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30168|NNN��NNN 1O |NNN��NNN . - -'�- _- IE 0 PGA WEST - PRIVATE CLUBHOUSE PRELIMINARY -:P>K `5-D I (o8 HYDROLOGY 0 HYDRAULICS REPORT Prepared date: September 29, 2008 PREPARED BY: M O R S E S C H U l T Z PLANNERS ENGINEERS 78 -900 Avenue 47 Suite 208 Lo Quinto, CA 92253 Voice: 760- 771 -4013 FAX: 760 -771 -4073 SURVEYORS 76 -900 Avenue 47 M O R S E Suite 208 .. Lo Quints, CA 92253 ,�v ESS f0� S C H U L l z Voice: 760.771 -4013 � C ql F FAX 760-771-4073 � C�j PLANNERS ENGINEERS SURVEYORS C/) � No. 20596 "' m Exp. 9 -30 -09 J� CIVIL �Q qTF OF CALF PRIVATE CLUBHOUSE [File: C: \Wspgl\ PGA \PGA Clubhouse Appendix Index) Date JN 762 -00 9/25/08 PGA WEST - PRIVATE CLUBHOUSE Hydrology & Hydraulics Report Contents: • Proiect.Location ' • Introduction/ Methodology • Appendices Appendix A: Pre Development - Rational Method Hydrology Calculations lations 1. Q1oo 2. Q10 Appendix B: Post Development - Rational Method Hydrology Calculations 3. Q10o 4. Q10 Appendix C: Street Capacity Calculations 5. All Streets 5. 12 "x12" Grate Inlet Capacity Appendix D: 100 Year Hydraulic Calculations 6. Line "M" 6. Lines "A"& "B" Appendix E: References 7. Intensity- Duration Curves Data Appendix F: Pocket Map Exhibits 8. Plate 1 — Pre Development - Rational Method Hydrology Map 8. Plate 2 — Post Development - Rational Method Hydrology Map rr I I I'l Z N O' 541H AVENUE PGA WEST 1% W O PROJECT SITE m wm NRPORT BOULEVARD z ! DIY RMERA MERTON o N_ TOM FAZIO LN 58TH AVENUE WOW MAP N.T.S I: \76200 \HYDR0\VICINfTY— MAP.dwg 9/25/08 1 f PGA West - Private Clubhouse Hydrology Methodology 1, 1 Pre- Development Hydrology The PGA West — Private Clubhouse 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 line of the drainage basin in PGA Boulevard is 8.2 acres and Q,ao = 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,,o 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 3.7 acres that generally drains to the southeast, producing a Q,()O of 17.2 cfs which drain to an existing golf course lake. Post- Development Hydrology The PGA West — Private Clubhouse and parking lot maintain almost the same drainage acreage and stormflows as described in the Pre- Development Hydrology. Also, the stormflows at the south line of the drainage basin in PGA Boulevard is 42.3 cfs (Q,O,). This reduced amount is due to the redirection of roofs drainage westerly. The on -site storm drainage for the westerly portion of the Private Clubhouse 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 northwesterly of the project. Runoff was calculated using the Riverside County Rational Method, using software by Advanced Engineering Software (AES). 100 -year storm hydrology was calculated using parameters specified in the Riverside County Flood Control and Water Conservation District Hydrology Manual,. and the rainfall intensities as outlined in Section 13 of the City of La Quinta Engineering Bulletin #06 -16. 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. MDS CONSULTING PGA WEST - PRIVATE CLUBHOUSE PROJECT 0 � I 9 E ,. Appen ix Am 1 PRE DEVELOPMENT RATIONAL METHOD CALCULATIONS 100 -YEAR STORM 78.900 A.en 61 ORS E Suh 208 Lo Quinto, CS C H U L 7 2 Voim 7607FAX: j 7607PLANNERS ENGINEERS SURVEYO :i . 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 CLUBHOUSE ' * PRE DEVELOPMENT * Q100 FREQUENCY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FILE NAME: C: \AES2006 \HYDROSFT \RATSCX \PGA \EPGA.100 TIME /DATE OF STUDY: 08:26 09/25/2008 ---------------------------------------------------------------------------- -- 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 1 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 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.* l- FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 380.00 UPSTREAM ELEVATION(FEET) = 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 18.0 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 <<<<< - -- - - -------------------------------------- j 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 - - - -- 1400 -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) = 20.00 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.) = 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 ' 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 i ---------------------------------------------------------------------------- >>>>>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 = 3.1 i ---------------------------------------------------------------------------- >> >>>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 ---------------------------------------------------------------------------- >>>>>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 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 >>>>>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" SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 10.42 ' TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 25.44 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 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 FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 ' ---------------------------------------------------------------------------- >>>>>ADDITION SUBAREA MAINLINE PEAK «<----------------------- -OF- -TO- -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) = 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) = TC(MIN.) = 6.73 15.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' -- 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 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8277 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 10.42 ' TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 25.44 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 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.) = 1.72 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 � 1 � Z �. t 1 1 1 1 1 1 1 1 1 1 1 1 • App,en'dix. Am.2' PRE DEVELOPMENT RATIONAL METHOD CALCULATIONS 10. -YEAR STORM . _ 78.900 Ar ue 47 M O e i ! Suhe 208 t. r la Quhdce CA 72257 S C N U l 7 2 Voim 760 - 7714017 FAR 760-714077 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 CLUBHOUSE ' * PRE DEVELOPMENT * Q10 FREQUENCY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FILE NAME: C: \AES2006 \HYDROSFT \RATSCX \PGA \EPGA.10 TIME /DATE OF STUDY: 08:38 09/25/2008 ---------------------------------------------------------------------------- ' USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT (YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.770 ' 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.980 100 -YEAR STORM 10- MINUTE INTENSITY(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 1 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<< <<< 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 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 - - - -- 1300 -IS -CODE = 31 r ---------------- » » >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 r 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 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) <<<<<----- - - - - -- 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) = 3.239 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) = 18.00 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 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.42 i 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 J ' - -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 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 ---------------------------------------------------------------------------- >>>>>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 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 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 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 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 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.518 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8794 SOIL CLASSIFICATION IS "B" SUBAREA 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 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7968 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF.(CFS) = 6.45 TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 16.04 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 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.55 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 >> >>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.518 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8794 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: SOIL CLASSIFICATION IS "B" STREET FLOW DEPTH(FEET) = 0.75 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 5.57 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(INCHjHOUR) = 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 AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 16.04 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 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) = 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)] * *.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 1 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 3.70 TC(MIN.) 7.35 PEAK FLOW RATE(CFS) = 10.87 ' END OF RATIONAL METHOD ANALYSIS____________ ______________ _______________ __ i i 3 �1� Appendix B -3 POST DEVELOPMENT RATIONAL METHOD CALCULATIONS 100 - YEAR STORM 78.400 Avenue 47 ..i Suh 208 ' dots ! �:.. la Qukdc6 CA 42253 S C H U L T Z Voita: 760-791 -4013' FAX 760 M -4073 PLANNERS ENGINEERS SURVEYORS ir � I I I I I 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 CLUBHOUSE • POST DEVELOPMENT • Q100 FREQUENCY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \AES2006 \HYDRCSFT \RATSCX \PGA \PPGA.100 TIME /DATE OF STUDY: 08:46 09/25/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.770 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.980 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.900 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5799047 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.4836910 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.900 SLOPE OF INTENSITY DURATION CURVE = 0.4837 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL 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 <<<<< ` ASSUMED INITIAL SUBAREA UNIFORM - DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 504.00 ' DOWNSTREAM ELEVATION(FEET) = 498.06 ELEVATION DIFFERENCE(FEET) = 5.94 TC = 0.303 *[( 300.00 * *3) /( 5.94)] * *.2 = 6.503 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.566 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8857 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.48 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.48 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 5.7 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 3.09 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.48 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 6.88 - LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 370.00 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) = 5.416 ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = ..8854 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.96 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 2.44 ' TC(MIN.) = 6.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- 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) <<<<< 1 ELEVATION DATA: UPSTREAM(FEET) = 493.75 DOWNSTREAM(FEET) -= 491.13 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.44 ' PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 7.35 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 530.00 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 1 --------------------------------------------------------------------------- >> >>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< <<<< r ---------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.245 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8850 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 4.29 TC(MIN.) = 7.35 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) = 5.245 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8850 SOIL CLASSIFICATION IS "B" ' SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.79 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 7.08 TC(MIN.) = 7.35 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 r ---------------------------------------------------------------------------- - ->> >>> ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK -FLOW<< «<----------------------- 100 YEAR RAINFALL INTENSITY(TNCH /HOUR) = 5.245 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8850 SOIL CLASSIFICATION IS "B" ' SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 4.18 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 11.26 TC(MIN.) = 7.35 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) = 5.245 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 11.72 TC(MIN,) = 7,3S ' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 >>>>> ADDITION SUBAREA MAINLINE PEAK FLOW <<<<<----------------- -OF- -TO- - - - - 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.245 - - - - -- COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8850 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 12.19 ' TC(MIN.) = 7.35 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 r---------------------------------------------------------------------- - - - - -- 11 ' >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< - ----------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.245 ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8850 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 3.25 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 15.44 TC(MIN.) = 7.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -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) = 491.13 DOWNSTREAM(FEET) 490-46 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.46 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.44 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.51 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 600.00 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) = 5.192 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8849 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFS) = 17.27 TC (MIN . ) = 7.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -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) = 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 17.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.19 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 17.27 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.67 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 670.00 FEET. ' -- FLOW - PROCESS -FROM NODE - - - -- 15.00 -TO- NODE - - - -- 15.00 -IS 81 -CODE = >> >>>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) = 0.30 SUBAREA RUNOFF(CFS) = 1.36 i TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF(CFS) = 18.64 F� TC(MIN.) = 7.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 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 3.3.0 INCH PIPE IS 23.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.22 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 18.64 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 8.03 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 760.00 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) = 5.028 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8845 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 19.08 TC(MIN.) = 8.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 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) = 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 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 ( ,l > i 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 AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 6.39 TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 15.24 r TC(MIN.) = 6.54 - -FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 _1 - - >>>>> 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) = 10.58 TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 25.82 TC(MIN.) = 6.54 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 62 -------------7 ----------------------------------------------- >>>>>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 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 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.46 C ** *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) = 0.56 SPLIT FLOOD WIDTH(FEET) = 20.27 SPLIT FLOW(CFS) = 7.09 SPLIT VELOCITY(FEET /SEC.) = 1.65 ' 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.) = 12.27 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.094 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8083 ' SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES). = 2.80 SUBAREA RUNOFF(CFS) = 9.27 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 35.09 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.) = 1.72 ' LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 1070.00 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 V INITIAL SUBAREA FLOW- LENGTH(FEET) = 515.00 UPSTREAM ELEVATION(FEET) = 504.00 ' DOWNSTREAM ELEVATION(FEET) = 486.70 ELEVATION DIFFERENCE(FEET) = 17.30 TC = 0.303 *[( 515.00 * *3) /( 17.30)] * *.2 = 7.262 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.276 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8851 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 17.75 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 17.75 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.80 TC(MIN.) = 7.26 - -PEAK - FLOW - RATE( CFS)17` 75y_________ ______ °________________________ END OF RATIONAL METHOD ANALYSIS 1 � 4 '� Appendix B -4 POST DEVELOPMENT - - RATIONAL METHOD CALCULATIONS 10- VEAR STORM. 79-900 avenue 47 M O E S E suift 203 Im Qubd,4 CA 92253 S C H U L T Z . Voiw. 760-771-013 FAL 760.771.4073 PLANNERS. ENGINEERS SUAVEYORS 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 CLUBHOUSE ' * POST DEVELOPMENT • Q10 FREQUENCY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \AES2006 \HYDROSFT \RATSCX \PGA \PPGA.10 TIME /DATE OF STUDY: 08:56 09/25/2008 ---------------------------------------------------------------------------- -- USER - SPECIFIED - HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT (YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.770 7 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) l 2. (Depth) *(Veocity) 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<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL.SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 504.00 DOWNSTREAM ELEVATION(FEET) = 498.06 ELEVATION DIFFERENCE(FEET) = 5.94 TC = 0.303 *[( 300.00 * *3) /( 5.94)] * *.2 = 6.503 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.591 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8797 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 4.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.95 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 6.93 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE``-:1 12.00 IS CODE = 81 ----------------------- =---------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.460 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8791 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.56 TC(MIN.) = 6.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 491.13 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.56 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 7.47 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 530.00 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) = 3.314 COMMERCIAL DEVELOPMENT RUNGFF COEFFICIENT = .8784 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.72 TC(MIN.) = 7.47 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) = 3.314 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8784 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.75 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 4.47 TC(MIN.) = 7.47 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ' ---------------------------------------------------------------------------- >>> ADDITION SUBAREA MAINLINE PEAK « <----------------- - ->> -OF- -TO- -FLOW<< - 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.314 - - - -�- COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8784 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.62 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 7.09 TC(MIN.) = 7.47 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>> ADDITION SUBAREA MAINLINE PEAK «<_ -OF- -TO- -FLOW<< - - - _________ 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.314 _____________ COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 7.38 TC(MIN.) = 7.47 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ' >>> ADDITION SUBAREA MAINLINE PEAK «<----------------------- - ->> -OF- -TO- -FLOW<< - 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.314 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8784 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) 0.29 TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 7.67 TC(MIN.) = 7.47 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- 1 r>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< - - - - - - - -- - - - -- - - -- - - - -- j 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.314 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8784 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.04 ' TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 9.71 TC(MIN.) = 7.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -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) = 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 14.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.45 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS). = 9.71 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 7.65 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 600.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW PROCESS FROM NODE 14.00 TONODE 14.00 IS CODE = 81 - - - - - - - - - - - - - - - - >> » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.268 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8782 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.15 TOTAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFS) = 10.85 TC (MIN. ) = 7.65 - -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) = 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 13.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.45 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.85 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 7.83 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 670.00 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) = 3.224 COMMERCIAL DEVELOPMENT RUNOFF. COEFFICIENT = .8779 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF(CFS) = 11.70 11 ' TC(MIN.) = 7.83 - -FLOW PROCESS FROM NODE 15.00 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 1 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.73 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.70 ' PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.23 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 760.00 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) = 3.132 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8774 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 4.10 . TOTAL RUNOFF(CFS) = 11.98 TC (MIN. ) = 8.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** jr--� - -FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 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) = 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 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.328 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 21.92 TOTAL AREA(ACRES) = 7.50 TOTAL RUNOFF(CFS) = 21.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 >>>>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 1 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.580 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8796 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 4.09 TOTAL AREA(ACRES) = 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) = 1.30 SUBAREA RUNOFF(CFS) = 4.09 TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 9.76 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 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) = 5.40 TOTAL RUNOFF(CFS) = 16.33 TC (MIN. ) = 6 . 54 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 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 Eli �l i� d I I I I 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.75 HALFSTREET FLOOD WIDTH(FEET) = 33.89 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.07 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.56 STREET FLOW TRAVEL TIME(MIN.) = 5.95 Tc(MIN.) = 12.49 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.459 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7656 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 5.27 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 21.60 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.78 HALFSTREET FLOOD WIDTH(FEET) = 36.73 FLOW VELOCITY(FEET /SEC.) = 2.12 DEPTH *VELOCITY(FT *FT /SEC.) = 1.66 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 1070.00 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) = 504.00 DOWNSTREAM ELEVATION(FEET) = 486.70 ELEVATION DIFFERENCE(FEET) = 17.30 TC = 0.303 *[( 515.00 * *3) /( 17.30)] * *.2 = 7.262 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.368 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8786 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 11.25 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 11.25 ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.80 TC(MIN.) = 7.26 PEAK FLOW RATE(CFS) = 11.25 END OF RATIONAL METHOD ANALYSIS - I I � I � I � I � I , I I I I I I I I I I Appendix C STREET CAPACITY INVESTIGATIONS .78-900 Avenue 47 M 0 K s t SuRe 208 La Quinfc6 CA 92253 5 c H U L T - Voicir. 760-771-4013 FAX: 760.77 1.4073 PLANNERS ENGINEERS SURVEYORS R/W TYPICAL STREET SECTION 120' 60'. 60' 17' 1 43' 43' 17' ■ 5 12% F 9 � v \P 950 FS 9• 00 1 2% FS 10 2� 1 S 2Z 717,21-IS 'o PGA BL VD TYPICAL SECT /ON (PRIV/ATE STREET) WS R/W 2%1 r 1OV 9 S3 7&"o Awnu[ A7 . S. 20e 2EE In Wing CA 42257 R N S U L T I N G s [nut 7 z Ve1- 760.771-0017 PAL 760.771-0077 V.LANNERS' ENGINEERS SURVEYORS I: \76202 \HYDRO \ST= CAP.dwg 9/23/08 1 - - -- - - -- ------- _______ _______________________________ ** 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 ' * 5= 0.0030 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 09:26 09/23/2008 ----=-----.---------------------------------------------------------=-------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 NODE NUMBER "X" COORDINATE "Y" COORDINATE �I 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 J ............................... ' �I 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 ----------- - - --- ---------- - -- - - --- --------- ------- - ------ ----- -------------- ------ - - - - - = - - - - - - - - - - - - - - - - - - - - = - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - 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. ---------------------------------------------------------------------------- ................... .......................:... 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) 0.35 ----------- - - --- ---------- - -- - - --- --------- ------- - ------ ----- -------------- ------ - - - - - = - - - - - - - - - - - - - - - - - - - - = - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - 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. ---------------------------------------------------------------------------- ** 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 W/ 1 CLEAR TRAFFIC LANE * 5= 0.0030 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - -- TIME /DATE -OF- STUDY: -09_49 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) = 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(FEET) = 0.32 ' 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. ---------------------------------------------------------------------- - - - - -- 541'b S'C 0 N S ULTING 099CANNERS • ENGINEERS • SURVEYORS 17320 Redhill Avenue, Suite 350 . ine, CA 92614 F" Job No: 762--02- By: rq Date: q SHT--L— OF 12- x /2- 0A7E'-lNtr1-" �PAC4 1 1 6A 1 c - 0,67 1 � 1 D 2- W10ZI) oNtly 50 f OF OPEN A - aWTE OP6N /*- CA Tq— 12,\e 12 Z5 , 2it 0, A=0.,6W #Z- = C0,67� 7 , x F2—. 7. 2z— ) (0,2�'x W&i�i N� FKM , i Appendix D- 100 YEAR HYDRAULIC CALCULATIONS WATER SURFACE PROFILE CALCULATIONS 78*900 Avenue 47 M 0 a S E suite 208 Lo Quinto6 CA 922S3 S c " u L I z Vaim 760-771-4013 FAX 760.771-4073 PLANNERS ENGINEERS S Ll R rr r . r it r � rr irr rr , � �■ rr r r rr � r . r r DATE: 9/29/2008 TIME: 11:21 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 6.38 7.00 0.00 CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 33597 100YR HYDRAULIC CALCULATIONS HEADING LINE NO 2 IS - PREPARED BY MDS CONSULTING HEADING LINE NO 3 IS - LINE " M " EXIST. 18" SD, DRAIN TO THE LAKE (FN C: \WSPG1 \PGA \PGA.M) F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.00 486.00 18 488.88 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1063.00 489.70 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1064.00 489.71 18 18 0 0.013 0.4 0.0 489.71 0.00 45.00 0.00 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1154.00 489.87 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1155.00 489.88 18 18 0 0.013 1.0 0.0 489.88 0.00 90.00 0.00 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1225.00 490.45 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1226.00 490.46 18 18 0 0.013 1.0 0.0 490.46 0.00 90.00 0.00 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1296.00 491.12 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1297.00 491.13 18 18 0 0.013 7.5 0.0 491.13 0.00 45.00 0.00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1457.00 493.74 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 11 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1458.00 493.75 18 18 0 0.013 1.0 0.0 493.75 0.00 90.00 0.00 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1528.00 494.05 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 13 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1528.00 494.05 18 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT 33597 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING LINE " M " EXIST. 18" SD, DRAIN TO THE LAKE (FN C: \WSPG1 \PGA \PGA.M) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1000.00 486.00 2.880 488.880 11.9 6.73 0.704 489.584 0.00 1.310 1.50 0.00 0.00 0 0.00 14.38 0.05873 .012834 0.18 0.720 0.00 1014.38 486.85 2.231 489.076 11.9 6.73 0.704 489.780 0.00 1.310 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1014.38 486.85 0.776 487.621 11.9 12.89 2.581 490.202 0.00 1.310 1.50 0.00 0.00 0 0.00 1.63 0.05873 .045686 0.07 0.720 0.00 1016.01 486.94 0.776 487.716 11.9 12.88 2.576 490.292 0.00 1.310 1.50 0.00 0.00 0 0.00 12.91 0.05873 .042906 0.55 0.720 0.00 1028.92 487.70 0.806 488.504 11.9 12.28 2.342 490.846 0.00 1.310 1.50 0.00 0.00 0 0.00 8.67 0.05873 .037852 0.33 0.720 0.00 1037.59 488.21 0.838 489.046 11.9 11.71 2.130 491.176 0.00 1.310 1.50 0.00 0.00 0 0.00 6.35 0.05873 .033424 0.21 0.720 0.00 1043.94 488.58 0.871 489.452 11.9 11.16 1.935 491.387 0.00 1.310 1.50 0.00 0.00 0 0.00 4.80 0.05873 .029553 0.14 0.720 0.00 1048.74 488.86 0.907 489.770 11.9 10.64 1.759 491.529 0.00 1.310 1.50 0.00 0.00 0 0.00 3.78 0.05873 .026169 0.10 0.720 0.00 1052.52 489.08 0.944 490.029 11.9 10.15 1.601 491.630 0.00 1.310 1.50 0.00 0.00 0 0.00 2.97 0.05873 .023205 0.07 0.720 0.00 1055.49 489.26 0.984 490.243 11.9 9.68 1.456 491.699 0.00 1.310 1.50 0.00 0.00 0 0.00 2.37 0.05873 .020617 0.05 0.720 0.00 1057.86, 489.40 1.026 490.424 11.9 9.23 1.323 491.747 0.00 1.310 1.50 0.00 0.00 0 0.00 1.84 0.05873 .018364 0.03 0.720 0.00 LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT 33597 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING LINE " M " EXIST. 18" SD, DRAIN TO THE LAKE (FN C: \WSPG1 \PGA \PGA.M) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1059.70 489.51 1.072 490.578 11.9 8.80 1.203 491.781 0.00 1.310 1.50 0.00 0.00 0 0.00 1.40 0.05873 .016418 0.02 0.720 0.00 1061.10 489.59 1.122 490.711 11.9 8.39 1.094 491.805 0.00 1.310 1.50 0.00 0.00 0 0.00 rr r� _ rr rr iir r■ rr rr rr rr rr rr ar rr r rr r _ �r rr 1.03 0.05873 .014738 0.02 0.720 0.00 1062.13 489.65 1.176 490.825 11.9 8.00 0.994 491.819 0.00 1.310 1.50 0.00 0.00 0 0.00 0.63 0.05873 .013319 0.01 0.720 0.00 1062.76 489.69 1.238 490.924 11.9 7.63 0.904 491.828 0.00 1.310 1.50 0.00 0.00 0 0.00 0.24 0.05873 .012164 0.00 0.720 0.00 1063.00 489.70 1.310 491.010 11.9 7.27 0.821 491.831 0.00 1.310 1.50 0.00 0.00 0 0.00 JUNCT STR 0.01000 .011818 0.01 0.00 1064.00 489.71 1.523 491.233 11.5 6.51 0.658 491.891 0.00 1.293 1.50 0.00 0.00 0 0.00 90.00 0.00178 .011986 1.08 1.500 0.00 1154.00 489.87 2.442 492.312 11.5 6.51 0.658 492.970 0.00 1.293 1.50 0.00 0.00 0 0.00 JUNCT STR 0.01000 .010989 0.01 0.00 1155.00 489.88 2.662 492.542 10.5 5.94 0.548 493.090 0.00 1.245 1.50 0.00 0.00 0 0.00 70.00 0.00814 .009992 0.70 1.500 0.00 1225.00 490.45 2.791 493.241 10.5 5.94 0.548 493.789 0'.00 1.245 1.50 0.00 0.00 0 0.00 JUNCT STR 0.01000 .009085 0.01 0.00 1226.00 490.46 2.989 493.449 9.5 5.38 0.449 493.898 0.00 1.191 1.50 0.00 0.00 0 0.00 70.00 0.00943 .008179 0.57 1.150 0.00 1296.00 491.12 2.902 494.022 9.5 5.38 0.449 494.471 0.00 1.191 1.50 0.00 0.00 0 0.00 JUNCT STR 0.01000 .004271 0.00 0.00 LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 3 WATER SURFACE PROFILE LISTING TRACT 33597 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING LINE " M " EXIST. 18" SD, DRAIN TO THE LAKE (FN C: \WSPG1 \PGA \PGA.M) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR * r, t, r, r« r.+. r, rw««+,+. rrwr* �rrrr. �, r, r+, e. r�«+*. rrrr**, r«, r., r*« rr, r�* r* �+*** �** �++ �r« r+, r*.*** r�r�***+**, r. r«+ x+, e+ • * + *,r * + + * *�r + * + * * * *� *�. *t « *r *+ 1297.00 491.13 3.358 494.488 2.0 1.13 0.020 494.508 0.00 0.533 1.50 0.00 0.00 0 0.00 116.50 0.01631 .000359 0.04 0.390 0.00 1413.50 493.03 1.500 494.530 2.0 1.13 0.020 494.550 0.00 0.533 1.50 0.00 0.00 0 0.00 rr �r rr r r rr rr rr r EM m m m M. 8.5 / U.U1631 .000336 0.00 0.390 0.00 1422.07 493.17 1.360 494.530 2.0 1.19 0.022 494.552 0.00 0.533 1.50 0.00 0.00 0 0.00 4.87 0.01631 .000328 0.00 0.390 0.00 1426.94 493.25 1.280 494.530 2.0 1.25 0.024 494.554 0.00 0.533 1.50 0.00 0.00 0 0.00 4.05 0.01631 .000355 0.00 0.390 0.00 1430.99 493.32 1.213 494.529 2.0 1.31 0.026 494.555 0.00 0.533 1.50 0.00 0.00 0 0.00 3.47 0.01631 .000391 0.00 0.390 0.00 1434.46 493.37 1.155 494.527 2.0 1.37 0.029 494.556 0.00 0.533 1.50 0.00 0.00 0 0.00 3.16 0.01631 .000434 0.00 0.390 0.00 1437.62 493.42 1.102 494.526 2.0 1.44 0.032 494.558 0.00 0.533 1.50 0.00 0.00 0 0.00 2.83 0.01631 .000484 0.00 0.390 0.00 1440.45 493.47 1.054 494.524 2.0 1.51 0.035 494.559 0.00 0.533 1.50 0.00 0.00 0 0.00 2.56 0.01631 .000543 0.00 0.390 0.00 1443.01 493.51 1.010 494.522 2.0 1.58 0.039 494.561 0.00 0.533 1.50 0.00 0.00 0 0.00 , 2.43 0.01631 .000610 0.00 0.390 0.00 1445.44 493.55 0.968 494.520 2.0 1.66 0.043 494.563 0.00 0.533 1.50 0.00 0.00 0 0.00 2.22 0.01631 .000686 0.00 0.390 0.00 1447.66 493.59 0.929 494.517 2.0 1.74 0.047 494.564 0.00 0.533 1.50 0.00 0.00 0 0.00 2.02 0.01631 .000775 0.00 0.390 0.00 LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 4 WATER SURFACE PROFILE LISTING TRACT 33597 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING LINE " M " EXIST. 18" SD, DRAIN TO THE LAKE (FN C: \WSPG1 \PGA \PGA.M) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER 'CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR xxxxxx* xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx, rxixxxxxxxxxxxxxxx *�xxxxxxxxxx+rxxx�xxxxxxxx 1449.68 493.62 0.893 494.514 2.0 1.82 0.052 494.566 0.00 0.533 1.50 0.00 0.00 0 0.00 1.93 0.01631 .000875 0.00 0.390 0.00 1451.61 493.65 0.858 494.510 2.0 1.91 0.057 494.567 0.00 0.533 1.50 0.00 0.00 0 0.00 1.72 0.01631 .000991 0.00 0.390 0.00 1453.33 493.68 0.826 494.506 2.0 2.01 0.062 494.568 •0.00 0.533 1.50 0.00 0.00 0 0.00 1.63 0.01631 .001123 0.00 0.390 0.00 1454.96 493.71 0.795 494.502 2.0 2.10 0.069 494.571 0.00 0.533 1.50 0.00 0.00 0 0.00 1.54 0.01631 .001273 0.00 0.390 0.00 1456.50 493.73 0.765 494.497 2.0 2.21 0.076 494.573 0.00 0.533 1.50 0.00 0.00 0 0.00 0.50 0.01631 .001385 0.00 0.390 0.00 1457.00 493.74 0.755 494.495 2.0 2.24 0.078 494.573 0.00 0.533 1.50 0.00 0.00 0 0.00 JUNCT STR 0.01000 .000825 0.00 0.00 1458.00 493.75 0.859 494.609 1.0 0.96 0.014 494.623 0.00 0.373 1.50 0.00 0.00 0 0.00 7.81 0.00429 .000247 0.00 0.380 0.00 1465.81 493.78 0.826 494.609 1.0 1.00 0.016 494.625 0.00 0.373 1.50 0.00 0.00 0 0.00 7.35 0.00429 .000280 0.00 0.380 0.00 1473.16 493.81 ' 0.795 494.610 1.0 1.05 0.017 494.627 0.00 0.373 1.50 0.00 0.00 0 0.00 7.13 0.00429 .000318 0.00 0.380 0.00 1480.29 493.85 0.765 494.611 1.0 1.10 0.019 494.630 0.00 0.373 1.50 0.00 0.00 0 0.00 6.65 0.00429 .000360 0.00 0.380 0.00 1486.94 493.87 0.737 494.611 1.0 1.16 0.021 494.632 0.00 0.373 1.50 0.00 0.00 0 0.00 6.43 0.00429 .000410 0.00 0.380 0.00 LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 5 WATER SURFACE PROFILE LISTING TRACT 33597 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING LINE " M " EXIST. 18" SD, DRAIN TO THE LAKE (FN C: \WSPG1 \PGA \PGA.M) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR ** *+• r«.**•****+ r+ �+., r*, r�** r*** �**« r* ��**** r**, r, t* r*.*•, t*, r.++ r**, rrr, r• rr, trr, r** r** r*.*, r*, e** ��« �, tr*, r�r*++, t. ,r +. * * * *rrrrr� «� *e,r + *r * *. * * *t* 1493.37 493.90 0.710 494.612 1.0 1.21 0.023 494.635 0.00 0.373 1.50 0.00 0.00 0 0.00 5.95 0.00429 .000466 0.00 0.380 0.00 1499.32 493.93 0.685 494.612 5.99 0.00429 1.50 1505.31 493.95 0.660 494.613 5.49 0.00429 .000530 0.00 1510.80 493.98 0.637 494.613 5.55 0.00429 1516.35 494.00 0.614 494.614 5.04 0.00429 1.50 1521.39 494.02 0.593 494.615 5.10 0.00429 .000603 0.00 1526.49 494.04 0.572 494.616 1.51 0.00429 1528.00 494.05 0.566 494.616 1.0 1.27 0.025 494.637 0.00 0.373 1.50 0.00 0.00 0 0.00 .000530 0.00 0.380 0.00 1.0 1.33 0.028 494.641 0.00 0.373 1.50 0.00 0.00 0 0.00 .000603 0.00 0.380 0.00 1.0 1.40 0.030 494.643 0.00 0.373 1.50 0.00 0.00 0 0.00 .000687 0.00 0.380 0.00 1.0 1.47 0.033 494.647 0.00 0.373 1.50 0.00 0.00 0 0.00 .000782 0.00 0.380 0.00 1.0 1.54 0.037 494.652 0.00 0.373 1.50 0.00 0.00 0 0.00 .000891 0.00 0.380 0.00 1.0 1.61 0.040 494.656 0.00 0.373 1.50 0.00 0.00 0 0.00 .000969 0.00 0.380 0.00 1.0 1.64 0.042 494.658 0.00 0.373 1.50 0.00 0.00 0 0.00 DATE: 9/29/2008 TIME: 10:57 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING. PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 6.38 7.00 0.00 CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 33597 100YR HYDRAULIC CALCULATIONS HEADING LINE NO 2 IS - PREPARED BY MDS CONSULTING HEADING LINE NO 3 IS - LINE " A " (FN C: \WSPG1 \PGA' \PGA.A) F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1002.08 491.13 18 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 1014.07 491.37 18 0.013 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1015.07 491.38 18 18 0 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 1035.98 491.81 18 0.013 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1038.83 491.88 18 18 0 0.013 ELEMENT NO 6 IS A REACH PAGE NO 3 PAGE NO 2 W S ELEV 494.49 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 * * * Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1.0 0.0 491.38 0.00 90.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 * * * Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 0.5 0.0 491.88 0.00 90.00 0.00 r U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1049.83 492.10 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1052.83 492.20 18 18 0 0.013 4.6 0.0 492.20 0.00 90.00 0.00 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1080.83 492.72 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1083.83 492.82 18 18 0 0.013 0.5 0.0 492.82 0.00 90.00 0.00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1106.66 494.30 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1106.66 494.30 18 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV INV + DC LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT 33597 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING LINE " A " (FN C: \WSPG1 \PGA \PGA.A) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1002.08 491.13 3.360 494.490 7.6 4.30 0.287 494.777 0.00 1.068 1.50 0.00 0.00 0 0.00 11.99 0.02002 .005235 0.06 0.760 0.00 1014.07 491.37 3.183 494.553 7.6 4.30 0.287 494.840 0.00 1.068 1.50 0.00 0.00 0 0.00 JUNCT STR 0.01000 .004592 0.00 0.00 1015.07 491.38 3.319 494.699 6.6 3.74 0.217 494.916 0.00 0.994 1.50 0.00 0.00 0 0.00 20.91 0.02056 .003948 0.08 0.690 0.00 1035.98 491.81 2.971 494.781 6.6 3.74 0.217 494.998 0.00 0.994 1.50 0.00 0.00 0 0.00 JUNCT STR 0.02456 .003660 0.01 0.00 1038.83 491.88 2.975 494.855 6.1 3.45 0.185 495.040 0.00 0.954 1.50 0.00 0.00 0 0.00 11.00 0.02000 .003372 0.04 0.670 0.00 1049.83 492.10 2.792 494.892 6.1 3.45 0.185 495.077 0.00 0.954 1.50 0.00 0.00 0 0.00 JUNCT STR 0.03333 .001788 0.01 0.00 1052.83 492.20 3.045 495.245 1.5 0.85 0.011 495.256 0.00 0.460 1.50 0.00 0.00 0 0.00 28.00 0.01857 .000204 0.01 0.320 0.00 1080.83 492.72 2.531 495.251 1.5 0.85 0.011 495.262 0.00 0.460 1.50 0.00 0.00 0 0.00 JUNCT STR 0.03333 .000148 0.00 0.00 1083.83 492.82 2.443 495.263 1.0 0.57 0.005 495.268 0.00 0.373 1.50 0.00 0.00 0 0.00 14.57 0.06483 .000090 0.00 0.200 0.00 1098.40 493.76 1.500 495.265 1.0 0.57 0.005 495.270 0.00 0.373 1.50 0.00 0.00 0 0.00 2.14 0.06483 .000084 0.00 0.200 0.00 1100.54 493.90 1.360 495.263 1.0 0.59 0.005 495.268 0.00 0.373 1.50 0.00 0.00 0 0.00 1 1.23 0.06483 .000082 0.00 0.200 0.00 LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT 33597 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING LINE " A " (FN C: \WSPG1 \PGA \PGA.A) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1101.77 493.98 1.280 495.263 1.0 0.62 0.006 495.269 0.00 0.373 1.50 0.00 0.00 0 0.00 1.02 0.06483 .000089 0.00 0.200 0.00 1102.79 494.05 1.213 495.262 1.0 0.65 0.007 495.269 0.00 0.373 1.50 0.00 0.00 0 0.00 0.89 0.06483 .000098 0.00 0.200 0.00 1103.68 494.11 1.155 495.262 1.0 0.68 0.007 495.269 0.00 0.373 1.50 0.00 0.00 0 0.00 0.81 0.06483 .000109 0.00 0.200 0.00 1104.49 494.16 1.102 495.261 1.0 0.72 0.008 495.269 0.00 0.373 1.50 0.00 0.00 0 0.00 0.73 0.06483 .000121 0.00 0.200 0.00 1105.22 494.21 1.054 495.260 1.0 0.75 0.009 495.269 0.00 0.373 1.50 0.00 0.00 0 0.00 0.66 0.06483 .000135 0.00 0.200 0.00 1105.88 494.25 1.010 495.260 1.0 0.79 0.010 495.270 0.00 0.373 1.50 0.00 0.00 0 0.00 0.64 0.06483 .000152 0.00 0.200 0.00 1106.52 494.29 0.968 495.259 1.0 0.83 0.011 495.270 0.00 0.373 1.50 0.00 0.00 0 0.00 0.14 0.06483 .000164 0.00 0.200 0.00 1106.66 494.30 0.959 495.259 1.0 0.84 0.011 495.270 0.00 0.373 1.50 0.00 0.00 0 0.00 DATE: 9/29/2008 TIME: 10:57 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) . Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 2 0 0.00 6.38 7.00 0.00 CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 33597 100YR HYDRAULIC CALCULATIONS HEADING LINE NO 2 IS - PREPARED BY MDS CONSULTING HEADING LINE NO 3 IS - PAGE NO 3 LINE " B (FN C: \WSPG1 \PGA \PGA.B) F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.00 492.10 18 495.25 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1176.01 494.72 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1176.01 494.72 18 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT 33597 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING LINE " B " (FN C: \WSPG1 \PGA \PGA.B) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR r, t, rw* r�****« rr, r�*■, rr**, r*.* t�**, t* t***, r** r* rr** �*, rr***+.** �, rxr, t, t+** r**«, r**, r, r�r��** r*, rt*, tr *,r,t *,t+t +� * *,r�,r * * * * * *� *,r ,e ,r ,t +,ttrr *�� *,t.,r,r * *r *,t* 1000.00 492.10 3.150 495.250 4.7 2.66 0.110 495.360 0.00 0.833 1.50 0.00 0.00 0 0.00 128.07 0.01489 .001980 0.25 0.630 0.00 1128.07 494.01 1.500 495.506 4.7 2.66 0.110 495.616 0.00 0.833 1.50 0.00 0.00 0 0.00 9.81 0.01489 .001854 0.02 0.630 0.00 1137.88 494.15 1.360 495.512 4.7 2.79 0.121 495.633 0.00 0.833 1.50 0.00 0.00 0 0.00 5.20 0.01489 .001812 0.01 0.630 0.00 1143.08 494.23 1.280 495.510 4.7 2.93 0.133 495.643 0.00 0.833 1.50 0.00 0.00 0 0.00 4.15 0.01489 .001962 0.01 0.630 0.00 1147.23 494.29 1.213 495.505 4.7 3.07 0.146 495.651 0.00 0.833 1.50 0.00 0.00 0 0.00 3.41 0.01489 .002158 0.01 0.630 0.00 1150.64 494.34 1.155 495.497 4.7 3.22 0.161 495.658 0.00 0.833 1.50 0.00 0.00 0 0.00 2.96 0.01489 .002395 0.01 0.630 0.00 1153.60 494.39 1.102 495.488 4.7 3.38 0.177 495.665 0.00 0.833 1.50 0.00 0.00 0 0.00 2.48 0.01489 .002672 0.01 0.630 0.00 1156.08 494.42 1.054 495.477 4.7 3.54 0.194 495.671 0.00 0.833 1.50 0.00 0.00 0 0.00 1.06 0.01489 .002996 0.00 0.630 0.00 1157.14 494.44 1.010 495.449 4.7 3.71 0.214 495.663 0.00 0.833 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1157.14 494.44 0.664 495.103 4.7 6.23 0.602 495:705 0.00 0.833 1.50 0.00 0.00 0 0.00 8.03 0.01489 .011465 0.09 0.630 0.00 1165.17 494.56 0.689 495.248 4.7 5.93 0.545 495.793 0.00 0.833 1.50 0.00 0.00 0 0.00 4.89 0.01489 .010056 0.05 0.630 0.00 LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT 33597 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING LINE " B " (FN C: \WSPG1 \PGA \PGA.B) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx, txxxxxxxxxxx* xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx ,rxxxxxx 1170.06 494.63 0.715 495.346 4.7 5.65 0.496 495.842 0.00 0.833 1.50 0.00 0.00 0 0.00 2.99 0.01489 .008848 0.03 0.630 0.00 1173.05 494.68 0.742 495.418 4.7 5.39 0.451 495.869 0.00 0.833 1.50 0.00 0.00 0 0.00 1.83 0.01489 .007789 0.01 0.630 0.00 1174.88 494.70 0.770 495.473 4.7 5.14 0.410 495.883 0.00 0.833 1.50 0.00 0.00 0 0.00 0.91 0.01489 .006863 0.01 0.630 0.00 1175.79 494.72 0.800 495.517 4.7 4.90 0.373 495.890 0.00 0.833 1.50 0.00 0.00 0 0.00 0.22 0.01489 .006044 0.00 0.630 0.00 1176.01 494.72 0.833 495.553 4.7 4.66 0.338 495.891 0.00 0.833 1.50 0.00 0.00 0 0.00 1 C REFERENCES 0. Appendix 78,900 Avenue 47 -mo SSE sub* 208 La Quints, CA 92253 'S.0 H U L T Z Vokei 760-771-4013 FAX- 76x771-4073 PLANNERS ENGINEERS SURVEYORS it r� rr rr rr �r rf rr r ,: � r r r rr rr r rr � rr RAINFALL INTENSITY- INCHES PER HOUR r m .A N 0 r2� n v -n I �1 z_ 0 L 0 M c z (./) D z D D D x p D 0 z CATHEDRAL CITY DURATION FREQUENCY MINUTES . 10 100 YEAR YEAR 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 22 24 26 28 30 32 34 36 38 40 45 50 55 60 65 70 75 80 85 4.14 6.76 3.73 6.08 3.41 5.56 3.15 5.15 2.95 4.81 2.TT 4.52 2.62 4.28 2.49 4.07 2.38 3.88 2.28 3.72 2.19 3.58 2.11 3.44 2.04 3.32 1.97 3.22 1.91 3.12 1.85 3.03 1.75 2.86 1.67 2.72 1.59 2.60 1.52 2.49 1.46 2.39 1.41 2.30 1.36 2.22 1.32 2.15 1.28 2.09 1.24 2.02 1.16 1.89 1.09 1.78 1.03 1.68 .98 1.60 .94 1.53 .90 1.46 :86 1.41 .83 1.35 .80 1.31 SLOPE = .580 CHERRY VALLEY P CORONA OURATTON FREQUENCY MINUTES 6 2.96 4.5.3 10 100 4.21 YEAR YEAR 5 3.65 5.49 6 3.30 4.97 7 3.03 4.56 8 2.82 4.24 9 2:64 3.97 10 2.49 3.75 11 2.36 3.56 12 2.25 3.39 13 2.16 3.25 .14 2.07 3.12 15 1.99 3.00 16 1.92 2.90 17 1.86 2.80 18 1.80 2.71 19 1.75 2.64 20 1.70 2.56 22 1.61 2.43 24 1.54 2.32 26 1.47 2.22 29 1.41 2.13 30 1.36 2.05 32 1.31 1.98 34 1.27 1.91 36 1.23 1.85 38 1.20 1.80 40 1.16 1.75 45 1.09 1.64 50 1.03 1.55 55 .99 1.47 60 .93 1.40 65 .89 1.34 70 .85 1.29 75 .82 1.24 80 .79 1.20 85 .77 1.16 SLOPE = .550 DURATION FREQUENCY MINUTES 6 2.96 4.5.3 10 100 4.21 YEAR YEAR 5 3.10 4.78 6 2.84 4.38 .T 2.64 4.07 8 2.47 3.81 9 2.34 3.60 10 2.22 3.43 11 2.12 3:27 12 2.04 3.14 13 1.96 3.02 14 1.89 2.92 15 1.83 2.8Z 16 1.TT 2.73 17 1.72 2.66 18 1.68 2.58 19 1.63 2.52 20 1.59 2.46 22 1.52 2.35 24 1.46 2.25 26 1.40 2.1T 28 1.36 2,09 30 1.31 2.02 32 1.27 1.96 34 1.23. 1.90 36 1.20 1.85 38 1.17 1.81 40 1.14 1.76 45 1.08 1.66 50 1.03 1.58 55 .98 1.51 60 .94 1.45 65 .90 1.40 70 .87 1.35 75 .84 1.30 80 .82 1.26 85 .80 1.23 SLOPE = .480 DESERT HOT SPRINGS DURATION ,FREQUENCY MINUTES 6 2.96 4.5.3 10 100 4.21 YEAR YEAR 5 4.39 b.76 6 3.95 6.08 7 3.62 5.56 8 3.35 5.15 9 3.13 4.81 10 2.94 4.52 11 2.78 4.28 12 2.65 4.07 13 2.53 3.88 , 14 2.42 3.72 15 2.32 3.58 16 2.24 3.44 17 2.16 3.32 18 2.09 3.22 19 2.03 3.12 20 1.97 3.03 22 1.86 2.86 24 1.77 2.72 26 1.69 2.60 28 1.62 2.49 30 1.55 2.39 32 1.50 2.30 34 1.45 2.22 36 1.40 2.15 38 1.36 2.09 40 1.32 2.02 45 1.23 1.89 50 1.16 1.78 55 1.09 1.68 60 1.04 1.60 65 .99 1.53 70 .95 1.46 75 091 1.41 60 .88 1.35 85 .85 1.31 SLOPE = .580 ELSINORE - MILDOMAR DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 3.23 4.94 6 2.96 4.5.3 7 2.75 4.21 8 2.58 3.95 9 2.44 3.73 10 Z.32 3.54 11 2.21 3.39 12 2.12 3.25 13 2.04 3.13 14 1.97 3.02 15 1.91 2.92 16 1.85 2.83 17 1.80 2.75 18 1.T5 2.67 19 1.70 2.60. 20 .1.66 2.54 22 1.59 2.43 24 1.52 2.33 26 1.46 2.24 28 1.41 2.16 30 1.37 2.09 32 1.33 2.03 34 1.29 1.97 36 1.25 1.92 38 1.22 1.87 40 1.19 1.82 45 1.13 1.72 50 1.07 1.64 55 1.02 1.56 60 .98 1.50 65 .94 1.44 70 .91 1.39 75 .88 1.35 80 .85 1.31 85 .83 1.2T SLOPE = .480 C m M Appendix -F POCKET MAP EXHIBITS a. PLATE I - PRE DEVELOPMENT RATIONAL METHOD HYDROLOGY MAP b. PLATE 2 - POST DEVELOPMENT RATIONAL METHOD HYDROLOGY MAP 711-N0 Atone 47 -m c) ESE Suits 208 to QWnk,, CA 9= S C "U L T Z Voice: 760-771-4013 FAX- 760.771-4073 PLANNERS ENGINEERS SURVEYORS 0 Last Revised: Mon Sep 29, 2008 — 11:57am Last Plotted: Mon Sep 29, 2008 — 11:57am Plotted By: STATION65 Drawing: I: \76200 \HYDRO \PLATE 1 PRE RATIONAL METMOD.dwg i i I i i i I .I -II I� j I Lost Revised: Mon Sep 29, 2008 — 1:42pm Last Plotted: Mon Sep 29, 2008 — 1:14pm Plotted By: STATION65 Drawing: I: \76200 \HYDRO \PLATE 2 POST RATIONAL METHOD.dwg