DESIGNATE - INDEPENDENT STREAM FOR CONFLUENCE« «< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<, ' = =TOTAL NUMBER OF STREAMS = - = =2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.05 ' RAINFALL INTENSITY(INCH /HR) = 2.30 TOTAL STREAM AREA(ACRES) 7.00 PEAK FLOW RATE(CFS) AT CONFLUENCE 13.53 ' ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA �l 1 NUMBER (CFS) (MIN.) .(INCH /HOUR) (ACRE) 1 11.64 15.98 2.132 6.40 2 13.53 14.05 2.297 7.00 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED 1 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 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 23.76 14.05 2.297 2 24.20 15.98 2.132 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.76 Tc(MIN.) = 14.05 1 TOTAL AREA(ACRES) = 13.40 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 24.00 = 1510.00 FEET. FLOW - - PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 31 1 ---------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU.SUBAREA<< <<< >>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< ELEVATION DATA: UPSTREAM(FEET) = .483.20' DOWNSTREAM(FEET) = 481.90 FLOW LENGTH(FEET) = 234.00 MANNING'S N =. 0.013. DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.2 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 6:74 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 23.76 .PIPE TRAVEL TIME(MIN.) = 0.58 Tc.(MIN.) = 14.63 1 LONGEST FLOWPATH FROM NODE 20700 TO NODE 25.00 = 1744.00 FEET. FLOW PROCESS FROM NODE - - -- 25.00 -TO- NODE -- -25.00 IS CODE = 81 1 -------- - - - - -- ------------------------ >>>>>ADDITION.OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------ 1 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.244 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7568 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.87' ' TOTAL AREA(ACRES) = 14.50. TOTAL RUNOFF(CFS) = 25.63 TC(MIN.) = 14.63 FLOW - PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31 1 - ----------------- ----------------------------------------------- ----- >>>>>COMPUTE PIPE -FLOW TRAVEL. TIME THRU SUBAREA<< <<< ' - - >>>>> USING - COMPUTER= ESTIMATED- PIPESIZE- (NON - PRESSURE- FLOW)<< « <----- - - - - -- ELEVATION DATA: UPSTREAM(FEET) - 481.90 DOWNSTREAM(FEET) 479.60 FLOW. LENGTH(FEET) = 141.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.16 1 ESTIMATED PIPE DIAMETER(INCH) PIPE- FLOW(CFS) = 25.63 ' PIPE TRAVEL TIME(MIN.) = 0. LONGEST FLOWPATH.FROM NODE = 24.00 NUMBER OF PIPES = 1 23 Tc(MIN.) = 14.86 20.00 TO NODE 26.00 = 1885.00 FEET.- 10 .FLOW- PROCESS FROM NODE 30.00 TO NODE 31.00 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) = 330.00 '. UPSTREAM ELEVATION(FEET) = 497.20 DOWNSTREAM ELEVATION(FEET) = 489.50 ELEVATION DIFFERENCE(FEET) = 7.70 TC'= 0.303 *[( 330.00 * *3) /( 7.70)] * *.2 = 6.537 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.580 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8796 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.57 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.57 FLOW .PROCESS NODE 31.00 TO NODE 31.00 IS --------------------------------------- CODE = 81 -FROM -- - ------------------- --- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ____ = = =T10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.580 ______ i COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT.= .8796 SOIL'.CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) _ 4.09 ' TOTAL AREMACRES) = 1.80 TOTAL RUNOFF(CFS:)'= 5.67 TC(MIN.) = 6.54' FLOW: PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3,580 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8796 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.89 ' TOTAL.AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) .= 7.56 TC(MIN.) = 6.54 '. FLOW.PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE _ 81 t10 >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <<< YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.580 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7981 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES). = 2.30 SUBAREA RUNOFF(CFS) = 6.57 TOTAL AREA(ACRES) = 4.70 TOTAL RUNOFF(CFS) = 14.13 TC(MIN..) = 6.54 10 ' FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 62 --------------------------------=--------------------------------- '1 >>>>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< UPSTREAM ELEVATION(FEET) = 489.50' DOWNSTREAM ELEVATION(FEET) 487:70 ' STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32..00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 27.00 ' INSIDE STREET CROSSFALL(DECIMAL) _ -0.020 OUTSIDE STREET CROSS FALL (DEC IMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF­ 1 STREET PARKWAY CROSSFALL(DECZMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL.TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.41 STREETFLOW MODEL RESULTS.USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET)' _. 28.93 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.03 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.42 STREET FLOW TRAVEL TIME(MIN.) = 6.17 Tc(MIN.) = 12.71 10 YEAR RAINFALL INTENSITY(INCH /HOUR) 2.435 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8729 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) .= 1.20 SUBAREA RUNOFF(CFS) = 2.55 `1 TOTAL AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) = 16.68 -f END OF SUBAREA STREET FLOW HYDRAULICS:. DEPTH(FEET) = 0.72 HALFSTREET FLOOD WIDTH(FEET) 30.62 FLOW VELOCITY(FEET /SEC.)'.= 2.06 DEPTH *VELOCITY.(FT *FT /SEC.) = 1..48. LONGEST FLOWPATH FROM NODE 30.0.0 TO NODE 32.00 1080.00 FEET.. 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 .435 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT ='.8.052 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 1.40 SUBAREA RUNOFF(CFS) = 2.74 " TOTAL AREA(ACRES).= 7.30 TOTAL RUNOFF(CFS) = 19.42 TC(MIN.) = 12.71 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 T. K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- .LENGTH(FEET) = 515.00 UPSTREAM ELEVATION(FEET).= 503.00 DOWNSTREAM ELEVATION(FEET) = 486.70 ' ! ELEVATION DIFFERENCE(FEET). = 16.30 TC = 0.303 *[( 515:00 * *3) /( 16.30')] * *.2 = 7.349 -..� 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3:.345 } COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8785 ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 10.87 TOTAL AREA(ACRES) 3:70 TOTAL RUNOFF(CFS).= 10.87 ' = =END OF STUDY SUMMARY:========-=--==------========= °= _= _== _========== =_ = = == TOTAL AREA(ACRES) 3_.70 TC(MIN.) = 7.35 PEAK FLOW RATE(CFS) = 10.87 ' = =END _______________________________ OF RATIONAL METHOD ANALYSIS____________ l\ i Appendix C STREET CAPACITY INVESTIGATIONS .. 78.900 Avaque 47 SE Sub* 208 NOI lu OwMa, CA 92253 J R 5 C M u l T z Voks-. 760- 771 -4013 FAX 760 - 771-0073 'PLANNERS ENGINEERS SURVEYORS TYPICAL STREET SECTION R/W R/W 10' 29' RIGHT OF WAY 10' P. U.E P.U.E. 14.5' 14.5' 27. 0 1 7 �0 MIN. � g g9 � M N. -- �G 2.09 S 2.0% lC �\ �\ ,nw„rmtir• �ecr,:x= a �*r,.�,ce:.:ysss..:tur.. �' 9:6� FS 9 FS IQ 9� F� 29' INTERIOR STREET - TYP /CAL SECTION (PRIME STREET) NFS 7a-M A- 0 . ■ 0 11,[ W. 709 W w:dc a M53 ' f C H 0 L 1 i Vok.: 76 >77174011 PAID i60- 77I�073 PLANNERS ENGINEERS SURVEYORS I: \76202 \HYDRO \ST— CAP.dwg 9/23, ----------------------------------------------------------------- - - -- ' ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS­IN 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: (`9) 251 -0516 Email:. mdsirvine@mdsconsulting.net 1 11 . I DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** *-PGA WEST - PRIVATE RESIDENTIAL, TENTATIVE TRACT 36139 • STREET CAPACITY, 29' TC TO TC, INTERIOR STREET • S= 0.0060 TIME /DATE OF STUDY: 08:37 09/23/2008 - -- - * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00" 10.00 2 2.00 9.67 3 2.33 9.75 4 9.50 9.89 5. 14:.50 9.99 SUBCHANNEL SLOPE(FEET /FEET) = 0.006000 SUBCHANNEL MANNINGS FRICTION.FACTOR = 0.015000 ........................................ :..:...... .......................... SUBCHANNEL FLOW(CFS) = 3.7 SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.87 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 1.962 SUBCHANNEL FROUDE NUMBER = 0..960 SUBCHANNEL.FLOW TOP- WIDTH(FEET) = 14.44 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ •0.13 --------------------------------------------- 7 - --- - - - - -- - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 NODE NUMBER . "X" COORDINATE "Y" COORDINATE. . 1 14.50. 9.99 2 19.50 9.89 3 26.67 9.75 4 27-.00 9.67 5 29.00. 10:00 SUBCHANNEL SLOPE(FEET /FEET) = 0.006000 SUBCHANNEL MANNINGS FRICTION FACTOR 0.015000 .... ............................... ......... SUBCHANNEL FLOW(CFS) 3.7 SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.87 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 1.962 SUBCHANNEL FROUDE NUMBER = 0.960 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 14.44 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.13 ------------------------------------------------------------------- - - - - -- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 7.30 COMPUTED IRREGULAR CHANNEL FLOW(CFS) 7.34 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 9.99 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. --------------------------------------------------------------=------- - - - - -- 7. ** 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 5 29.00 10.00 ' SUBCHANNEL SLOPE(FEET /FEET) = 0.006000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 I 1 ............... ............................... SUBCHANNEL FLOW(CFS) 1.0 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * PGA WEST - PRIVATE RESIDENTIAL, TENTATIVE TRACT 36139 * STREET CAPACITY W/ 1 CLEAR TRAFFIC LANE * S =. 0.0060 TIME /DATE OF STUDY: 15:44 09/22/2008 - - -- ----=--------------=-==----------=-----------=----------------- * ENTERED INFORMATION FOR..SUBCHANNEL NUMBER 1 NODE NUMBER "X" COORDINATE "Y" COORDINATE. 1 0.00 10.. 00 2 2.00 9.67 3 2.33 9.75 ' 4 9.50 9.89 5 14.50 9.99 SUBCHANNEL SLOPE(FEET /FEET) = 0.006000 SUBCHANNEL MANNINGS FRICTION,FACTOR ............... ............................... = 0..015000 SUBCHANNEL FLOW(CFS) 1.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 0.71. '. SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 1..423 SUBCHANNEL FROUDE NUMBER = 0.886 SUBCHANNEL FLOW TOP- WIDTH(FEET) _ 8.83. SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.08 ------------- -------------------------------------------=--=-------- ----------- -------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL -------- NUMBER 2 NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 14.50 9.99 ' 2 19.50 9.89 3 26.67 9.7 .5 4 27.00 9.67 5 29.00 10.00 ' SUBCHANNEL SLOPE(FEET /FEET) = 0.006000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 I 1 ............... ............................... SUBCHANNEL FLOW(CFS) 1.0 1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 0.71 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 1.423 SUBCHANNEL FROUDE NUMBER = 0.886 ' SUBCHANNEL FLOW TOP- WIDTH(FEET) = 8.83 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.08 =--------------------------------------------------------------------------- '. - ----------= -----=- - --------- - ---------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 2.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 2.02 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH'WATER SURFACE ELEVATION ..:..................:........ 9.89 ' NOTE: WATER SURFACE•IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ---------------------=--=--------------------------------------------------- 1 . 1 1 1 TYPICAL STREET SECTION RIW 120' RIW 60' 60' 17' 43' 43' 17' S 12% I 1G �G 2% I 1G FS 2q TC p I 0 9s g��G FS ,�0.2 FS 9Sp F� /p PGA BLVD TYPICAL .SECTION (PRIVATE STREET) NTS i 900 A- IV , o t 3 [ Si* 700 In Q bdq CA 9773] RPLANNEM.EERS 6 C n u t 1 Z Vlu:760J714013 FM 760.771.0077 SURVETORS I: \76202 \HYDRO \ST- CAP.dwg 9/23 ** 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 * * * * * * * * * * * * * * * * * * * * * * * * ** • PGA WEST - PRIVATE RESIDENTIAL, TENTATIVE TRACT 36139 • STREET CAPACITY, 60' R/W TO CL, PGA BLVD • S= 0.0030 TIME /DATE OF STUDY: 09:26 09/23/2008 -------=-----------------------------==------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 10.34 2 17.00 10.00 3 17•.13 9.33 4 19.00 9.50 5 19.01 9.53 6 55.00 10.25 7 60.00 10.35 SUBCHANNEL SLOPE(FEET /FEET) ='0.003000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 ... ........................................... ............................... SUBCHANNEL FLOW(CFS) = 55.0 SUBCHANNEL FLOW AREA(SQUARE FEET).= 20.53 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.681 SUBCHANNEL FROUDE NUMBER = 0.798 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 58.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.3.5 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 55..00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 55.03 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 10.33 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. i ** RESULTS OF IRREGULAR CHANNEL ANALYSIS'** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS 1 (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 * * * * * * * * * * * * * * * * * * * * * * * * ** * PGA WEST - PRIVATE RESIDENTIAL, TENTATIVE TRACT 36139 * STREET CAPACITY W/ 1 CLEAR TRAFFIC LANE S= 0.0030 - -- -TIME /DATE OF STUDY: 09:49 09/23/2008 ---------------------------------=------------------=---------- * ENTERED INFORMATION FOR..SUBCHANNEL NUMBER 1 NODE NUMBER "X" COORDINATE "Y" COORDINATE. ' 1> 1 0.00 10.34 2 17.00 10..00 3 17.13 9.33 4 19.00 9.50 5 19.01 9.53 6 55.00 10.25 7 60..00 10.35 SUBCHANNEL SLOPE (FEET /FEET) = 0.003000. SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 i. SUBCHANNEL FLOW(CFS) - 40.7 SUBCHANNEL FLOW AREA(.SQUARE FEET).= 16.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.519 SUBCHANNEL FROUDE NUMBER = 0.785 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 50.50. SUBCHANNEL HYDRAULIC DEPTH(VEET) = 0.32 ------------------7 ------------------------- 7 ----------------- -------------- TOTAL IRREGULAR CHANNEL FLOW(.CFS) WANTED = 40.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 40.72 ■ ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE. ELEVATION ............................. 10.25 NOTE: WATER SURFACE.IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. i =--------------------- - ---------------- - ----------------------------- =------ L.DS CONSULTING PLANNERS • ENGINEERS • SURVEYORS Mi 7320 Redhill Avenue, Suite 350 Wine, CA 92614 d I" Job No: 762 - 0 Z- . By: bN Date: SHT—l_ OF ■ .,) . (REFERENCES W) . . ,km . Appendix. D 78 -908 Amnue 47 m0 tie Suit 108 ' :In Qukdch G 92153 S C H u,t r z Voiw :760 - 771 -4013 FA1L• 760471-4073 SURVEYORS r m v N 0 �- ;D 0 n Q) n m m -- �, (n Z 0 D D � p D O z RAINFALL INTENSITY- INCHES PER HOUR CATHEDRAL CITY CHERRY VALLEY CORONA DESERT HOT SPRINGS ELSINORE - MILOOMAR DURATION FREQUENCY DURATION FREQUENCY OURATION . FREQUENCY DURATION FREQUENCY DURATION FREQUENCY MINUTES MINUTES MINUTES MINUTES MINUTES 10 100 10 100 10 100 10 100 10 100 YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR 5 4.14' 6.76 5 3.65 5.49 5 3.10 4.78 5 4.39 .6.76 5 3.23 4.94 6 3.73' 6.08 6 3.30 4:97' 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 e 3.15 5.15, 8 2.82 4.24 8 2.47 3.81 a 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 44 2.3.73 10 2.T7 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 1.69 2.92 14 2.42 3.72 14 1.97 3.02 15 2.19 3.58 15 1.99 3.00 15 1.83 2.82 15 2.32 3.58 15 1.91 2.92 16 2.11 3.44 16 1.92 2.90 16 .1.77 2.73 16 2.24 3.44' 16 1.85 2.83 17 2.04 3.32 17 1.86 2.80 17 1.72 2.66 17 2.16 3.32 17 1.80 2:T5 18 1.97 3.22 18 1.80 2.71 18 1.68 2.58 18 2.09 3,.22' 18. 1.75 2.67 19 1.91 3.12 19 1.75 2._64 19 1.63 2.52 19 2.03 3.12 19 1.70 2.60 20 1.85. .3.03' 20' 1.70 .2.56 20. 1.59 2.46 20 1.97 3.03 20 1.66 2.54 22 1.75 2.86 22 1.61 2.43 22 1.52 2.35 22 1.86 2.86 22 1.59 2.43 24 1.67 2.72 24 1.54, 2:32 24 1.46 2.25 2a' 1.77 2.72 24 1.52 2.33 26 1.59 2..60 26 1.47 2.22 26, _ 1.40 2.17 26 1.69 2.60 26 1.46 2.24 28 1.52 2.49 .29. 1.41 2.13 28 1.36 2.09 28 1.62 2.49 28 1.41 2.16 30 1.46 209 30 1936 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 36 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 50 1.09 1.78 50 1.03 1.55 fso 1.03 1.58 50 1.16 1.78 50 1.07 1.64 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 BO .83 1.35 80 .79 1.20 80 .82 1.26 60 .88 1.35 BO .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 SLOPE _ .550 SLOPE _ .480 SLOPE _ .580 SLOPE =. .480 l.. J Appendix E POCKET MAP EXHIBITS a. PLATE 1 - PRE DEVELOPMENT RATIONAL METHOD HYDROLOGY MAP b. PLATE 2 POST DEVELOPMENT RATIONAL METHOD HYDROLOGY MAP 78 -900 Avenue 47 M O E S E Suhe 208 do W Qulnto, CA 92253 . Z S`C M Uli2 Voke: 760- 771 -4013 FAX.• 7W"1.4071 PLANNERS ENGINEERS SURVEYORS' �INITY MAP �x. .. ..... fix.. '•: ?x'kY "i° u .: �' �•1�Si.� � .. h } i 'xk cx x*k :., €' d .;% :tt ' xm k x § z � � yr �} nx� k � �n ..x, :s .:,• #�. ..., .. :. �' � -. v . '� �.0 i { - i k ya ... �.x4 , ! �' hix. .x. x ..x ,x.... ;. ,, s. , .s.3 �....x. .s flk' {xx...;#.r . [+.s. , , .. ..o-- ..°.,:�'�:�� ...+.:.. s, • 5[ =.' k �:. •..x'e'!x .... �n s, r.r°4.. r.. ... ,,x. :x �t..:. . mss i.. 4'd. k , 3 ...x.'�z - .., x.; x �akw as ��£. ,, ... .r :.x.s. .... ..vx... ,. ... gym? ..x.,... ... 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