Loading...
31434 (2)40 IE -+ rrn- TENTATIVE TRACT 31434 PREPARED BY: P RELIMINARY HYDROLOGY H YDRAULICS R EPORT Prepared date: June 9, 2008 Revised date: July 28, 2008 aRev sedidate�9etoberM-l.i20D8k M O R S E $ C H U L T Z PLANNERS 'ENGINEERS 78 -900 Avenue 47 Suite 208 La Quinto, CA 92253 Voice: 760 -771 -4013 FAX: 760 -771 -4073 SURVEYORS received OCT 2'0 2008 City of La Quinta Planning Department 78.900 Avenue 47 W.- Suite 208 La Quints, CA 92253 M, D M O /pN� s c H U 7 T z Voice: 760-771-4013 oQ\kOFESS EY C. tiJp9lFy CO FAX: 760.771 -4073 rL�Q� PLANNERS ENGINEERS SURVEYORS w No.20596 m Cr Up. 9-30-09 zo IM 9r -0F CAL \FOP TENTATIVE TRACT NO. 31434 f [File: C: \Wspg1\ TRACT31434 Appendix Index) Date JN 749 -00 10/15/08 AZ8 ic),q CO ca rri aeaos.o! z eo•oP,-e a 3 JIVO Aa�IJAQ,'� . `. TENTATIVE TRACT 31434 Hydrology & Hydraulics Report Contents: 1 • P,roject Location • Project Description • Appendices Appendix A: Rational Method Hydrology Calculations 1. Q1oo 2. Quo ' Appendix B: Retention Basin - Unit Hydrograph Calculations 3. Q100 / 1 hr duration storm ' 4. Q'ioo / 3 hr duration storm 5. Q,00 / 6 hr duration storm 6. Q,00 / 24 hr duration storm Appendix C: Street Capacity Calculations 7. All Streets Appendix D: Nuisance Water Disposal System (NWDS) Calculations 8. NWDS Calculation & Maxwell Plus Drywell System Detail Appendix E: References 9. Precipitation 9. Intensity- Duration Curves Data 9. Runoff Index Numbers 9. Precipitation Table from the following chart: a. RCFC & WCD 2 year /1 hour b. RCFC & WCD 2 year /3hour c. RCFC & WCD 2 year /6hour d. RCFC & WCD 2 year /24hour e. RCFC & WCD 100 year /1 hour f. RCFC & WCD 100 year /3hour g. RCFC & WCD 100 year /6hour h. RCFC & WCD 100 year /24hour Appendix F: Pocket Map Exhibits 10. Plate 1 — Rational Method Hydrology Map 10. Plate 2 — Unit Hydrograph Method Hydrology Map I: \74900 \HYDR0\VICIN9Y- MAP.dwg 6/05/08 HIG WAY 111 � w w � w N w O Z 0 � Z 86 0 Q AIRPORT BOULEVARD w w ir U) PROJECT SITE AVENUE 60 0 TRACT 31434 Q AVENUE 61 = AVENUE 62 VKXNTY MAP N.T.S. I: \74900 \HYDR0\VICIN9Y- MAP.dwg 6/05/08 Ir-- , Proiect Description The purpose of this report is to demonstrate that the proposed onsite retention basin and street and ' storm drain system are more than adequate to protect the proposed development from a 100 -year storm event. ' Ninety -four (94) single - family residential lots are proposed on this 31.0 -acre site located in the city of La Quinta. The project site is bounded by Tracts 30023 -1, 30023 -5 (residential sites) and Monroe Street to the north, west, south, and east, respectively. Based upon our field review and review of the record plans for Trilogy, Tentative Tract 31434 receives no offsite flows along it's north, west or south boundaries. Minor flows from the Monroe Street frontage will be conveyed to the proposed onsite retention basin. ' Storm water quantities falling on the site during the 100 -year storm for the 1 -hour, 3 -hour, 6 -hour and 24 -hour event have been calculated for the retention basin to be constructed with this development. Calculations indicate the 24-hour event produces 'the highest total runoff for the retention basin and the quantity derived was used to size the basin. The Riverside County Flood Control Hydrology Manual does not include this site location on any of their Hydrology Soils Group ' Maps. For the purpose of our calculations, we used Type "D" soil. The percolation rate in a retention basin shall be considered zero. Runoff was calculated using the Riverside County Rational Method, using software by Advanced Engineering Software (AES). 100 -year storm hydrology was calculated using parameters specified in the Riverside County Flood Control and Water Conservation District Hydrology Manual, and the rainfall intensities as outlined in section 13 of the City of La Quinta Engineering Bulletin #06 -16. Retention basin was sized using synthetic unit hydrograph calculation. Unit synthetic hydrograph ' calculation was performed on the UNRIY program by Civil Design Corporation, using parameters specified in the Riverside County Flood Control and Water Conservation. District Hydrology Manual, and the rainfall intensities as outlined in section 13 of the City of La Quinta Engineering Bulletin #06- 16. Street capacities were analyzed using Manning's Equation for open channel flow. ' C: \WSPGI \31434 \DESCRP.DOC .i: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone (949) 251 -8821 Fax (949) 251 -0516 Email:mdsirvine @mdsconsulting.net i. HYDROGRAPH AND ROUTING SUMMARY DEVELOPED CONDITIONS TENTATIVE TRACT NO. 31434 DEVELOPED CONDITION 1 HR 3 HR 6 HR 24 HR CFS VOL (AC -FT) CFS VOL (AC -FT) CFS VOL (AC -FT) CFS VOL (AC -FT) 100 YR 145.0 4.5 62.3 5.3 48.9 5.7 11.9 5.9 TRACT 31434 RETENTION BASIN 10/15/2008 CITY OF LA QUINTA [FILE:C: \WSPG1 \31434 \HYDROGRAPH- SUMMARY.xis 1 I I Lr,. j '. 11 I Appendix A -1 RATIONAL METHOD CALCULATIONS 100 - YEAR STORM PPL78-900 Avenue 47 M O R S E Suite 203 La Qvbdo, CA 922S3 S C H U L I Z Voice: 760-771-4013 FAYU 760-7714073 PLANNERS N E ®RS ENGI'IEERS SURVEYORS t 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 @nidsconsulting. net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 31434 * PROPOSED HYDROLOGY * Q100 FREQUENCY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \AES2006 \HYDROSFT \RATSCX \31434 \31434.100 TIME /DATE OF STUDY: 14:51 10/09/2008 ---------------------------------------------------------------------------- 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 .\.i' 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 1.00 TO NODE 5.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA.FLOW- LENGTH(FEET) = 715.00 UPSTREAM ELEVATION(FEET) = 431.40 ' DOWNSTREAM ELEVATION(FEET) = 421.50 ELEVATION DIFFERENCE(FEET) = 9.90 TC = 0.393 *[( 715.00 * *3) /( 9.90)] * *.2 = 12.806 100.YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.010 ' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8551 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 4.80 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 4.80 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- - ->> >>>ADDITIONyOF- SUBAREA -TO- MAINLINE - PEAK -FLOW<< «<----------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.010 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8551 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 5.14 TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 9.94 TC(MIN.) = 12.81 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------- - - - - -- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) = 12.81 RAINFALL INTENSITY(INCH /HR) = 4.01 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 21 ------------- ------- -------- -------- -------------- ------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 518.00 UPSTREAM ELEVATION(FEET) = 430.00 DOWNSTREAM ELEVATION(FEET) = 425.80 ELEVATION DIFFERENCE(FEET) = 4.20 TC = 0.393 *[( 518.00 * *3) /( 4.20)] * *.2 = 12.528 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.053 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8555 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 4.85 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 4.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 31 k >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE. (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 416.30 DOWNSTREAM(FEET) = 415.30 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES 1 PIPE -FLOW VELOCITY(FEET /SEC.) = 4.48 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.85 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 13.24 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 5.00 = 708.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< ---------------------------------------------------------------------------- -------------------------------------------------------------------------=-- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.24 RAINFALL INTENSITY(INCH /HR) = 3.95 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW. PROCESS - FROM - NODE - - - - -- 4.00 -TO- NODE - - - - -- 500 -IS 21 -CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 520.00 UPSTREAM ELEVATION(FEET) = 425.30 DOWNSTREAM ELEVATION(FEET) = 421.50 ELEVATION DIFFERENCE(FEET) = 3.80 TC = 0.393 *[( 520.00 * *3) /( 3.80)] * *.2 = 12.811 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.010 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8551 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 4.46 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 4.46 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE - - - -- 5.00 -TO- NODE - - - - -- 500 -IS -CODE = 1 ------------------- - - - - -- ---------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- TOTAL -NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.81. RAINFALL INTENSITY(INCH /HR) = 4.01 ' TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.46 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 9.94 12.81 4.010 2.90 2 4.85 13.24 3.947 1.40 3. 4.46 12.81 4.010 1.30 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. f). t 12.81 5.00 = 715.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIP ESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 415.30 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.30 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 19.10 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 13.43 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 990.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 430.00 UPSTREAM ELEVATION(FEET) = 427.60 DOWNSTREAM ELEVATION(FEET) = 423.80 ELEVATION DIFFERENCE(FEET) = 3.80 TC = 0.393 *[( 430.00 * *3) /( 3.80)] * *.2 = 11.431 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.237 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8573 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 4.00 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 19.10 12.81 4.010 2 19.10 12.81 4.010 3 19.03 13.24 3.947 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.10 Tc(MIN.) _ TOTAL AREA(ACRES) = 5.60 LONGEST FLOWPATH FROM NODE 1.00 TO NODE f). t 12.81 5.00 = 715.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIP ESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 415.30 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.30 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 19.10 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 13.43 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 990.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 430.00 UPSTREAM ELEVATION(FEET) = 427.60 DOWNSTREAM ELEVATION(FEET) = 423.80 ELEVATION DIFFERENCE(FEET) = 3.80 TC = 0.393 *[( 430.00 * *3) /( 3.80)] * *.2 = 11.431 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.237 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8573 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 4.00 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 4.00 - -FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.237 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8573 SOIL CLASSIFICATION IS "D" I, SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.63 TOTAL AREA(ACRES) = 2.10 TOTAL.RUNOFF(CFS) = 7.63 TC(MIN.) = 11.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r FLOW PROCESS FROM NODE 11.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< - - >>>>> USING - COMPUTER-ESTIMATED - PIPESIZE -( NON - PRESSURE- FLOW)<< « <----- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 415.50 DOWNSTREAM(FEET) = 414.40 FLOW LENGTH(FEET) = 360.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.01 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.63 PIPE TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 12.93 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 790.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ' TOTAL NUMBER OF STREAMS = - = =2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.93 RAINFALL INTENSITY(INCH /HR) = 3.99 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 460.00 UPSTREAM ELEVATION(FEET) = 425.60 DOWNSTREAM ELEVATION.(FEET) = 421.80 ELEVATION DIFFERENCE(FEET) = 3.80 TC = 0..393 *[( 460.00 * *3) /( 3.80)] * *.2 = 11.903 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.155 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8565 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 4.27 i TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 4.27 I FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.155 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8565 SOIL .CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 4.27 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 8.54 TC(MIN.) = 11.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< - ->> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.90 RAINFALL INTENSITY(INCH /HR) = 4.15 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.63 12.93 3.992 2.10 2 8.54 11.90 4.155 2.40 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1 15.56 11.90 4.155 2 15.83 12.93 3.992 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.56 Tc(MIN.) = 11.90 TOTAL AREA(ACRES) = 4.50 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 790.00 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 14.00-IS CODE = 31 ----------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< --------------------------------------------------------------------------=- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 414.40 DOWNSTREAM(FEET) = 413.60 FLOW LENGTH(FEET) = 165.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.79 ' ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE -FLOW (CFS) = 15.56 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 12.38 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 955.00 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) = 4.077 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8558 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.49 TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 19.05 m TC(MIN.) = 12.38 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 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) = 413.60 DOWNSTREAM(FEET) = 413.40 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.64 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 19.05 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 12.67 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 1035.00 FEET. FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 - ->>>>> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE« «<--------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.67 RAINFALL INTENSITY(INCH /HR) = 4.03 TOTAL STREAM AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 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) = 370.00 UPSTREAM ELEVATION(FEET) = 424.10 DOWNSTREAM ELEVATION(FEET) = 420.60 ELEVATION DIFFERENCE(FEET) = 3.50 TC = 0.303 *[( 370.00 * *3) /( 3.50)] * *.2 = 8.198 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.976 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8926 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 3.55 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 3.55 r� 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) = 4.976 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8926 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.67 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 6.22 TC (MIN. ) = 8.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 414.60 DOWNSTREAM(FEET) = 413.40 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.50 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.22 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 8.67 LONGEST FLOWPATH FROM NODE 15.00 TO NODE 17.00 = 525.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 ---------------------------------------------------------- >> >>>DESI'GNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ' TOTAL NUMBER OF STREAMS = - = =2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.67 RAINFALL INTENSITY(INCH /HR) = 4.84 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.22 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 19.05 12.67 4.032 5.50 2 6.22 8.67 4.844 1.40 ' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 19.26 8.67 4.844 2 24.23 12.67 4.032 Ll- COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.23 TC(MIN.) = 12.67 TOTAL AREA(ACRES) = 6.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 1035.00 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) = 4.032 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8553 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.76 TOTAL AREA(ACRES) = 7.70 TOTAL RUNOFF(CFS) = 26.99 TC(MIN.) = 12.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< 1 - - >>>>> USING - COMPUTER-ESTIMATED _ PIPESIZE -( NON - PRESSURE- FLOW)<< «<---- _ - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 413.40 DOWNSTREAM(FEET) = 413.20 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.17 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 26.99 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 12.68 jLONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 1045.00 FEET. ***FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1 ------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = - = =2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.68 RAINFALL INTENSITY(INCH /HR) = 4.03 TOTAL STREAM AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL - METHOD_ INITIAL - SUBAREA- ANALYSIS<< « <________________________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(MEET) = 485.00 UPSTREAM ELEVATION(FEET) = 424.10 DOWNSTREAM ELEVATION(FEET) = 420.70 ' ELEVATION DIFFERENCE(FEET) = 3.40 TC = 0.393 *[( 485.00 * *3) /( 3.40)] * *.2 = 12.563 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.048 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8555 SOIL CLASSIFICATION IS "D" li U... SUBAREA RUNOFF(CFS) = 4.85 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 4.85 FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1 ---------------------------------------------------------------------------- 1 _ ->> >>> DESIGNATE -INDEPENDENTSTREAM- FORCONFLUENCE ES <<< » » -------- --- ---- - - - - -- >AND COMPUTE VARIOUS CO S NFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.56 RAINFALL INTENSITY(INCH /HR) = 4.05 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 26.99 12.68 4.030 7.70 2 4.85 12.56 4.048• 1.40 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE-** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 31.59 12.56 4.048 2 31.81 12.68 4.030 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.81 Tc(MIN.) = 12.68 TOTAL AREA(ACRES) = 9.10 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 1045.00 FEET. FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 10 ---------------------------------------------------------------------------- - - >>>>> MAIN - STREAM_ MEMORY - COPIED - ONTO - MEMORY - BANK_ # -2 -<< «<--- --- ----- - - - - -- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 - -FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM_____ _______________________________ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 730.00 UPSTREAM ELEVATION(FEET) = 431.40 �- DOWNSTREAM ELEVATION(FEET) = 424.80 ELEVATION DIFFERENCE(FEET) = 6.60 TC = 0.393 *[( 730.00 * *3) /( 6.60)] * *.2 = 14.062 1 ��- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.833 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 7.85 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) 8532 7.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS - FROM - NODE - - - -- 21.00 -TO NODE 23.00 IS CODE = 31 -------- - - - - -- --------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< - ->> >>> USING - COMPUTER - ESTIMATED- PIPESIZE- (NON - PRESSURE- FLOW)<< « <----- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 418.80 DOWNSTREAM(FEET) = 418.50 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.81 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.85 ' PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 14.59 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 850.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 ---------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.59 RAINFALL INTENSITY(INCH /HR) = 3.77 ( TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.85 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM_____ ______________ _________________ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 725.00 UPSTREAM ELEVATION(FEET) = 430.90 DOWNSTREAM ELEVATION(FEET) = 424.30 ELEVATION DIFFERENCE(FEET) = 6.60 TC = 0.393 *[( 725.00 * *3) /( 6.60)] * *.2 = 14.004 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.841 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8533 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 6.88 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 6.88 FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< --------------- - 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.841 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8533 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 4.26 �� •. TOTAL AREA(ACRES) _ 3.40 TOTAL RUNOFF(CFS) = 11.14 TC(MIN.) = 14.00 FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 ---------------------------------------------------------------------------- - ->> >>> DESIGNATE -INDEPENDENT - STREAM- FOR- CONFLUENCEES <<<------ - - - - -- -- - - - - -- » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENtRATION(MIN.) = 14.00 RAINFALL INTENSITY(INCH /HR) = 3.84 TOTAL STREAM AREA(ACRES) = 3.40 . PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.14 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ' NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.85 14.59 3.766 2.40 2 11.14 14.00 3.841 3.40 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. �. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 18.68 14.00 3.841 2 18.77 14.59 3.766 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.68 Tc(MIN.) = 14.00 TOTAL AREA(ACRES) = 5.80 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 850.00 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 25.00 IS CODE = 31 ---------------------------------------------------------------------------- ' >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 418.50 DOWNSTREAM(FEET) .= 417.10 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.10 1 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 18.68 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 14.76 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 1125.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.76 RAINFALL INTENSITY(INCH /HR) = 3.74 TOTAL STREAM AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 295.00 UPSTREAM ELEVATION(FEET) = 426.30 1 DOWNSTREAM ELEVATION(FEET) = 423.80 ELEVATION DIFFERENCE(FEET) = 2.50 TC = 0.393 *(( 295.00 * *3) /( 2.50)] * *.2 = 9.914 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.539 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8599 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 3.12 'TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 3.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- �� -- >>>>>ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK -FLOW<< «<----------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.539 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8599 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.73 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 5.85 TC (MIN. ) = 9.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.91 ' RAINFALL INTENSITY(INCH /HR) = 4.54 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 18.68 14.76 3.745 5.80 2 5.85 9.91 4.539 1.50 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - - -- 25.00 -TO- NODE - - - -- 2600 -IS 31 -CODE = ' >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ' ELEVATION DATA: UPSTREAM(FEET) = 417.10 DOWNSTREAM(FEET) = 416.40 FLOW LENGTH(FEET) = 142.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.40 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 23.51 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 15.12 LONGEST FLOWPATH FROM NODE 20.00. TO NODE 26.00 = 1267.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' -- FLOW - PROCESS -FROM NODE -- 26.00 -TO- NODE - - - -- 26.00 -IS CODE = 81 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.700 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8517 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 7.60 TOTAL RUNOFF(CFS) = 24.45 TC (MIN. ) = 15.12 - -FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.700 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8517 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 8.10 TOTAL RUNOFF(CFS) ,= 26.03 TC(MIN.) = 15.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 18.40 9.91 4.539 2 23.51 14.76 3.745 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.51 Tc(MIN.) = 14.76 TOTAL AREA(ACRES) = 7.30 LONGEST FLOWPATH FROM NODE 20.00 TO-NODE 25.00 = 1125.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - - -- 25.00 -TO- NODE - - - -- 2600 -IS 31 -CODE = ' >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ' ELEVATION DATA: UPSTREAM(FEET) = 417.10 DOWNSTREAM(FEET) = 416.40 FLOW LENGTH(FEET) = 142.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.40 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 23.51 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 15.12 LONGEST FLOWPATH FROM NODE 20.00. TO NODE 26.00 = 1267.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' -- FLOW - PROCESS -FROM NODE -- 26.00 -TO- NODE - - - -- 26.00 -IS CODE = 81 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.700 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8517 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 7.60 TOTAL RUNOFF(CFS) = 24.45 TC (MIN. ) = 15.12 - -FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.700 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8517 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 8.10 TOTAL RUNOFF(CFS) ,= 26.03 TC(MIN.) = 15.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA UPSTREAM(FEET) = 416.40 DOWNSTREAM(FEET) = 416.10 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.30 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 26.03 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 15.30 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 27.00 = 1332.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - - -- 27.00 -TO NODE 27.00 IS CODE = 81 --------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.680 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8515 SOIL CLASSIFICATION IS "D" ' SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.51 TOTAL AREA(ACRES) = 8.90 TOTAL RUNOFF(CFS) = 28.54 TC(MIN.) 15.30 FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.680 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8515 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.25 TOTAL AREA(ACRES) = 9.30 TOTAL RUNOFF(CFS) = 29.79 TC(MIN.) = 15.30 FLOW PROCESS FROM NODE 27.00 TO NODE 30.00 IS CODE = 31 ---------------------------------------------------------------------------- - _ >>>>>COMPUTE- PIPE-FLOW _TRAVEL TIME THRU SUBAREA <<<<< ' >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 416.10 DOWNSTREAM(FEET) = 414.60 FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.19 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 29.79 ' PIPE TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 16.32 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 1712.00 FEET. FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE« << < TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.32 RAINFALL INTENSITY(INCH /HR) = 3.57 TOTAL STREAM AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 28.00 TO NODE 30.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 355.00 UPSTREAM ELEVATION(FEET) = 425.30 DOWNSTREAM ELEVATION(FEET) = 422.00 ELEVATION DIFFERENCE(FEET) = 3.30 TC = 0.393 *[( 355.00 * *3) /( 3.30)] * *.2 = 10.481 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.419 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8589 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 3.42 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 3.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.48 RAINFALL INTENSITY(INCH /HR) = 4.42 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 415.00 UPSTREAM ELEVATION(FEET) = 425.10 DOWNSTREAM ELEVATION(FEET) = 422.00 ELEVATION DIFFERENCE(FEET) = 3.10 .TC = 0.393 *[( 415.00 * *3) /( 3.10)] * *.2 = 11.655 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.197 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8569 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 5.04 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.197 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8914 SOIL CLASSIFICATION IS "D" SUBAREA'AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.99 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 8.03 TC(MIN.) = 11.65 t FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 >> >>>ADDITION OF SUBAREA TO `MAINLINE PEAK FLOW« «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.197 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT .= .8569 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 9.11 TC(MIN.) = 11.65 - -FLOW- PROCESS - FROM - NODE - - - -- 30.00 -TO- NODE - - - -- 30.00 -IS- CODE 1 - =--- ---- - - - - -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< ' TOTAL NUMBER OF STREAMS = = =3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.65 ' RAINFALL INTENSITY(INCH /HR) = 4.20 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.11 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 29.79 16.32 3.566 9.30 'r^ 2 .1 3.42 10.48 4.419 0.90 3 9.11 11.65 4.197 2.50 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 30.74 10.48 4.419 2 33.63 11.65 4.197 3 40.29 16.32 3.566 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.29 Tc(MIN.) = 16.32 TOTAL AREA(ACRES) = 12.70 ' LONGEST FLOWPATH FROM NODE 20.00-TO NODE 30.00 =. 1712.00 FEET. FLOW PROCESS FROM NODE 30.00 TO NODE 32.00 IS CODE = 31 ------------------------------------------------ >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 414.60 DOWNSTREAM(FEET) = 413.80 / FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 I DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.20 ' ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 40.29 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 16.99 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 1962.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 - - >>>>.> DESIGNATE -. INDEPENDENT - STREAM - FOR - CONFLUENCE<< «<--------------------- TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.99 RAINFALL INTENSITY(INCH /HR) = 3.50 TOTAL STREAM AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 ------------------------------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 390.00 UPSTREAM ELEVATION(FEET) = 424.80 DOWNSTREAM ELEVATION(FEET) = 421.80 ELEVATION DIFFERENCE(FEET) = 3.00 TC = 0.393 *[( 390.00 * *3) /( 3.00)] * *.2 = 11.302 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.260 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8575 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 4.38 ' TOTAL AREA(ACRES) = 1.20 TOTAL.RUNOFF(CFS) = 4.38 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 ---------------------------------------------------7 ------------------------ >>>>> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.30 ' RAINFALL INTENSITY(INCH /HR) = 4.26 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.38 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 40.29 16.99 3.498 12.70 ' 2 4.38 11.30 4.260 1.20 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** MEMORY BANK # 2 CONFLUENCE DATA ** ' STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 31.81 12.68 4.030 9.10 ' LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 1045.00 FEET. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE, THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** FLOW RATE RUNOFF ' STREAM RUNOFF Tc INTENSITY NUMBER NUMBER (CFS) (MIN.) (INCH /HOUR) (INCH /HOUR) 1 31.18 11.30 4.260 63.61 2 43.88 16.99 3.498 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 17.50 PEAK FLOW RATE(CFS) = 43.88 Tc(MIN.) = 16.99 TOTAL AREA(ACRES) = 13.90 ' LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 1962.00 FEET. FLOW PROCESS- FROM NODE 32.00 NODE 900 = 31 -- - - - - - -- >> >>>COMPUTE PIPE -FLOW TRAVEL -TO- -IS -CODE - - - - -1 TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< ELEVATION DATA UPSTREAM(FEET) = 413.80 DOWNSTREAM(FEET) = 413.20 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.21 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 43.88 PIPE TRAVEL TIME ,(MIN.) = 0.51 Tc(MIN.) = 17.50 }} LONGEST FLOWPATH FROM NODE 20.00 TO NODE 19.00 = 2152.00 FEET. 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' --FLOW -PROCESS -FROM - NODE -- 19.00 TO NODE - - -- 19.00 -IS- CODE -= 11 >> >>> CONFLUENCE MEMORY BANK ## ---------------------------------------------------------------------------- 2 WITH THE MAIN- STREAM MEMORY<< <<< ' ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 43.88 17.50 3.448 13.90 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 19.00 = 2152.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** ' STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 31.81 12.68 4.030 9.10 ' LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 1045.00 FEET. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE, THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK STREAM FLOW RATE RUNOFF TABLE ** Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 63.61 12.68 4.030 2 71.11 17.50 3.448 - COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 71.11 Tc(MIN.) = 17.50 TOTAL AREA(ACRES) = 23.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 NODE 1900 = 12 -TO- -IS -CODE -- - - - - - - -- - - - -- ---------------- MEMORY BANK # 2 >> >>>CLEAR « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 19.00 TO NODE 6.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>COMPUTE- PIPE -FLOW- TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< - ->> -------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 413.20 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.78 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 71.11 1 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 17.67 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 6.00 = 2222.00 FEET. FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.432 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7968 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 6.56 TOTAL AREA(ACRES) = 25.40 TOTAL RUNOFF(CFS) = 77.67 TC(MIN.) = 17.67 FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 11 ---------------------------------------------------------------------------- - ->>>>> CONFLUENCE - MEMORY - BANK -# -1- WITH - THE - MAIN - STREAM- MEMORY<< <<<---- - - - - -- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 77.67 17.67 3.432 25.40 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 6.00 = 2222.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) ' 1 19.10 13.43 3.919 5.60 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 990..00 FEET. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 4 1 it ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 78.13 13.43 3.919 2 94.39 17.67 3.432 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 94.39 Tc(MIN.) = 17.67 TOTAL AREA(ACRES) = 31.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 12 ---------------------------------------------------------------------------- » » >CLEAR MEMORY BANK ## 1 « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 31.00 TC(MIN.) = 17.67 PEAK FLOW RATE(CFS) = 94.39 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Appendix A=2 RATIONAL METHOD CALCULATIONS 10 - YEAR STORM 78-900 Avenue 47 M 0 It S E Suite 208 . w Quinto, CA 92253 S C H U L T Z Void 760-M -4013 FAX: 760.7714073 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: mdsirvirie@mdsconsulting.net' * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 31434 * PROPOSED HYDROLOGY * Q10 FREQUENCY FILE NAME: C: \AES2006 \HYDROSFT \RATSCX \31434 \31434.10 TIME /DATE OF STUDY: 14:49 10/08/2008 ---------------------------------------------------------------------------- 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 AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. -(FT) --- (FT) -- SIDE _ /- SIDE/ -WAY _ -(FT)- -(FT) -(FT)- (FT)_ - -(n)_- 1 18.5 13.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150 2 32.0 27.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 1.00 TO NODE 5.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< �^ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) i� TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 715.00 UPSTREAM ELEVATION(FEET) = 431.40 DOWNSTREAM ELEVATION(FEET) = 421.50 ELEVATION DIFFERENCE(FEET) = 9.90 TC = 0.393 *[( 715.00 * *3) /( 9.90)] * *.2 = 12.806 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.424 SINGLE- FAMILY(i /4 ACRE LOT) RUNOFF COEFFICIENT = .8303 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 2.82 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2..82 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ----------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.424 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8303 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 3.02 TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 5.84 TC(MIN.) = 12.81 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 - --------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ->> >>> DESIGNATE - INDEPENDENT - STREAM - FOR- CONFLUENCE<< «<--------------------- f TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.81 RAINFALL INTENSITY(INCH /HR) = 2.42 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 21 ------------- ------- -------- -------- -------------- ------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] " * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 518.00 UPSTREAM ELEVATION(FEET) = 430.00 DOWNSTREAM ELEVATION(FEET) = 425.80 ELEVATION DIFFERENCE(FEET) = 4.20 TC = 0.393 *[( 518.00 * *3) /( 4.20)] * *.2 = 12.528 10 YEAR RAINFALL INTENSITY(INCH /HOUR) =' 2.455 �- SINGLE- FAMILY(1 /4' ACRE LOT) RUNOFF COEFFICIENT = .8310 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 2.86 1 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.86 i . FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------- - - - - -- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< �y >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 416.30 DOWNSTREAM(FEET) = 415.30 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.93 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.86 PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 13.33 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 5.00 = 708.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS - FROM - NODE - - - - -- 500 -TO- - - - -- - NODE 5.00 IS CODE = 1 -- - ------------------------ >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.33 RAINFALL INTENSITY(INCH /HR) = 2.37 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< - ___ - - - == ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 520.00 UPSTREAM ELEVATION(FEET) = 425.30 DOWNSTREAM ELEVATION(FEET) = 421.50 ELEVATION DIFFERENCE(FEET) = 3.80 TC = 0.393 *[( 520.00 * *3) /( 3.80)] * *.2 = 12.811 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.423 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8303 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 2.62 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFP(CFS) = 2.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE - -- 500 -IS CODE = 1 ---------- - - - - -- -- - - - - -- --------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.81 RAINFALL INTENSITY(INCH /HR) = 2.42 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.62 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.84 12.81 2.424 2.90 2 2.86 13.33 2.368 1.40 3 2.62 12.81 2.423 1.30 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING**** * * * * * * * * * * * * * * * * * * * * * * * * *. * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 11.19 12.81 2.424 2 11.19 12.81 2.423 3 11.11 13.33 2.368 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.19 Tc(MIN.) = 12.81 TOTAL AREA(ACRES) = 5.60 1 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 715.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 31 ------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 415.30 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.51 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.19 PIPE TRAVEL TIME (MIN . ) = 0.70 Tc (MIN . ) = 13.51 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 990.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 10 >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 1 <<<<< ------------------------------------------------------------=--------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) T.0 = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 430.00 UPSTREAM ELEVATION(FEET) = 427.60 DOWNSTREAM ELEVATION(FEET) = 423.80 ELEVATION DIFFERENCE(FEET) = 3.80 TC = 0.393 *[( 430.00 * *3) /( 3.80)] * *.2 = 11.431 �;. 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.589 SINGLE- FAMILY(1 /4 ACRE LOT). RUNOFF COEFFICIENT = .8341 SOIL CLASSIFICATION IS "D" J SUBAREA RUNOFF(CFS) = 2.38 7 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.38 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< �' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.589 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8341 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.16 TOTAL AREA(ACRES) 2.10 TOTAL RUNOFF(CFS) = 4.53 TC(MIN.) = 11.43 ■ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< - ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 415.50 DOWNSTREAM(FEET) = 414.40 FLOW LENGTH(FEET) = 360.00 MANNING!S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.53 PIPE TRAVEL TIME(MIN.) = 1.68 TC(MIN.) = 13.12 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 790.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ---------------------------------------------------------------------------- - ->>>>> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE« «<--------------------- ^TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.12 RAINFALL INTENSITY(INCH /HR) = 2.39 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.53 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ------------------------------------------------------------- '--------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) �i TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 460.00 UPSTREAM ELEVATION(FEET) = 425.60 DOWNSTREAM ELEVATION(FEET) = 421.80 ELEVATION'DIFFERENCE(FEET) = 3.80 TC = 0.393 *[( 460.00 * *3) /( 3.80)] * *.2 = 11.903 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.529 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8327 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 2.53 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.53 t FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- ' - ->>>>> ADDITION -OF- SUBAREA -TO- MAINLINE-PEAK -FLOW<< «<----------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.529 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8327 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.53 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 5.05 TC(MIN.) = 11.90 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.90 RAINFALL INTENSITY(INCH /HR) = 2.53 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.05 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.53 13.12 2.391 2.10 2 5.05 11.90 2.529 2.40 ' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.17 11.90 2.529 2 9.31 13.12 2.391 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.17 Tc(MIN.) = 11.90 TOTAL AREA(ACRES) = 4.50 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 790.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - - -- 13.00 -TO NODE - - -- 14_00 -IS -CODE = 31 ---- -- ---------------- » »> COMPUTE PIPE -FLOW TRAVELTIME THRU SUBAREA« «< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<< ELEVATION DATA: UPSTREAM(FEET) = 414.40 DOWNSTREAM(FEET) = 413.60 FLOW LENGTH(FEET) = 165.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS' 14.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.02 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.17 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 12.45 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 955.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM -NODE 14.00 -TO- NODE - - - -- 14.00 -IS -CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------- ---------------------- 10 YEAR RAINFALL INT SINGLE- FAMILY(1 /4 ACRE SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 12.45 --------------------------------------- --------------------------------------- ENSITY(INCH /HOUR) = 2.464 LOT) RUNOFF COEFFICIENT = .8312 „D" 1.00 SUBAREA RUNOFF(CFS) = 2.05 5.50 TOTAL RUNOFF(CFS) = 11.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 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) = 413.60 DOWNSTREAM(FEET) = 413.40 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.16 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.22 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 12.77 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 1035.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - - -- 1700 -TO- NODE - - - -- 17.00 -IS- CODE- =--- 1---- - - - - -- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.77 RAINFALL INTENSITY(INCH /HR) = 2.43 TOTAL STREAM AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = '11.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 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) = 370.00 UPSTREAM ELEVATION(FEET) = 424.10 DOWNSTREAM ELEVATION(FEET) = 420.60 ELEVATION DIFFERENCE(FEET) = 3.50 TC = 0.303 *[( 370.00 * *3) /( 3.50)] * *.2 = 8.198 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.139 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8888 y SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 2.23 t fl ��•. TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -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) = 3.139 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8888 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.67 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 3.91 TC (MIN. ) = 8.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 414.60 DOWNSTREAM(FEET) = 413.40 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.92 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.91 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 8.72 LONGEST FLOWPATH FROM NODE 15.00 TO NODE 17.00 = 525.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 ---------------------------------------------------------------------------- -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< - ------------------------------------------------------------------------ ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.72 RAINFALL INTENSITY(INCH /HR) = 3.03 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 11.22 12.77 2.428 5.50 2 3.91 8.72 3.028 1.40 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. f. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR)' 'T 1 11.57 8.72 3.028 2 14.35 12.77 2.428 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.35 Tc(MIN.) = 12.77 TOTAL AREA(ACRES) = 6.90 ' LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 1035.00 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) = 2.428 SINGLE -FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8304 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.61 TOTAL AREA(ACRES) = 7.70 TOTAL RUNOFF(CFS) = 15.96 TC (MIN. ) = 12.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 19.00 IS CODE = 31 ------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< «< ELEVATION DATA: UPSTREAM(FEET) = 413.40 DOWNSTREAM(FEET) = 413.20 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.91 -� ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.96 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 12.79 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 1045.00 FEET. FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1 ---------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< --------------------------------------------------------------------=------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) = 12.79 RAINFALL INTENSITY(INCH /HR) = 2.43 TOTAL STREAM AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS - FROM - - - -- - NODE 1800 TO NODE 19.00 IS CODE = 21 - - ------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K* ((LENGTH* *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 485.00 UPSTREAM ELEVATION(FEET) = 424.10 DOWNSTREAM ELEVATION(FEET) = 420.70 ELEVATION DIFFERENCE(FEET) = 3.40 TC = 0.393 *[( 485.00 * *3) /( 3.40)] * *.2 = 12.563 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.451 J SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8309 SOIL CLASSIFICATION IS "D" SUBAREA-RUNOFF(CFS) = 2.85 ' TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE 1 = i ___ _ __ ----------- _------ _--- _--------------- >> >>>DES IGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.56 RAINFALL INTENSITY(INCH /HR) = 2.45 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.85 -* * CONFLUENCE DATA * * STREAM RUNOFF Tc INTENSITY AREA UMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 15.96 12.79 2.426 7.70 2 2.85 12.56 2.451 1.40 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD'FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO r CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 18.53 12.56 2.451 2 18.78 12.79 2.426 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.78 Tc(MIN.) = 12.79 TOTAL AREA(ACRES) = 9.10 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 1045.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW -PROCESS -FROM - NODE -- -- 19.00 -TO -NODE - - - -- 19.00 -IS -CODE - =-- 10------------------------------------------------------- ' >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVP_TION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 730.00 UPSTREAM ELEVATION(FEET) = 431.40 DOWNSTREAM ELEVATION(FEET) = 424.80 i 1 ti r 1 ELEVATION DIFFERENCE(FEET) = 6.60 TC = 0.393 *[( 730.00 * *3) /( 6.60)] * *.2 = 14 10 YEAR RAINFALL INTENSITY(INCH %HOUR) = 2.296 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "D" SUBAREA. RUNOFF (CFS) = 4.56 TOTAL AREA(ACRES)­ 2.40 TOTAL RUNOFF(CFS) 062 8270 4.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 TO NODE 23.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 418.80' DOWNSTREAM(FEET) = 418.50 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.27 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.56 PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 14.67 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 850.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.67 RAINFALL INTENSITY(INCH /HR) = 2.24 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 725.00 UPSTREAM ELEVATION(FEET) = 430.90 DOWNSTREAM ELEVATION(FEET) = 424.30 ELEVATION DIFFERENCE(FEET) = 6.60 TC = 0.393 *[( 725.00 * *3) /( 6.60)] * *.2 = 14.004 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.301 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8272 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 4.00 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 4.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 -- >>>>>ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK -FLOW<< «<----------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.301 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8272 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.47 TOTAL AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 6.47 TC(MIN.) = 14.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 ---- ----- ----- ---------- --- ----- ---------- --- ----- -- -------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< - ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.)-= 14.00 RAINFALL INTENSITY(INCH /HR) = 2.30 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.47 ' ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.56 14.67 2.240 2.40 2 6.47 14.00 2.301 3.40 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME.OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 10.82 14.00 2.301 2 10.86 14.67 2.240 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:. PEAK FLOW RATE(CFS) = 10.82 Tc(MIN.) = 14.00 TOTAL AREA(ACRES) = 5.80 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 850.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - - -- 23.00 -TO- NODE - - - -- 25.00 -IS- CODE- =-- 31---- - - - - -- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< « < ELEVATION DATA: UPSTREAM(FEET) = 418.50 DOWNSTREAM(FEET) = 417.10 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.9 INCHES PIPE -FLOW VEIliOCITY(FEET /SEC.) = 5.22 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.82 PIPE TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 14.88 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 1125.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.88 RAINFALL INTENSITY(INCH /HR) = 2.22 TOTAL STREAM AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.82 FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 295.00 UPSTREAM ELEVATION(FEET) = 426.30 DOWNSTREAM ELEVATION(FEET) = 423.80 ELEVATION DIFFERENCE(FEET) = 2.50 TC = 0.393 *[( 295.00 * *3) /( 2.50)] * *.2 = 9.914 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.812 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8386 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 1.89 TOTAL.AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 �.... ---------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.812 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8386 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 3.54 TC(MIN.) = 9.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 - ------------------------------------------------ - -------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ' TIME OF CONCENTRATION(MIN.) = 9.91 RAINFALL INTENSITY(INCH /HR) = 2.81 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.54 **-CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN -) (INCH /HOUR) (ACRE) 1 10.82 14.88 2.222 5.80 2 3.54 9.91 2.812 1.50 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1] IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 10.75 9.91 2.812 2 13.62 14.88 2.222 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.62 Tc(MIN.) = 14.88 TOTAL AREA(ACRES) = 7.30 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 1125.00 FEET. FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31 ---------------------------------------------------------------------------- 1 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 417.10 DOWNSTREAM(FEET) = 416.40 FLOW LENGTH(FEET) = 142.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.56 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 �` PIPE- FLOW(CFS) = 13.62 !' PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 15.31 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 26.00 = 1267.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- - ->> >>> ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK -FLOW<< «<----------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.186 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8240 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 7.60 TOTAL RUNOFF(CFS) = 14.16 TC(MIN.) = 15.31 FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.186 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8240 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 8.10 TOTAL RUNOFF(CFS) = 15.06 TC (MIN. ) = 15.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >> >USING•COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 416.40 DOWNSTREAM(FEET) = 416.10 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW .IN 27.0 INCH PIPE IS 17.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.64 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.06 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 15.50 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 27.'00 = 1332.00 FEET. FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 81 - ->> >>> ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK -FLOW<< «< - - -- ------------------ 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.170 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8235 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.43 TOTAL AREA(ACRES) = 8.90 TOTAL RUNOFF(CFS) = 16.49 TC (MIN. ) = 15.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 81 ------------------------------------------------------------------- >>>>> ADDITION OF -SUBAREA TO MAINLINE PEAK FLOW <<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.170 III,' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8235 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.71 TOTAL AREA(ACRES) = 9.30 TOTAL RUNOFF(CFS) = 17.20 ' TC(MIN.) = 15.50 -- FLOW - PROCESS - FROM - NODE - - - -- 27.00 -TO NODE -- 3000 -IS -CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 416.10 DOWNSTREAM(FEET) = 414.60 FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.40 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 17.20 PIPE TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 16.67 ' LONGEST FLOWPATH FROM NODE 20.00-TO NODE 30.00 = 1712.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' -- FLOW - PROCESS - FROM - NODE - - -- 30.00 -TO- NODE - - - -- 3000 -IS- CODE 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.67 RAINFALL INTENSITY(INCH /HR) = 2.08 TOTAL STREAM AREA(ACRES) = 9.30 r PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.20 - -FLOW PROCESS FROM NODE 28.00 TO NODE 30.00 IS CODE = 21 ---------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 355.00 UPSTREAM ELEVATION(FEET) = 425.30 DOWNSTREAM ELEVATION(FEET) = 422.00 ELEVATION DIFFERENCE(FEET) = 3.30 TC = 0.393 *[( 355.00 * *3) /( 3.30)] * *.2 = 10.481 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.723 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8368 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 2.05 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 -----------------------------"----------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.48 RAINFALL INTENSITY(INCH /HR) = 2.72 TOTAL STREAM AREA(ACRES) = 0.90 �. PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 21 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM_____ _______________________________ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 415.00 UPSTREAM ELEVATION(FEET) = 425.10 DOWNSTREAM ELEVATION(FEET) = 422.00 ELEVATION DIFFERENCE(FEET) = 3.10 ' TC = 0.393 *(( 415.00 * *3) /( 3.10)] * *.2 = 11.655 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.560 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8334 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 2.99 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.99 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.560 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8867 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.82 i rl TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 4.80 TC(MIN.) = 11.65 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- ' >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< -- - - ------------------------------------------ 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.560 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8334 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 5.44 TC(MIN.) = 11.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.65 RAINFALL INTENSITY(INCH /HR) = 2.56 TOTAL STREAM AREA(ACRES) = 2.50 .PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.44 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 17.20 16.67 2.080 9.30 2 .2.05 10.48 2.723 0.90 3 5.44 11.65 2.560 2.50 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 23.19 Tc(MIN.) = 16.67 TOTAL AREA(ACRES) = 12.70 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 1712.00 FEET. FLOW PROCESS FROM NODE 30.00 TO NODE 32.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< 1 ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 17.76 10.48 2.723 2 3 19.40 23.19 11.65 16.67 2.560 2.080 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 23.19 Tc(MIN.) = 16.67 TOTAL AREA(ACRES) = 12.70 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 1712.00 FEET. FLOW PROCESS FROM NODE 30.00 TO NODE 32.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< 1 t ELEVATION DATA: UPSTREAM(FEET) = 414.60 DOWNSTREAM(FEET) = 413.80 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.45 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 23.19 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 17.44 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 1962.00 FEET. FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.44 RAINFALL INTENSITY(INCH /HR) = 2.03 TOTAL STREAM AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.19 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 ---------------------------------------------------------------------------- -� >>>>> RATIONAL - METHOD- INITIAL - SUBAREA- ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 390.00 UPSTREAM ELEVATION(FEET) = 424.80 DOWNSTREAM ELEVATION(FEET) = 421.80 ELEVATION DIFFERENCE(FEET) = 3.00 TC = 0.393 *[( 390.00 * *3) /( 3.00)] * *.2 = 11.302 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.606 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8344 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 2.61 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.61 FLOW PROCESS FROM NODE 32.00 TO.NODE .32.00 IS CODE = 1 ---------------------------------------------------------------------------- - - >>>>> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE S< «--------------------- » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « « < TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.30 RAINFALL INTENSITY(INCH /HR) = 2.61 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 23.19 17.44 2.027 12.70 �~ 2 2.61 11.30 2.606 1.20 11 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 17.64 11.30 2.606 2 25.22 17.44 2.027 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.22 Tc(MIN.) = 17.44 TOTAL AREA(ACRES) = 13.90 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 1962.00 FEET. FLOW PROCESS FROM NODE 32.00 TO NODE 19.00 IS CODE = 31 -----------------------------------------'----------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ' ELEVATION DATA: UPSTREAM(FEET) = 413.80 DOWNSTREAM(FEET) = 413.20 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.49 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 (/ PIPE- FLOW(CFS) = 25.22 PIPE TRAVEL TIME MIN. = 0.58 Tc MIN. = 18.01 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 19.00 = 2152.00 FEET. FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 11 ---------------------------------------------------------------------------- - ->> >>> CONFLUENCE - MEMORY - BANK -## -2- WITH - THE - MAIN - STREAM- MEMORY<<<<<---- - - - - -- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 25.22 18.01 1.989 13.9.0 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 19.00 = 2152.00 FEET. ' ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) ' 1 18.78 12.79 2.426 9.10 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 1045.00 FEET. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY ' NUMBER (CFS) (MIN.) (INCH /HOUR) �l 1 1 36.69 12.79 2.426 2 40.62 18.01 1.989 COMPUTED CONFLUENCR ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.62 Tc(MIN.) = 18.01 TOTAL AREA(ACRES) = 23.00 FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 19.00 TO NODE --- 6_00 -IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< --------------- ELEVATION DATA: UPSTREAM(FEET) = 413.20 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.90 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 40.62 ' PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 18.21 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 6.00 = 2222.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE - -- 6.00 -TO- NODE - - - - -- 6_00 -IS -CODE = 81 ----------- - - - - -- ---------------- \, >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.976 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7348 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 3.48 TOTAL AREA(ACRES) = 25.40 TOTAL RUNOFF(CFS) _ 44.10 TC(MIN.) = 18.21 C1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6_00 NODE 6_00 CODE = 11 -TO- -- - - - - - - - -- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE -IS - - - - -- MAIN- STREAM MEMORY <<<<< ' ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) ' 1 44.10 18.21 1.976 25.40 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 6.00 = 2222.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 11.19 13.51 2.350 5.60 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 990.00 FEET. ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA C1 WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** - STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 43.91 13.51 2.350 2 53.52 18.21 1.976 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 53.52 TC(MIN.) = 18.21 TOTAL AREA(ACRES) = 31.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 12 ---------------------------------------------------------------------------- » » >CLEAR MEMORY BANK ## 1 « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 31.00 TC(MIN.) = 18.21 PEAK FLOW RATE(CFS) = 53.52 END OF RATIONAL METHOD ANALYSIS Appendix B -1 PROPOSED CONDITION RETENTION BASIN UNIT HYDROGRAPH CALCULATIONS 100 -YEAR STORM / I HR 78."* Avenue 47 M 0 a s I Suite 208 La QAmm, CA 92253 S C H U L 7 Z Yoko: 76071-4013 FAX 760."1-4073 IBM PLANNERS ENGINEERS SURVEYORS U n i t H y d r o g r a p h A n a l Y s i s ' Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 10/14/08 File: 31434DU10011100.out ' +++++++++++++±+++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb.) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TENTATIVE TRACT 31434 PROPOSED CONDITION Q100 / 1HR STORM [FILE:31434DU1001] -------------------------------------------------------------------- Drainage Area = 31.00(Ac.) = 0.048 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 31.00(Ac.) _ 0.048 Sq. Mi. Length along longest watercourse = 2070.00(Ft.) Length along longest watercourse measured to centroid = 1035.00(Ft.) Length along longest watercourse = 0.392 Mi. Length along longest watercourse measured to centroid = 0.196 Mi. Difference in elevation = 18.40(Ft.) Slope along watercourse = 46.9333 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.065 Hr. Lag time = 3.92 Min. 25% of lag time = 0.98 Min. 40% of lag time = 1.57 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] 31.00 0.50 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] 31.00 1.90 STORM EVENT (YEAR) = 100.00' Weighting[1 *2] 15.50 Weighting[1 *2] 58.90 i F' L Area Averaged 2 -Year Rainfall = 0.500(In) Area Averaged 100 -Year Rainfall = 1.900(In) Point rain (area averaged) = 1.900(In) Areal adjustment factor = 99.97 % Adjusted average point rain = 1.899(In) ' Sub -Area Data: Area(Ac.) Runoff Index Impervious % 26.400 75.00 0.500 ' 2.200 75.00 2.400 75.00 0.900 1.000 Total Area Entered = 31.00(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 75.0 75.0 0.303 0.500 0.167 0.852 0.142 75.0 75.0 0.303 0.900 0.058 0.071 0.004 75.0 75.0 0.303 1.000 0.030 0.077 0.002 Sum (F) = 0.148 Area averaged mean soil loss (F) (In /Hr) = 0.148 Minimum soil loss rate ((In /Hr)) = 0.074 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.446 ' --------------------------------------------------------------------- Slope of intensity- duration curve ---------------------------------------------------------------------- for a 1 hour storm = 0.5800 + n i t H y d r o g r a p h VALLEY S -Curve - - - -U ------ -- ------------------------------------------------- - - -- Unit Hydrograph Data 1 --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 127.513 27.335 8.540 ' 2 0.167 255.025 48.416 15.126 3 0.250 382.538 12.690 3.964 4 0.333 510.051 5.695 1.779 5 0.417 637.563 3.146 0.983 6 0.500 765.076 1.729 0.540 7 0.583 892.589 0.989. 0.309 Sum = 100.000 Sum= 31.242 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated ' loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value 1 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 3.60 0.821 0.148 ( 0.366) 0.672 2 0.17 4.20 0.957 0.148 ( 0.427) 0.809 3 0.25 4.40 1.003 0.148 ( 0.448) 0.855 4 0.33 4.60 1.049 0.148 ( 0.468) 0.900 5 0.42 5.00 1.140 0.148 ( 0.509) 0.991 ' 6 0.50 5.60* 1.276 0.148 ( 0.570) 1.128 7 0.58 6.40 1.459 0.148 ( 0.651) 1.310 (�^ 8 0.67 8.10 1.846 0.148 ( 0.824) 1.698 9 0.75 13.10.;!_.- - 2'. 986 0.148 ( 1.333) 2.838 10 0.83 .e . 34.50' ':.' � :'.7..864 0.14.8 ( 3.510) 7.715 1 11 0.92 6.70 1..527. 0.148 ( 0.682) 1.379 12 1.00 3.80 0.866 0.148 ( 6.387) 0.718 (Loss Rate Not Used) ' Sum = 100.0 Sum = 21.0 Flood volume = Effective rainfall 1.75(In) times area 31.0(Ac.) /[(In) /(Ft.)] = 4.5(Ac.Ft) Total Total soil loss = soil loss = 0.15(In) 0.383(Ac.Ft) Total rainfall = 1.90(In) Flood volume = 197052.8 Cubic Feet Total soil loss = 16694.1Cubic Feet ----- - Peak flow rate of - - this hydrograph = 145.030(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' 1 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) Time(h +m) Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 200.0 --0+-5-.------0.0396 ------ 5.74 ------VQ - ----------I ----------I --------- ---------- 0 +10 0.1572 17.09 IV Q I I I I 0 +15 0.3102 22.21 I V Q I I I I 0 +20 0.4826 25.03 I VQ I I I I 0 +25 0.6726 27.58 Q 0 +30 0.8853 30.89 I QV I I I 0 +35 0 +40 1.1283 1.4188 35.29 42.18 Q V Q I V 0 +45 1.8243 58.87 I IQ V I I I 0 +50 2.6498 119.86 I I I Q :0 +55 3.6486 145.03 I I I QI V I 1+ 0 4.0989 65.38 I I Q I I V I 1+ 5 4.3343 34.18 I Q I I I V I 1 +10 4.4372 14.95 I Q I I I VI 1 +15 4.4901 7.68 IQ I I I VI 1 +20 4.5166 3.84 Q I I I VI 1 +25 4.5222 0.81 Q I I I VI 1 +30 4.5237 0.22 Q I I I VI ------------------------------------------ ----------------------------- 1 Drainage area by Land use Low Loss rate recommended 'values. - -- METIMISMI e -- - -- 3, 0 x . 2' = x L 0,q - (0.8X 0;q) = 0, 0128 3 X 0,0077 31.0 Tentative Tract 31434 0. +143 City of La Quinta Basin 1 [File: c: \wspg1 \31434 \post dev area by soil group BASIN] 1 1 1 I ] V,: f! 1 P, ©�® • 11 � -- 1 1111 -�� Mr. 11 off TM. - 146 cu. tt OWN 71 J it 4 Appendix .=2 PROPOSED CONDITION RETENTION BASIN UNIT HYDROGRAPH CALCULATIONS 100 -YEAR STORM / 3HR 7 8-900 Avenue 47 / MORSE Suh208 i.% In QuiMO, G 92155 RP S C H U l i Z Voka: 760-771-0013 FAX 760.771.4073 NNERS ENGINEERS SURVEYORS I r U n i t H y d r o g r a p h A n a 1-y s i s ' Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 10/14/08 File: 31434DU10033100.out ' +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 ' Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used ' English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TENTATIVE TRACT 31434 PROPOSED CONDITION Q100 / 3HR STORM [FILE:31434DU1003] -------------------- ----------------------------------------------- Drainage Area = 31.00(Ac.) 0.048 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 31.00(Ac.) 0.048 Sq. Mi. ' Length along longest watercourse = 2070.00(Ft.) Length along longest watercourse measured to centroid = 1035.00(Ft.) Length along longest watercourse = 0.392 Mi. Length along longest watercourse measured to centroid = 0.196 Mi. Difference in elevation = 18.40(Ft.) Slope along watercourse = 46.9333 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.065 Hr. ' Lag time = 3.92 Min. 25% of lag time = 0.98 Min. 40% of lag time = 1.57 Min. Unit time = 5.00 Min. ' Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1) Rainfall (In) [2) 31.00 .0.70 100 YEAR Area rainfall data: Area (Ac. ) [1) Rainfall (In) [2] 31.00 2.50 ISTORM EVENT (YEAR) = 100.00 Weighting[1 *2] 21.70 Weighting[1 *2] 77.50 L Area Averaged 2 -Year Rainfall = 0.700(In) Area Averaged 100 -Year Rainfall = 2.500(In) ' Point rain (area averaged) = 2.500(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.500(In) ' Sub -Area Data: Area(Ac.) Runoff Index Impervious 26.400 75.00 0.500 2.200 75.00 0.900 ' 2.400 75.00 1.000 Total Area Entered = 31.00(Ac.) ' RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 75.0 75.0 0.303 0.500 0.167 0.852 0.142 75.0 75.0 0.303 0.900 0.058 0.071 0.004 ' 75.0 75.0 0.303 1.000 0.030 0.077 0.002 Sum (F) = 0.148 Area averaged mean soil loss (F) (In /Hr) = 0.148 Minimum soil loss rate ((In /Hr)) = 0.074 ' (for 24 hour storm duraticn) Soil low loss rate (decimal) = 0.446 ' --------------------------------------------------------------------- U n i t H y d r. o g r a p h VALLEY S -Curve r Unit Hydrograph Data ---- _ - - - -__ - ---------------- ------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) -------------------------s------------------------------------------- Graph % (CFS) 1 0.083 127.513 27.335 8.540 2 0.167 255.025 48.416 15.126 3 0.250 382.538 12.690 3.964 ' 4 0.333 510.051 5.695 1.779 5 0.417 637.563 3.146 0.983 6 0.500 765.076 1.729 0.540 7 0.583 892.589 0.989 0.309 ' --------------------------------- Sum = 100.000 Sum= -------------------------------------- 31.242 ' The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain ' value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) ' 1 0.08 1.30 0.390 0.148 ( 0.174) 0.242 2 0.17 1.30 0.390 0.148 ( 0.174) 0.242 3 0.25 1.10 0.330 ( 0.148) 0.147 0.183 4 0.33 1.50 0.450 0.148 ( 0.201) 0.302 ' 5 0.42 .1.50 0.450 0.148 ( 0.201) 0.302 6 0.50 1.80 0.540 0.148 ( 0.241) 0.392 7 0.58 1.50 0.450 0.148 ( 0.201) 0.302 / 8 0.67 1.80 0.540 0.148 ( 0.241) 0.392 -------------------------------------------------------------------- Peak flow rate of this hydrograph = 62.258(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y. d.r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ..((CFS)) ------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 0+ 5 9 0.75 1.80 0.540 0.148 ( 0.241) 0.392 0 +15 10 0.83 1.50 0.450 0.148 ( 0.201) 0.302 IV Q 11 0.92 1.60 0.480 0.148 ( 0.214) 0.332 ' 12 1.00 1.80 0.540 0.148 ( 0.241) 0.392 0 +40 13 1.08 2.20 0.660 0.148 ( 0.295) 0.512 14 1.17 2.20 0.660 0.148 ( 0.295) 0.512 ' 15 16 1.25 1.33 2.20 2.00 0.660 0.600 0.148 ( 0.148 ( 0.295) 0.268) 0.512 0.452 VQ 17 1.42 2.60 0.780 0.148 ( 0.348) 0.632 18 1.50 2.70 0.810 0.148 ( 0.361) 0.662 19 1.58 2.40 0.720 0.148 ( 0.321) 0.572 ' 20 1.67 2.70 0.810 0.148 ( 0.361) 0.662 21 1.75 3.30 0.990 0.148 ( 0.442) 0.842 22 1.83 3'.10 0.930 0.148 ( 0.415) 0.782 23 1.92 2.90 0.870 0.148 ( 0.388) 0.722 24 2.00 3.00 0.900 0.148 ( 0.402) 0.752 25 2.08 3.10 0.930 0.148 ( 0.415) 0.782 26 2.17 4.20 1.260 0.148 ( 0.562) 1.111 27 2.25 5.00 1.500 0.148 ( 0.669) 1.351 ' 28 2.33 3.50 1.050 0.148 ( 0.469) 0.902 29 2.42 6.80 2.040 0.148 ( 0.910) 1.891 30 2.50 7.30 2.190 0.148 ( 0.977) 2.041 31 2.58 8.20 2.460 0.148 ( 1.098) 2.311 32 2.67 5.90 1.770 0.148 ( 0.790) 1.621 33 2.75 2.00 0.600 0.148 ( 0.268) 0.452 34 2.83 1.80 0.540 0.148 ( 0.241) 0.392 35 2.92 1.80 0.540 0.148 ( 0.241) 0.392 36 3.00 0.60 0.180 ( 0.148) 0.080 0.100 (Loss Rate Not Used) Sum = 100.0 Sum = 24.7 Flood volume = Effective rainfall 2.06(In) times area 31.0(Ac.) /[(In) /(Ft.)1 = 5.'3(Ac.Ft) Total soil loss = 0.44(In) Total soil loss = 1.135(Ac.Ft) ' Total rainfall = 2.50(In) Flood volume = 231852.7 Cubic Feet Total soil loss = 49434.2 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 62.258(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y. d.r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ..((CFS)) ------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 0+ 5 0.0142 2.06. VQ 0 +10 0.0536 5.72 V Q 0 +15 0.0961 6.18 V Q 0 +20 0.1425 6.73 IV Q 0 +25 0.2013 8.53 IV 'Q 0 +30 0.2688 9.80 V Q 0 +35 0.3419 10.62 I V Q 0 +40 0.4140 10.47 V Q 0 +45 0.4945 11.68 V Q 0 +50 0.5718 11.23 V Q 0 +55 0.6424 10.25 I VQ 1+ 0 0.7177 10.93 VQ ------------------------------ .7.5 35.0 52.5 70.0 ------------------------------ �I VQQ VQ QQ 1 Q I { { QV QV I I I QV QV V Q V I I I Q V Q VI QIV I I QV V I I V Q V VQ Q I V Q I I V Q I I I VVI Q I I I VI IQ I I I VI VI z I I I VI V 1+ 5 0.8061 12.84 1 +10 0.9086 14.89 1 +15 1.0150 15.45 ' 1 +20 1.1197 15.20 1 +25 1.2298 15.99 1 +30 1.3594 18.81 ' .1 +35 1 +40 1.4912 1.6216 19.14 18.93 1 +45 1.7708 21.67 1 +50 1.9374 24.19 1 +55 2.1001 23.62 ' 2+ 0 2.2592 23.10 2+ 5 2.4222 23.67 2 +10 2.6082 27.02 2 +15 2.8438 34.20 ' 2 +20 3.0871 35.33 2 +25 3.3525 38.54 2 +30 3.7230 53.80 2 +35 4.1494 61.92 ' 2 +40 4.5782 62.26 2 +45 4.8810 43.96 2 +50 5.0465 24.03 2 +55 5.1699 17.91 3+ 0 5.2567 12.61 3+ 5 5.2966 5.79 3 +10 5.3119 2.22 ' 3 +15 5.3182 0.91 3 +20 5.3212 0.43 3 +25 5.3224 0.17 3 +30 --------------------------- 5.3226 0.03 i - - - - -- �I VQQ VQ QQ 1 Q I { { QV QV I I I QV QV V Q V I I I Q V Q VI QIV I I QV V I I V Q V VQ Q I V Q I I V Q I I I VVI Q I I I VI IQ I I I VI VI z I I I VI V 4 Appendix B -3 PROPOSED CONDITION RETENTION BASIN UNIT HYDROGRAPH CALCULATIONS 100 -YEAR STORM / 6HR 78-900 Ar 47 M 0 2 s E Subs 208 La ChAnto, CA M53 i C H U L 7 Z Voice- 760- 771 -4!113 FAX: RPLANNiRS ENGINEERS SURVEYORS L U n i t, H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 10/14/08 File: 31434DU10066100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + ++ ++ + ++ + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TENTATIVE TRACT 31434 PROPOSED CONDITION Q100 / 6HR STORM [FILE:31434DU1006] -------------------------------------------------------------------- Drainage Area = 31.00(Ac.) = 0.048 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment.= 31.00(Ac.) _ 0.048 Sq. Mi: Length along longest watercourse 2070.00(Ft.) .Length along longest watercourse measured to centroid = 1035.00(Ft.) Length along.longest watercourse = 0..392 Mi. Length along longest watercourse measured to centroid = 0.196 Mi. Difference in elevation = 18.40(Ft.) Slope along watercourse = 46.9333 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.065 Hr. Lag time = 3.92 Min. 25% of lag time = 0.98 Min. 40% of lag time = 1.57 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] . 31.00 1.00 31.00 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 31.00 3.00 93.00 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.000(In) - Area Averaged 100 -Year Rainfall - 3.000(In) Point rain (area averaged) = 3.000(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 3.000(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 26.400 75.00 0.500 2.200 75.00 0.900 2.400 75.00 1.000 Total Area Entered = 31.00(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 75.0 75.0 0.303 0.500 0.167 0.852 0.142 75.0 75.0 0.303 0.900 0.058 0.071 0.004 75.0 75.0 0.303 1.000 0.030 0.077 0.002 Sum (F) = 0.148 Area averaged mean soil loss (F) Minimum soil loss rate ((In /Hr)) (In /Hr) = 0.148 = 0.074 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.446 ' ------------ - -- -- -- --- -- -- -- -- -- -- -- -- -- ----------------------------- U n i t H y d r o g r a p h " VALLEY S -Curve -------------------------------------------------------------------- Unit Hydrograph Data ------ - - - - -- - Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph (CFS) -------- 1 0.083 127.513 ------ ------------ 27.335 - - 8.540 2 0.167 255.025 48.416 15.126 3 0.250 382.538 12.690 3.964 4 0.333 510.051 5.695 1.779 5 0.417 637.563 3.146 0.983 6 0.500 765.076 1.729 0.540 7 0.583 892.589 0.989 0.309 Sum = 100.000 Sum= 31.242 - The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Pain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr). Max I Low (In /Hr) 1 0.08 0.50 0.180 ( 0.148) 0.080 0.100 2 0.17 0.60 0.216 ( 0.148) 0.096 0.120 3 0.25 0.60 0.216 ( 0.148) 0.096 0.120 4 0.33 0.60 0.216 ( 0.148) 0.096 0.120 5 0.42 0.60 0.216 ( 0.148) 0.096 0.120 6 0.50 0.70 0.252 ( 0.148) 0.112 0.140 7 0.58 0.70 0.252 ( 0.148) 0.112 0.140 8 0.67 0.70 0.252 ( 0.148) 0.112 0.140 r 9 0.75 0.70 0.252 ( 0.148) 0.112 0.140 10 0.83 0.70 0.252 ( 0.148) 0.112 0.140 11 0.92 0.70 0.252 ( 0.148) 0.112 0.140 12 1.00 0.80 0.288 ( 0.148) 0.129 0.159 13 1.08 0.80 0.288 ( 0.148) 0.129 0.159 14 1.17 0.80 0.288 ( 0.148) 0.129 0.159 1$ 1.25 0.80 0.288 ( 0.148) 0.129 0.159 16 1.33 0.80 0.288 ( 0.148) 0.129 0.159 17 1.42 0.80 0.288 ( 0.148) 0.129 0.159 18 1.50 0.80 0.288 ( 0.148) 0.129 0.159 19 1.58 0.80 0.288 ( 0.148) 0.129 0.159 20 1.67 0.80 0.288 ( 0.148) 0.129 0.159 ` 21 1.75 0.80 0.288 ( 0.148) 0.129 0.159 22 1.83 0.80 0.285 ( 0:148) 0.129 0.159 23 1.92 0.80 0.288 ( 0.148) 0.129 0.159 24 2.00 0.90 0.324 ( 0.148) 0.145 0.179 25 2.08 0.80 0.288 ( 0.148) 0.129 0.159 26 27 2.17 2.25 0.90 0.90 0.324 0.324 ( 0.148) ( 0.148) 0.145 0.145 0.179 0.179 28 2.33 0.90 0.324 (. 0.148) 0.145 0.179 29 2.42 0.90 0.324 ( 0.148) 0.145 0.179 30 31 2.50 2.58 0.90 0.90 0.324 0.324 ( 0.148) ( 0.148) 0.145 0.145 0.179 0.179 32 2.67 0.9.0 0.324 ( 0.148) 0.145 0.179 33 2.75 1.00 0.360 0.148 ( 0.161) 0.212 34 2.83 1.00 0.360 0.148 ( 0.161) 0.212 35 2.92 1.00 0.360 0.148 ( .0.161) 0.212 36 3.00 1.00 0.360 0.148 ( 0.161) 0.212 37 3.08 1.00 0.360 0.148 ( 0.161) 0.212 "- 38 3.17 1.10 0.396 0.148 ( 0.177) 0.248 39 3.25 1.10 0.396 0.148 ( 0.177) 0.248 40 3.33 1.10 0.396 0.148 ( 0.177) 0.248 41 3.42 1.20 0.432 0.148 ( 0.193) 0.284 42 3.50 1.30 0.468 0.148 ( 0.209) 0.320 43 3.58 1.40 0.504 0.148 ( 0.225) 0.356 44 3.67 1.40 0.504 0.148 ( 0.225) 0.356 45 46 3.75 .3.83 1.50 1.50 0.540 0.540 0.148 0.148 ( 0.241) ( 0.241) 0.392 0.392 47 3.92 1.60 0.576 0.148 ( 0.257) 0.428 48 4.00 1.60 0.576 0.148 ( 0.257) 0.428 49 50 4.08 4.17 1.70 1.80 0.612 0.648 0.148 0.148 ( 0.273) ( 0.289) 0.464 0.500 51 4.25 1.90 0.684 0.148 ( 0.305) 0.536 52 4.33 2.00 0.720 0.148 ( 0.321) 0.572 53 54 4.42 4.50 2.10 2.10 0.756 0.756 0.148 0.148 ( 0.337) ( 0.337) 0.608 0.608 55 4.58 2.20 0.792 0.148 ( 0.353) 0.644 56 4.67 2.30 0.828 0.148 ( 0.369) 0.680 57 4.75 2.40 0.864 0.148- ( 0.386) 0.716 58 4.83 2.40 0.864 0.148 ( 0.386) 0.716 59 4.92 2.50 0.900 0.148 ( 0.402) 0.752 60 5.00 2.60 0.936 0.148 ( 0.418) 0.788 61 5.08 3.10 1.116 0.148 ( 0.498) 0.968 62 5.17 3.60 1.296 0.148 ( 0.578) 1.148 63 5.25 3.90 1.404 0.148 ( 0.627) 1..255 64 5.33 4.20 1.512 0.148 ( 0.675) 1.363 65 5.42 4.70 1.692 0.148 ( 0.755) 1.543 66 5.50 5.60 2.016 0.148 ( 0.900) 1.867 67 5.58 1.90 0.684 0.148 ( 0.305) 0.536 68 69 5.67 5.75 0.90 0.60 0.324 0.216 ( 0.148) ( 0.148) 0.145 0.096 0.179 0.120 70 5.83 0.50 0.180 ( 0.148) 0.080 0.100 71 5.92 0.30 0.108 ( 0.148) 0.048 0.060 72 6.00 0.20 0.072 ( 0.1481 0.032 0.040 (Loss Rate Not Used) Sum = 100.0 Sum = 26.4 Flood volume = Effective rainfall 2.20(In) ' times Total area 31.0(Ac.) /[(In) /(Ft.)] = soil loss = 0.80(In) 5.7(Ac.Ft) Total soil loss = 2.058(Ac.Ft) Total rainfall = 3.00(In) Flood volume = 247885.9 Cubic Feet Total soil loss = 89668.1 Cubic Feet ----------- Peak - - - - -- -- flow rate of -- ------------------------------- this hydrograph = 48.853(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + ± + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h +m) Volume Ac.Ft--- Q(CFS) 375 50.0 0+ 5 0.0059 - -0 - - -- -125 0.85 Q - -- -25.0 - -- - - - - -- 0 +10 0 +15 0.0233 0.0455 2.53 V Q 3.23 V Q 0 +20 0.0695 3.48 V Q 0 +25 0.0944 3.62 V Q `;:• 0 +30 0.1210 3.86 V Q 0 +35 0.1500 4.20 IV Q I Y 0 +40 0.1795 4.29 IV Q I I I I 0 +45 0.2093 4.32 IV Q 0 +50 0.2392 4.34 IV Q 0 +55 0.2692 4.35 IV Q - 1+ 0 0.3004 4.53 I VQ 1+ 5 0.3337 4.83 I VQ 1 +10 0.3675 4.91 I VQ 1 +15 0.4016 4.95 VQ 1 +20 0.4358 4.97 I Q { I I I 1 +25 0.4701 4.98 I Q 1 +30 0.5044 4.98 i QQ 1 +35 0.5387 4.98 1 +40 0.5731 4.98 I QV 1 +45 0.6074 4.98 I QV I I I I 1 +50 0.6417 4.98 I QV 1 +55 0.6760 4.98 I QV. 2+ 0 0.7115 5.15 I QV 2+ 5 2 +10 0.7479 0.7840 5.29 5.23 QV QV 2 +15 0.8218 5.49 i 2 +20 0.8601 5.55 I Q V 2 +25 0.8985 5.58 I Q V 2 +30 0.9370 5.60 I Q V 2 +35 0.9756 5.60 I Q V 2 +40 1.0142 5.61 I Q V 2 +45 1.0547 5.88 Q 2 +50 1.0986 6.37 I Q V 2 +55 1.1434 6.50 Q V 3+ 0 1.1885 6.56 I Q V 3+ 5 1.2339 6.59 I Q .V 11 1 t 3 +10 1. 2815 6. 91 I Q V 1 3 +15 1.3329 7.47 4Q - 3 +20 3 +25 1.3853 1.4403 7.61 7.98 VI Q 3 +30 1.5014 8.87 Q V 3 +35 1.5694 9.88 Q IV I 3 +40 1.6428 10.65 Q IV 3 +45 1.7199 11.20 I Q I V I 3 +50 1.8015 11.86 I QI V I 3 +55 1.8868 12.38 I QI V I 4+ 0 1.9764 13.02 V 4+ 5 2.069 5 13.51 Q V 4 +10 2.1690 14.45 4 +15 2.2757 15.49 I IQQ V I 4 +20 2.3898 16.57 Q V i 4 +25 2.5115 17.67 I I Q V I 4 +30 2.6388 18.48 Q V 4 +35 2.7701 19.06 I I Q VI 4 +40 2.9081 20.04 I ( Q V 4 +45 3.0534 21.10 I I Q IV 4 +50 3.2042 21.89 I I Q I V 4 +55 5+ 0 3.3588 3.5201 22.45 23.42 I Q V I Q I V 5+ 5 3.6971 25..71 I I Q V 5 +10 3.9052 30.21 Q 5 +15 4.1440 34.68 I I I Q VI 5 +20 4.4080 38.33 5 +25 4.7004 42.46 I I I I Q 5 +30 5.0369 48.85 I I I I V Q 5 +35 5.3367 43.54 Q VV 5 +40 5.4894 22.17 I I Q I I 5 +45 5.5709 11.83 Q1 V 5 +50 5.6220 7.42 I Q I I I V 5 +55 5.6552 4.83 Q 6+ 0 5.6751 2.90 I Q I I I V 6+ 5 5.6848 1.40 IQ I I I V 6 +10 5.6881 0.48 Q I I I V 6 +15 5.6896 0.22 Q I I I V 6 +20 5.6903 0.10 Q I, I I V 6 +25 5.6906 0.04 Q -_ I I I V 6 +30 5.6907 0.01 Q I I I V ----------------------------------------------------------------- - - - - -- 11 1 t C Append*x - 4 PROPOSED CONDITION RETENTION BASIN UNIT HYDROGRAPH CALCULATIONS 100 - YEAR STORM / 24HR _ 7 8-900 avenue 47 -< - M O e S E Suite 208 `.?`I. QuiMO, CA 92253 S C M U L 7 2 Voices 760 - 7714013 FAX: 760.771.4073 PLANNERS ENGINEERS SURVEYORS 4 1 1 n I r-J Ll U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 10/14/08 File: 31434DU1002424100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TENTATIVE TRACT 31434 PROPOSED CONDITION Q100 / 24HR STORM [FILE:31434DU10024] Drainage Area = 31.00(Ac.) = 0.048 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 31.00(Ac.) _ 0.048 Sq. Mi. Length along longest watercourse 2070.00(Ft.) Length along longest watercourse measured to centroid = 1035.00(Ft.) Length along longest watercourse = 0.392 Mi. Length along longest watercourse measured to centroid = 0.196 Mi. Difference in elevation = 18.40(Ft.) Slope along watercourse = 46.9333 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.065 Hr. Lag time = 3.92 Min. 25W of lag time = 0.98 Min. 40% of lag time = 1.57 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] 31.00 1.60 100 YEAR Area rainfall data: Area(Ac. ) [1] Rainfall (In) [2) 31.00 3.75 STORM EVENT (YEAR)' = 100.00 Weighting[1 *2] 49.60 Weighting[1 *2) 116.25 Area Averaged 2 -Year Rainfall = 1.600(In) Area Averaged 100 -Year Rainfall = 3.750(In) Point rain (area averaged) = 3.750(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 3.750(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 26.400 75.00 0.500 2.200 75.00 0.900 2.400 75.00 1.000 Total Area Entered = 31.00(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 75.0 75.0 0.303 0.500 0.167 0.852 0.142 75.0 75.0 0.303 0.900 0.058 0.071 0.004 75.0 75.0 0.303 1.000 0.030 0.077 0.002 Sum (F) = 0.148 Area averaged mean soil loss (F) (In /Hr) = 0.148 Minimum soil loss rate ((In /Hr)) = 0.074 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.446 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S -Curve �. ----- - - - - -- -Unit Hydrograph Data ------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ---- Graph- %------------ (CFS) 1 0.083 127.513 27.335 ----- - 8.540 2 0.167 255.025 48.416 15.126 3 0.250 382.538 12.690 3.964 ' 4 0.333 510.051 5.695 1.779 5 0.417 637.563 3.146 0.983 6 0.500 765.076 1.729 0.540 7 0.583 892.589 0.989 0.309 ------=---------------------------------------------------------------- Sum = 100.000 Sum= 31.242 tThe following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm'Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.07 0.030 ( 0.263) 0.013 0.017 2 0.17 0.07 0.030 ( 0.262) 0.013 0.017 3 0.25 0.07 0.030 ( 0.261) 0.013 0.017 4 0.33 0.10 0.045 ( 0.260) 0.020 0.025 5 0.42 0.10 0.045 ( 0.259) 0.020 0.025 6 0.50 0.10 0.045 ( 0.258) 0.020 0.025 7 0.58 0.10 0.045 ( 0.257) 0.020 0.025 8 0.67 0.10 0.045 ( 0.256) 0.020 0.025 19 9 0.75 0.10 0.045 ( 0.255) 0.020 0.025 1.67 10 0.83 0.13 0.060 ( 0.254) 0.027 0.033 0.10 11 12 0.92 1.00 0.13 0.13 0.060 0.060 ( 0.253) ( 0.252) 0.027 0.027 0.033 0.033 0.060 13 1.08 0.10 0.045 ( 0.251) 0.020 0.025 14 1.17 0.10 0.045 ( 0.250) 0.020 0:025 15 16 1.25 1.33 0.10 0.10 0.045 0.045 ( 0.249) ( 0.248) 0.020 0.020 0.025 0.025 17 1.42 0.10 0.045 ( 0.247) 0.020 0.025 18 1.50 0.10 0.045 ( 0.246) 0.020 0.025 19 1.58 0.10 0.045 ( 0.245) 0.020 0.025 20 1.67 0.10 0.045 ( 0.244) 0.020 0.025 21 1.75 0.10 0.045 ( 0.243) 0.020 0.025 22 1.83 0.13 0.060 ( 0.242) 0.027 0.033 42 23 1.92 0.13 0.060 ( 0.241) 0.027 0.033 3.58 24 2.00 0.13 0.060 ( 0.240) 0.027 0.033 0.17 25 2.08 0.13 0.060 ( 0.239) 0.027 0.033 0.075 26 2.17 0.13 0.060 ( 0.238) 0.027 0.033 27 2.25 0.13 0.060 ( 0.237) 0.027 0.033 28 2.33 0.13 0.060 ( 0.236) 0.027 0.033 29 2.42 0.13 0.060 ( 0.235) 0.027 0.033 30 2.50 0.13 0.060 ( 0.234) 0.027 0.033 i 31 2.58 0.17 0.075 ( 0.233) 0.033 0.042 32 2.67 0.17 0.075 ( 0.232) 0.033 0.042 33 2.75 0.17 0.075 ( 0.231) 0.033 0.042 1 34 35 2.83 2.92 0.17 0.17 0.075 0.075 ( 0.230) ( 0.230) 0.033 0.033 0.042 0.042 36 3.00 0.17 0.075 ( 0.229) 0.033 0.042 37 3.08 0.17 0.075 ( 0.228) 0.033 0.042 r r 38 3.17 0.17 0.075 ( 0.227) 0.033 0.042 j 39 3.25 0.17 0.075 ( 0.226) 0.033 0.042 40 3.33 0.17 0.075 ( 0.225) 0.033 0.042 41 3.42 0.17 0.075 ( 0.224) 0.033 0.042 42 3.50 0.17 0.075 ( 0.223) 0.033 0.042 43 3.58 0.17 0.075 ( 0.222) 0.033 0.042 44 3.67 0.17 0.075 ( 0.221) 0.033 0.042 45 3.75 0.17 0.075 ( 0.220) 0.033 0.042 65 46 3.83 0.20 0.090 ( 0.219) 0.040 0.050 ' 47 3.92 0.20 0.090 ( 0.218) 0.040 0.050 0.27 48 4.00 0.20 0.090 ( 0.217) 0.040 0.050 0.120 49 4.08 0.20 0.090 ( 0.216) 0.040 0.050 50 4.17 0.20 0.090 ( 0.216) 0.040 0.050 51 4.25 0.20 0.090 ( 0.215) 0.040 0.050 52 4.33 0.23 0.105 ( 0.214) .0.047 0.058 53 54 4.42 4.50 0.23 0.23 0.105 0.105 ( 0.213) ( 0.212) 0.047 0.047 0.058 0.058 55 4.58 0.23 0.105 ( 0.211) 0.047 0.058 56 4.67 0.23 0.105 ( 0.210) 0.047 0.058 57 58 4.75 4.83 0.23 0.27 0.105 0.120 ( 0.209) ( 0.208) 0.047 0.054 0.058 0.066 59 4.92 0.27 0.120 ( 0.207) 0.054 0.066 60 5.00 0.27 0.120 ( 0.206) 0.054 0.066 61 5.08 0.20 0.090 ( 0.206) 0.040 0.050 ' 62 5.17 0.20 0.090 ( 0.205) 0.040 0.050 63 5.25 0.20 0.090 ( 0.204) 0.040 0.050 64 5.33 0.23 0.105 ( 0.203) 0.047 0.058 65 5.42 0.23 0.105 ( 0.202) 0.047 0.058 66 5.50 0.23 0.105 ( 0.201) 0.047 0.058 67 5.58 0.27 0.120 ( 0.200) 0.054 0.066 68 5.67 0.27 0.120 ( 0.199) 0.054 0.066 69 5.75 0.27 0.120 ( 0.198) 0.054 0.066 t 70 5.83 0.27 0.120 ( 0.198) 0.054 0.066 71 5.92 0.27 0.120 ( 0.197) 0.054 0.066 72 6.00 0.27 0.120 ( 0.196) 0.054 0.066 73 6.08 0.30 0.135 ( 0.195) 0.060 0.075 74 6.17 0.30 0.135 ( 0.194) 0.060 0.075 75 6.25 0.30 0.135 ( 0.193) 0.060 0.075 76 77 6.33 6.42 0.30 0.30 0.135 0.135 ( 0.192) ( 0.191) 0.060 0.060 0.075 0.075, 78 6.50 0.30 0.135 ( 0.191) 0.060 0.075 79 6.58 0.33 0.150 ( 0.190) 0.067 0.083 80 6.67 0.33 0.150 ( 0.189) 0.067 0.083 81 6.75 0.33 0.150 ( 0.188) 0.067 0.083 82 6.83 0.33 0.150 ( 0.187) 0.067 0.083 83 6.92 0.33 0.150 ( 0.186) 0.067 0.083 84 7.00 0.33 0.150 ( 0.186) 0.067 0.083 85 7.08 0.33 0.150 ( 0.185) 0.067 0.083 86 7.17 0.33 0.150 ( 0.184) 0.067 0.083 87 7.25 0.33 0.150 ( 0.183) 0.067 0.083 88 7.33 0.37 0.165 ( 0.182) 0.074 0.091 89 7.42 0.37 0.165 ( 0.181) 0.074 0.091 90 7.50 0.37 0.165 ( 0.181) 0.074 0.091 91 7.58 0.40 0.180 ( 0.180) 0.080 0.100 92 7.67 0.40 0.180 ( 0.179) 0.080 0.100 93 7.75 0.40 0.180 ( 0.178) 0.080 0.100 94 7.83 0.43 0.195 ( 0.177) 0.087 0.108 95 96 7.92 8.00 0.43 0.43 0.195 0.195 ( 0.176) ( 0.176) 0.087 0.087 0.108 0.108 97 8.08 0.50 0.225 ( 0.175) 0.100 0.125 98 8.17 0.50 0.225 ( 0.174) 0.100 0.125 99 8.25 0.50 0.225 ( 0.173) 0.100 0.125 100 8.33 0.50 0.225 ( 0.172) 0.100 0.125 101 8.42 0.50 0.225 ( 0.172) 0.100 0.125 102 8.50 0.50 0.225 ( 0.171) 0.100 0.125 103 8.58 0.53 0.240 ( 0.170) 0.107 0.133 104 8.67 0.53 0.240 ( 0.169) 0.107 0.133 105 8.75 0.53 0.240 ( 0.168) 0.107 0.133 106 8.83 0.57 0.255 ( 0.168) 0.114 0.141 107 8.92 0.57 0.255 ( 0.167) 0.114 0.141 ' 108 9.00 0.57 0.255 ( 0.166) 0.114 0.141 109 9.08 0.63 0.285 ( 0.165) .0.127 0.158 110 9.17 0.63 0.285 ( 0.164) 0.127 0.158 111 9.25 0.63 0.285 ( 0.164) 0.127 0.158 112 9.33 0.67 0.300 ( 0.163) 0.134 0.166 113 9.42 0.67 0.300 ( 0.162) 0.134 0.166 114 9.50 0.67 0.300 ( 0.161) 0.134 0.166 115 9.58 0.70 0.315 ( 0.160) 0.141 0.174 116 9.67 0.70 0.315 ( 0.160) 0.141 0.174 117 9.75 0.70 0.315 ( 0.159) 0.141 0.174 118 119 9.83 9.92 0.73 0.73 0.330 0.330 ( 0.158) ( 0.157) 0.147 0.147 0.183 0.183 120 10.00 0.73 0.330 ( 0.157) 0.147 0.183 121 10.08 0.50 0.225 ( 0.156) 0.100 0.125 ' 122 123 10.17 10.25 0.50 0.50 0.225 0.225 ( 0.155) ( 0.154) 0.100 0.100 0.125 0.125 124 10.33 0.50 0.225 ( 0.154) 0.100 0.125 125 10.42 0.50 0.225 ( 0.153) 0.100 0.125 126 10.50 0.50 0.225 ( 0.152) 0.100 0.125 127 10.58 0.67 0.300 ( 0.151) 0.134 0.166 128 10.67 0.67 0.300 ( 0.151) 0.134 0.166 129 10.75 0.67 0.300 ( 0.150) 0.134 0.166 130 10.83 0.67 0.300 ( 0.149) 0.134 0.166 131 10.92 0.67 0.300 ( 0.148) 0.134 0.166 132 11.00 0.67 0.300 ( 0.148) 0.134 0.166 133 11.08 0.63 0.285 ( 0.147) 0.127 0.158 134 11.17 0.63 0.285 ( 0.146) 0.127 0.158 135 11.25 0.63 0.285 ( 0.146) 0.127 0.158 136 11.33 0.63 0.285 ( 0.145) 0.127 0.158 137 11.42 0.63 0.285 ( 0.144) 0.127 0.158 138 11.50 0.63 0.285 ( 0.143) 0.127 0.158 139 11.58 0.57 0.255 ( 0.143) 0.114 0.141 140 11.67 0.57 0.255 ( 0.142) 0.114 0.141 141 11.75 0.57 0.255 ( 0.141) 0.114 0.141 142 11.83 0.60 0.270 ( 0.141) 0.120 0.149 143 11.92 0.60 0.270 ( 0.140) 0.120 0.149 144 12.00 0.60 0.270 ( 0.139) 0.120 0.149 145 12.08 0.83 0.375 0.138. ( 0.167) 0.236 146 12.17 0.83 0.375 0.138 ( 0.167) 0.237 147 12.25 0.83 0.375 0.137 ( 0.167) 0.238 148 12.33 0.87 0.390 0.136 ( 0.174) 0.254 149 12.42 0.87 0.390 0.136 ( 0.174) 0.254 150 12.50 0.87 0.390 0.135 ( 0.174) 0.255 151 12.58 0.93 0.420 0.134 ( 0.187) 0.286 152 12.67 0.93 0.420 0.134 ( 0.187) 0.286 153 12.75 0.93 0.420 0.133 ( 0.187) 0.287 154 12.83 0.97 0.435 0.132 ( 0.194) 0..303 155 12.92 0.97 0.435 0.132 ( 0.194) 0.303 156 13.00 .0.97 0.435 0.131 ( 0.194) 0.3.04 157. 13.08 1.13 0.510 0.130 ( 0.228) 0.380 158 13.17 1.13 0.510 0.130 ( 0.228) 0.380 159 13.25 1.13 0.510 0.129 ( 0.228) 0.381 160 13.33 1.13 0.510 0.128 ( 0.228) 0.382 161 13.42 1.13 0.510 0.128 ( 0.228) 0.382 162 13.50 1.13 0.510 0.127 ( 0.228) 0.383 163 13.58 0.77 0.345 0.126 ( 0.154) 0.219 164 13.67 0.77 0.345 0.126 ( 0.154) 0.219 165 13.75 0.77 0.345 0.125 ( 0.154) 0.220 166 13.83 0.77 0.345 0.124 ( 0.154) 0.220 167 13.92 0.77 0.345 0.124 ( 0.154) 0.221 168 14.00 0.77 0.345 0.123 ( 0.154) 0.222 169 14.08 0.90 0.405 0.123 ( 0.181) 0.282 170 14.17 0.90 0.405 0.122 ( 0.181) 0.283 171 14.25 0.90 0.405 0.121 ( 0.181) 0.284 172 14.33 0.87 0.390 0.121 ( 0.174) 0.269 173 14.42 0.87 0.390 0.120 ( 0.174) 0.270 174 14.50 0.87 0.390 0.119 ( 0.174) 0.270 175 14.58 0.87 0.390 0.119 ( 0.174) 0.271 176 14.67 0.87 0.390 0.118 ( 0.174) 0.272 177 14.75 0.87 0.390 0.118 ( 0.174) 0.272 178 14.83 0.83 0.375 0.117 ( 0.167) 0.258 179 14.92 0.83 0.375 0.116 ( 0.167) 0.259 180 15.00 0.83 0.375 0.116 ( 0.167) 0.259 181 15.08 0.80 0.360 0.115 ( 0.161) 0.245 182 15.17 0.80 0.360 0.115 ( 0.161) 0.245 183 15.25 0.80 0.360 0.114 ( 0.161) 0.246 184 15.33 0.77 0.345 0.114 ( 0.154) 0.231 185 15.42 0.77 0.345 0.113 ( 0.154) 0.232 186 15.50 0.77 0.345 0.112 ( 0.154) 0.233 187 15.58 0.63 0.285 0.112 ( 0.127) 0.173 188 15.67 0.63 0.285 0.111 ( 0.127) 0.174 189 15.75 0.63 0.285 0.111 ( 0.127) 0.174 190 15.83 0.63 0.285 0.110 ( 0.127) 0.175 191 15.92 0.63 0.285 0.110 ( 0.127) 0.175 '(" 192 16.00 0.63 0.285 0.109 ( 0.127) 0..176 202 193 16.08 0.13 0.060 ( 0.108) 0.027 0.033 ' 194 195 16.17 16.25 0.13 0.13 0.060 0.060 ( 0.108) ( 0.107) 0.027 0.027 0.033 0.033 0.10 196 16.33 0.13 0.060 ( 0.107) 0.027 0.033 0.075 197 16.42 0.13 0.060 ( 0.106) 0.027 0.033 ' 198 199 16.50 16.58 0.13 0.10 0.060 0.045 ( 0.106) ( 0.105) 0.027 0.020 0.033 0.025 200 16.67 0.10 0.045 ( 0.105) 0.020 0.025 201 16.75 0.10 0.045 ( 0.104) 0.020 0.025 202 16.83 0.10 0.045 ( 0.104) 0.020 0.025 203 16.92 0.10 0.045 ( 0.103) 0.020 0.025 204 17.00 0.10 0.045 ( 0.102) 0.020 0.025 205 17.08 0.17 0.075 ( 0.102) 0.033 0.042 :. 206 17.17 0.17 0.075 ( 0.101) 0.033 0.042 ' 207 17.25 0.17 0.075 ( 0.101) 0.033 0.042 0,07 208 17.33 0.17 0.075 ( 0.100) 0.033 0.042 0.030 209 17.42 0.17 0.075 (. 0.100) 0.033 0.042 ' 210 17.50 0.17 0.075 ( 0.099) 0.033 0.042 211 17.58 0.17 0.075 ( 0.099) 0.033 0.042 212 17.67 0.17 0.075 ( 0.098) 0.033 0.042 213 17.75 0.17 0.075 ( 0.098) 0.033 0.042 214 17.83 0.13 0.060 ( 0.097) 0.027 0.033 215 17.92 0.13 0.060 ( 0.097) 0.027 0.033 216 18.00 0.13 0.060 ( 0.096) 0.027 0.033 ' 217 218 18.08 18.17 0.13 0.13 0.060 0.060 ( 0.096) ( 0.096) 0.027 0.027 0.033 0.033 219 18.25 0.13 0.060 ( 0.095) 0.027 0.033 220 18.33 0.13 0.060 ( 0.095) 0.027 0.033 :. 221 18.42 0.13 0.060 ( 0.094) 0.027 0.033 18.83 222, 18.50 0.13 0.060 ( 0.094) 0.027 0.033 0,07 223 18.58 0.10 0.045 ( 0.093) 0.020 0.025 0.030 224 18.67 0.10 0.045 ( 0.093) 0.020 0.025 225 18.75 0.10 0.045 ( 0.092) 0.020 0.025 226 18.83 0.07 0.030 ( 0.092) 0.013 0.017 227 18.92 0,07 0.030 ( 0.091) 0.013 0.017 228 19.00 0.07 0.030 ( 0.091) 0.013 0.017 244 229 19.08 0.10 0.045 ( 0.091) 0.020 0.0.25 20.42 230 19.17 0.10 0.045 ( 0.090) 0.020 0.025 0.10 231 19.25 0.10 0.045 ( 0.090) 0.020 0.025 0.045 232 19.33 0.13 0.060 ( 0.089) 0.027 0.033 ' 233 19.42 0.13 0.060 ( 0.089) 0.027 0.033 234 19.50 0.13 0.060 ( 0.089) 0.027 0.033 235 19.58 0.10 0.045 ( 0.088) 0.020 0.025 236 19.67 0.10 0.045 ( 0.088) 0.020 0.025 237 19.75 0.10 0.045 ( 0.087) 0.020 0.025 238 19.83 0.07 0.030 ( 0.087) 0.013 0.017 239 19.92 0.07 0.030 ( 0.087) 0.013 0.017 240 241 20.00 20.08 .0.07 0.10 0.030 0.045 ( 0.086) ( 0.086) 0.013 0.020 0.017 0.025 242 20.17 0.10 0.045 ( 0.085) 0.020 0.025 243 20.25 0.10 0.045 ( 0.085) 0.020 0.025 244 20.33. 0.10 0.045 ( 0.085) 0.020 0.025 245 20.42 0.10 0.045 ( 0.084) 0.020 0.025 246 20.50 0.10 0.045 ( 0.084) 0.020 0.025 247 20.58 0.10 0.045 ( 0.084) 0.020 0.025 248 20.67 0.10 0.045 ( 0.083) 0.020 0.025 249 20.75 0.10 0.045 ( 0.083) 0.020 0.025 250 20.83 0.07 0.030 ( 0.083) 0.013 0.017 251 20.92 0.07 0.030 ( 0.082) 0.013 0.017 252 21.00 0.07 0.030 ( 0.082) 0.013 0.017 4 1 r` I�l L_ J 253 21.08 0.10 0.045 ( 0.082) 0.020 0.025 254 21.17 0.10 0.045 ( 0.081) 0.020 0.025 255 21.25 0.10 0.045 ( 0.081) 0.020 0.025 256 21.33 0.07 0.030 ( 0.081) 0.013 0.017 257 21.42 0.07 0.030 ( 0.080) 0.013 0.017 258 21.50 0.07 0.030 ( 0.080) 0.013 0.017 259 21.58 0.10 0.045 ( 0.080) 0.020 0.025 260 21.67 0.10 0.045 ( 0.079) 0.020 0.025 261 21.75 0.10 0.045 ( 0.079) 0.020 0.025 262 21.83 0.07 0.030 ( 0.079) 0.013 0.017 263 21.92 0.07 0.030 ( 0.079) 0.013 0.017 264 22.00 0.07 0.030 ( 0.078) 0.013 0.017 265 22.08 0.10 0.045 ( 0.078) 0.020 0.025 266 22.17 0.10 0.045 ( 0.078) 0.020 0.025 267 22.25 0.10 0.045 ( 0.078) 0.020 0.025 268 22.33 0.07 0.030 ( 0.077) 0.013 0.017 269 22.42 0.07 0.030 ( 0.077) 0.013 0.017 270 22.50 0.07 0.030 ( 0.077) 0.013 0.017 271 22.58 0.07 0.030 ( 0.077) 0.013 0.017 272 22.67 0.07 0.030 ( 0.076) 0.013 0.017 273 22.75 0.07 0.030 ( 0.076) 0.013 0.017 274 22.83 0.07 0.030 ( 0.076) 0.013 0.017 275 22.92 0.07 0.030 ( 0.076) 0.013 0.017 276 23.00 0.07 0.030 ( 0.076) 0.013 0.017 277 23.08 0.07 0.030 ( 0.075) 0.013 0.017 278 23.17 0.07• 0.030 ( 0.075) 0.013 0.017 279 23.25 0.07 0.030 ( 0.075) 0.013 0.017 280 23.33 0.07 0.030 ( 0.075) 0.013 0.017 281 23.42 0.07 0.030 ( 0.075) 0.013 0.017 282 23.50 0.07 0.030 ( 0.075) 0.013 0.017 283 23.58 0.07 0.030 ( 0.075) 0.013 0.017 284 23.67 0.07 0.030 ( 0.074) 0.013 0.017 285 23.75 0.07 0.030 ( 0.074) 0.013 0.017 286 23.83 0.07 0.030 ( 0.074) 0.013 0.017 287 23.92 0.07 0.030 ( 0.074) 0.013 0.017 288 24.00 0.07 0.030 ( 0.074) 0.013 0.017 (Loss Rate Not Used) Sum = 100.0 Sum = 27.3 Flood volume = Effective rainfall 2.27(In) times area 31.0(Ac.) /[(In) /(Ft.)] = 5.9(Ac.Ft) Total soil loss = 1.48(In) Total soil loss = 3.819(Ac.Ft) Total rainfall = 3.75(In) Flood volume = 255589.3 Cubic Feet Total soil loss = 166372.6 Cubic Feet Peak flow rate of this hydrograph = 11.922(CFS) ------------------7------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 0+ 5 0.0010 0.14 Q 0 +10 0.0037 0.39 Q 0+15 0.0068 0.46 Q 0 +20 0.0107 0.56 VQ 0 +25 0.0155 0.70 VQ 0 +30 0.0207 0.74 VQ ' 0 +35 0 +40 0.0259 0.0312 0.76 0.77 VQ VQ 0 +45 0.0366 0.78 VQ 0 +50 0.0424 0.85 VQ 0 +55 0.0491 0.98 VQ 1+ 0 0.0561 1.01 V Q 1+ 5 0.0627 0.95 VQ 1 +10 0.0684 0.83 VQ 1 +15 0.0740 0.81 VQ 1 +20 0.0794 0.79 VQ 1 +25 .0.0848 0.79 VQ 1 +30 0.0902 0.78 VQ 1 +35 0.0956 0.78 VQ 1 +40 0.1009 0.78 VQ 1 +45 0.1063 0.78 VQ 1+50 0.1122 0.85 VQ 1 +55 0.1189 0.98 VQ 2+ 0 0.1258 1.01 V Q 2+ 5 0.1329 1.02 V Q 2 +10 0,1400 1.03 V Q ' 2 +15 0.1471 1.04 IVQ 2 +20 0.1543 1.04 IVQ 2 +25 0.1614 1.04 IVQ ' 2 +30 2 +35 0.1686 0.1762 1.04 1.11 IVQ IVQ .2 +40 0.1847 1.24 I.VQ 2 +45 0.1934 1.27 IVQ 2 +50 0.2023 1.28 IVQ 2 +55 0.2112 1.29 IVQ J. 3+ 0 0.2201 1.30 IVQ 3+ 5 0.2290 1.30 IVQ 3 +10 0.2380 1.30 IVQ ' 3 +15 0.2469 1.30. IVQ 3 +20 0.2558 1.30 IVQ 3+25 0.2648 1.30 IVQ 3 +30 0.2737 1.30 IVQ 3 +35 0.2827 1.30 IVQ 3 +40 0.2916 1.30 IVQ 3 +45 0.3005 1.30 I Q 3 +50 0.3100 1.37 1 Q 3 +55 0.3203 1.49 I Q 4+ 0 0.3308 1.53 I VQ 4+ 5 4 +10 0.3414 0.3521 1.54 1.55 I VQ I VQ 4 +15 0.3628 1.56 I VQ 4 +20 0.3740 1.63 1 VQ 4 +25 4 +30 0.3861 0.3984 1.75 1.79 I VQ I VQ 4 +35 0.4108 1.80 I VQ. 4 +40 0.4233 1.81 I VQ 4 +45 0.4358 1.81 VQ 4 +50 0.4488 1.89 I Q 4 +55 0.4626 2.01 VQ 5+ 0 0.4767 2.05 I VQ 5+ 5 0.4900 1.92 I Q 5 +10 0.5015 1.68 I Q 5 +15 0.5126 1.62 Q 5 +20 0.5241 1.66 Q 5 +25 0.5362 1.77 I Q it ' 5 +30 0.5486 1.79 Q 5 +35 0.5615 1.87 Q 5 +40 0.5753 2.01 I VQ 5 +45 0.5894 2.04 Q 5 +50 0.6036 2.06 Q 5 +55 0.6178 2.07 Q 6+ 0 6+ 5 0.6321 0.6469 2.07 2.15 Q 6 +10 0.6626 2.27 I Q 6 +15 0.6785 2.31 Q 6 +20 0.6944 2.32 6 +25 0.7105 2.33 Q 6 +30 0.7266 2.33 Q 6 +35 0.7431 2.41 I QV 6 +40 0.7606 2.53 ' 6 +45 0.7782 2.57 I Q 6 +50 0.7960 2.58 I Q 6 +55 0.8139 2.59 I Q •7+ 0 0.8317 2.59 7+ 5 0.8496 2.60 Q 7 +10 0.8675 2.60 Q. 7 +15 0.8854 2.60 QV ' 7 +20 0.9037 2.67 QV 7 +25 0.9230 2.79 QV 7 +30 0.9424 2.83 I QV 7 +35 0.9625 2.91 Q ' 7 +40 0.9834 3.05 Q I 7 +45 1.0047 3.08 Q 7 +50 1.0265 3.17 Q 7 +55 1.0493 3.30 QV 8+ 0 1.0723 3.34 Q i I, 8+ 5 1.0964 3.50 Q 8 +10 1.1223 3.76 Q 8 +15 1.1487 3.83 8 +20 1.1753 3.86 QV 8 +25 1.2020 3.88 QV 8 +30 1.2288 3.89 I QV 8 +35 1.2561 3.96 QQ ' 8 +40 1.2843 4.09 I 8 +45 1.3127 4.12 Q 8 +50 1.3417 4.21 ( QVI 8 +55 1.3716 4.34 QVI ' 9+ 0 1.4017 4.38 QVI 9+ 5 1.4330 4.54 I QI 9 +10 1.4661 4.80 I QI 9 +15 1.4996 4.87 I QV 9 +20 1.5339 4.97 I QV 9 +25 1.5691 5.11 I Q 9 +30 1.6046 5.16 I Q 9 +35 1.6407 5.25 I QV 9 +40 1.6778 5.38 I QV 9 +45 1.7151 5.42 I QV ' 9 +50 9 +55 1.7531 1.7919 5.51 5.64 I IQ IQV 10+ 0 1.8310 5.68 I IQV 10+ 5 1.8668 5.20 Q V 10 +10 1.8966 4.33 V 10 +15 1.9249 4.10 I Q I V 10 +20 1.9524 4.00 I Q I V 10 +25 1.9796 3.94 I Q I V 10 +30 2.0065 3.91 I Q I V �I 10 +35 2.0358 4.25 Q I V 10 +40 2.0694 4.88 QQ +45 10 +50 2.1041 2.1393 5.04 i 5.12 i QQ 10 V 10 +55 2.1749 5.16 V 11+ 0 2.2105 5.18 11+ 5 2.2458 5.12 Q V ' 11 +10 2.2802 5.00 11 +15 2.3144 4.96 QI V I 11 +20 2.3484 4.95 11 +25 2.3825 4.94 QI V 11 +30 2.4164 4.93 QQi I 11 +35 2.4494 4.79 i V I 11 +40 2.4807 4.54 VV 11 +45 2.5115 is 4.47 QQi I 11 +50 2.5426 4.51 11 +55 2.5744 4.62 I Qi V I 12+ 0 2.6065 4.65 QIQ VV 12+ 5 2.6437 5.40 i I 12 +10 2.6900 6.73 Q 12 +15 2.7389 7.10 I I Q V I 12 +20 2.7899 7.40 Q VI 1 ' 12 +25 2.8432 7.74 I I Q VI 12 +30 2.8973 7.86 QQ VI 12 +35 2.9537 8.19 i i 12 +40 12 +45 3.0135 3.0744 8.68 8.83 I I I I Q V Q V 12 +50 3.1366 9.04 I I Q IV I 12 +55 3.2008 9.32 I I Q IV I 13+ 0 3.2656 9.41 Q 13+ 5 3.3353 10.11 i i Q V I 13 +10 3.4129 11.28 f QV 13 +15 3.4929 11.61 I I 13 +20 3.5739 11.77 QV ' 13 +25 3.6556 11.86 I I I QV 13 +30 3.7377 11.92 Q 13 +35 3.8104 10.56 I I IQ V I 13 +40 3.8660 8.08 Q 13 +45 3.9173 7.44 I I Q I V 13 +50 3.9667 7.17 V 13 +55 4.0151 7.03 I I Q I V 14+ 0 4.0630 6.96 Q V 14+ 5 4.1143 7.44 I I Q I V I 14 +10 4.1719 8.37 Q 14 +15 4.2313 8.63 I I Q I V I 14 +20 4.2907 8.62 I I Q I VI 14 +25 4.3491 8.48 I I Q I VI 14 +30 4.4074 8.47 14 +35 14 +40 4.4658 .4.5242 8.48 8.48 I I I Q. I Q I V V 14 +45 4.5827 8.49 I I Q I IV 14 +50 4.6404 8.38 I I Q I IV 14 +55 4.6967 8.17 ' 15+ 0 4.7527 8.13 I I Q I I V 15+ 5 4.8078 8.00 V 15 +10 4.8613 7.77 I I Q I I V 15 +15 4.9145 7.72 V 15 +20 4.9667 7.58 I I Q I I V 15 +25 5.0174 7.36 I I Q I I V 15 +30 5.0677 7.31 I I Q I I V ' 15 +35 5.1144 6.78 I I Q I I V �I 15 +40 5.1549 5.88 15 5.1938 5.65 I IQ I +45 V 15 +50 5.2321 5.56 I I 15 +55 5.2701 5.52 I IQQ V 16+ 0 5.3080 5.50 I IQ I I V 16+ 5 5.3374 4.27 Q 16 +10 2.12 I Q I I I 5.3520 V 16 +15 5.3627 1.55 Q I I I v 16 +20 5.3716 1.30 QQ I I 16 +25 5.3796 1.16 I I V 16 +30 5.3871 1.08 I Q I I I. V 16 +35 5.3937 0.97 Q I I I v 16 +40 5.3995 0.84 IQ I I I V 16 +45 5.4051 0.81 IQ v 16 +50 5.4106 0.79 IQ I I I V 16 +55 5.4160 0.79 IQ v 17+ 0 5.4214 0.78 IQ I I I V 17+ 5 5.4277 0.92 IQ I I I V 17 +10 5.4358 1.17 17 +15 5.4443 1.24 ( Q I I I V 17+20 5.4530 1.27 17 +25 5.4619 1.28 I Q I I I V 17 +30 5.4708 1.29 I Q I I I V 17 +35 5.4797 1.30 17 +40 5.4887 1.30 I Q I I I V 17 +45 5.4976 1.30 17 +50 5.5061 1.23 I Q I I I V 17 +55 5.5136 1.10 18+ 0 5.5210 1.07 I Q I I I V 18+ 5 5.5283 1.05 18 +10 5.5355 1.05 I Q I I I V 18 +15 5.5426 1.04 18 +20 5.5498 1.04 I Q I I I V 18 +25 5.5569 1.04 18 +30 5.5641 1.04 I Q I I I V 18 +35 5.5707 0.97 IQ V 18 +40 5.5765 0.84 IQ I I I V 18 +45 5.5821 0.81 IQ v 18 +50 5.5871 0.72 IQ I I I V 18 +55 5.5911 0.59 Q I I I V 19+ 0 5.5949 0.55 19+ 5 5.5991 0.61 IQ I I V I 19 +10 5.6041 0.72 IQ v 19 +15 5.6093 0..75 IQ I I ( V 19 +20 5.6150 0.83 IQ v 19 +25 5.6217 0.97 IQ I I I V 19 +30 5.6286 1.01 Q 19 +35 5.6352 0.95 IQ I I I V 19 +40 5.6409 0.83 IQ v 19 +45 5.6465 0.81 IQ I I I V 19 +50 5:6515 0.72 Q I I I v 19 +55 5.6555 0.59 IQ 20+ 0 5.6593 0.55 Q I I I V 20+ 5 5.6635 0.61 IQ v 20 +10 5.6685 0.72 IQ I I I V 20 +15 5.6736 0.75 IQ v 20 +20 5.6789 0.76 IQ I I I V 20 +25 5.6842 0.77 Q I I I v 20 +30 5.6896 0.78 Q I I I V 20 +35 5.6949 0.78 Q I I I v 20 +40 5.7003 0.78 IQ I I I V 1 1 ri F 20 +45 5.7056 0.78 IQ 20 +50 5.7105 0.71 IQ 20 +55 5.7145 0.58 IQ 21+ 0 5.7183 0.55 IQ 21+ 5 5.7225 0.61 IQ 21 +10 5.7275 0.72 IQ 21 +15 5.7326 0.75 IQ 21 +20 5.7374 0.69 IQ 21 +25 5.7414 0.58 IQ 21 +30 5.7451 0.55 IQ 21 +35 5.7493 0.61 IQ 21 +40 5.7543 0.72 IQ 21 +45 5.7595 0.75 IQ 21 +50 5.7642 0.69 IQ 21 +55 5.7682 0.58 IQ 22+ 0 5.7719 0.55 IQ 22+ 5 5.7761 0.61 IQ 22 +10 5.7811 0.72 IQ 22 +15 5.7863 0.75 IQ 22 +20 5.7910 0.69 IQ 22 +25 5.7950 0.58 IQ 22 +30 5.7988 0.55 IQ 22 +35 5.8024 0.53 IQ 22 +40 5.8061 0.53 IQ 22 +45 5.8097 0.52 IQ 22 +50 5.8132 0.52 IQ 22 +55 5.8168 0.52 IQ 23+ 0 5.8204 0.52 IQ 23+ 5 5.8240 0.52 IQ 23 +10 5.8275 0.52 IQ 23 +15 5.8311 0.52 IQ 23 +20 5.8347 0.52 IQ 23 +25 5.8383 0.52 IQ 23 +30 5.8418 0.52 IQ 23 +35 5.8454 0.52 IQ 23 +40 5.8490 0.52 IQ 23 +45 5.8526 0.52 IQ 23 +50 5.8562 0.52 IQ 23 +55 5.8597 0.52 IQ 24+ 0 5.8633 0.52 IQ 24+ 5 5.8659 0.38 Q 24 +10 5.8668 0.13 Q 24 +15 5.8672 0.06 Q 24 +20 5.8674 0.03 Q 24 +25 5.8675 0.01 Q 24 +30 ______ - - -- 5.8675 -_ - 0.01 -- - Q V V V V VI VI VI VI VI VI VI V ViV ViV VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI vI. V 1 i Appendix C STREET CAPACITY INVESTIGATIONS 7 8-900 Avenue 47 e 0¢ s E w�Te 208 Lo W6ao4 'd192253 S c H U L 7 z Voile: 760.771 -4013 FAX: 76x771.4073 PLANNERS ENGINEERS SURVEYORS I r; 1 1 1 1 1 1 II IL TYPICAL STREET SECTION R/W I R/W lo, 37' 10, P.U.E. P.U.E. 18.5' 18.5' Qp s� 110 \Wc 00 2.0% �L2 - 0 C�. 37 INTER/OR S TREE T - T YPICA L SECTION (PRIME STREET) NTS 17326 R.&'D A— SO 350 ff bine, CA 92611 =41611191112�ffS C H U LT X V 949- 1-8821 fAL• 939.251-0516 4!(X`ijNlf Rs -s'pidlNEERS SURVEYORS 1.\74900\HYDR0\ST—CAP.*dwq 6/04/08 �I ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine@mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 31434 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- *.ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 NODE NUMBER "X" COORDINATE "Y" COORDINATE * STREET CAPACITY W/ 1 CLEAR TRAFFIC LANE 10.03 I * 5= 0.0050 9.93 3 35.00 9.70 TIME / DATE OFSTUD 09.3106/02/2008 9.67 5 36.87 - ----------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 NODE NUMBER "X" COORDINATE "Y" COORDINATE UY 1 0.00 10.00 2 0.13 9.50 3 2.00 9.67 ' 4 2.01 9.70 5 13.50 9.93 6 18.50 10.03 SUBCHANNEL SLOPE(FEET /FEET) = 0.005000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 ............................................. ............................... SUBCHANNEL FLOW(CFS) = 3.8 SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.99 B SUCHANNEL FLOW VELOCITY(FEET /SEC.) - 1.924 SUBCHANNEL FROUDE NUMBER = 0.882 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 13.48 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.15 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- *.ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 18.50 10.03 I 2 23.50 9.93 3 35.00 9.70 4 35.01 9.67 5 36.87 9.50 6 37.00 10.00 i` SUBCHANNEL SLOPE(FEET /FEET) = 0.005000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 ............................................. ............................... SUBCHANNEL FLOW(CFS) = 3.8 SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.99 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 1.923 SUBCHANNEL FROUDE NUMBER = 0.882 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 13.48 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.15 ----------------------------7----------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 7.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 7.66 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 9.93 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 31434 • STREET CAPACITY, 37' TC TO TC, INTERIOR STREET • S= 0.0050 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE- OF- STUDY�_09:18 06/04/2008 - - -- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE _ �1 1 0.00 10.00 2 0.13 9.50 3 2.00 9.67 4 2.01 9.70 5 18.50 10.03 SUBCHANNEL SLOPE(FEET /FEET) = 0.005000 1 SUBCHANNEL MANNINGS FRICTION FACTOR ............................................. ............................... = 0.015000 SUBCHANNEL FLOW(CFS) = 6.7 SUBCHANNEL FLOW AREA(SQUARE FEET) = SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.06 2.197 SUBCHANNEL FROUDE NUMBER = 0.913 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 17.00 i SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.18 _____________________________________________ _______________________________ _____________________________________________ ________________________ * ENTERED INFORMATION FOR SUBCHANNEL _______ NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 18.50 10.03 2 35.00 9.70 ' 3 35.01 9.67 4 36.87 9.50 5 37.00 10.00 ' SUBCHANNEL SLOPE(FEET /FEET) = 0.005000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 ............................................ ............................... SUBCHANNEL FLOW(CFS) = 6.7 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.06 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.196 SUBCHANNEL FROUDE NUMBER = 0.913 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 17.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.18 ---------------------------------------7------------------------------------ ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED 12.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 13.44 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 10.00 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. �� �� I� I� I� 8 Appendix D:* G 78.900 Awn" 47 . - i rLg g :-b .0 E S E Su1h 208 la Quint CA 92253 S 111:760-771-4013 'S C H U t i i FAX: 760 - 7714073 PiAN i s' i4i' iNEERS SURVEYORS G F. 1 1 1 r MDS 749 -00 1570ct-08 f 1�-!t 1 I .4 \ ` F �''=' �`h{i+ -- h':v �- _"• .y' '3'.h Tentative Tract 31434 x y+r.+se+..ec....t•..vs- , - ..,s -� y .. ce ..tea -re _,:.,.- ,�r,�+ ,� .,v mac: r NWDSRequrgmentMaxwyellPlusDrywellysyste , , peMa„nuf�U.etail�aa � ; �- : Required capacity - .. 5 .gpd .per1000 sf of:pervious surface 5'gpd 11000 s 'Total Larids-caped & Hardscape Tributary Area ( Excl .Ret Basin) 28.6 Ac Onsite pervious % - 50 % Total Onsite pervious area - 501100 x 28.6 Ac 14.3 Ac �v�ax= -r�cr' ro•;cw4•a- lteq.u� red Percolatio "rirapaci �t�14�34�356011�0005 �_15��a �.g.Pd Percolation test rate - Per KB Home Tract 31733 on the east side of this Tract :5 gpd /sf Required drywell sidewall area - 3115 gpd / 5.gpd /sf 623 sf Available sidewall - 13 ft depth d . ell - 13ftx 3.1416 x Eft 245 sf i ' Availabl percolatio'on city pe 13 ftfc1'epth d ,; ejl t 2;45 x 5 � '�L� ""1';223' 9Pd Use 4IIAazwetle1 �.:z _ 9P 5,q CLC : 3 6M� �� cVSY Q The MaxWell'' Plus Drainage System Detail And Specifications w Wwt_ Q ZQ..Z x U ' O z_ J x w I- Y w _ y Q _j L9 X ?_ a' O ITEM NUMBERS 1. MANHOLE CONE -MODIFIED FLAT BOTTOM. t _O Ti CHAMBER SEPARATION O N a 19 5 2 18 4 X "0 3 21 17 1 6 n_ 23 0 0 {~ The _... ..f.. - •"'�' 8 � � tit M&Well °Plus W Manufactured and Installed by ,i i '. !, w vi TORRENT RESOURCES = 9 w m An evolution of McGuckin Drilling w ) ' a aI www.torrentresources.corn x ARZONA 6021268.07&5 3 X i 10 v a NEVADA 702!36 8-1234 j. I CALIFORNIA 661947.9836 0 j Z O cc I . 7 Z- 2. STABIUZED BACKFILL - COMPACTED NATIVE IN LANDSCAPED AREAS, 1 SACK SLURRY IN PAVEMENT. - -3. BOLTED RING & GRATEICOVER - DIAMETER AS SHOWN. CLEAN CAST IRON WITH WORDING "STORM WATER ONLY" IN RAISED LETTERS. l BOLTED IN 2 LOCATIONS AND SECURED TO CONE WITH MORTAR. RIM ! ELEVATION t0.02r OF PLANS. 4. GRADED BASIN OR PAVING (BY OTHERS). 5. COMPACTED BASE MATERIAL (BY OTHERS). 6. PUREFLOTM DEBRIS SHIELD - ROLLED 16 GA. STEEL X 24' LENGTH WITH VENTED ANTI- SIPHON AND INTERNAL .265" MAX. SWO FLATTENED EXPANDED STEEL SCREEN X 12' LENGTH. FUSION BONDED EPDXY COATED. 7. PRE -CAST LINER - 4000 PSI CONCRETE 48" ID. X 54" OD. CENTER IN HOLE AND ALIGN SECTIONS TO MAXIMIZE BEARING SURFACE. 8. MIN. 6'0 DRILLED SHAFT. 9. SUPPORT BRACKET - FORMED 12 GA. STEEL. FUSION BONDED EPDXY COATED. 10. OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE SEAL. 11. DRAINAGE PIPE - ADS HIGHWAY GRADE WITH TRI =A COUPLER. SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING OR BREAKAGE. DIAMETER AS NOTED. 12. BASE SEAL - GEOTEXTILE, POLY LINER OR CONCRETE SLURRY. 13. ROCK - CLEAN AND WASHED, SIZED BETWEEN 3/8" AND 1 -1/2" TO BEST COMPLEMENT SOIL CONDITIONS. 14. FLOFASTTM DRAINAGE SCREEN - SCH. 40 PVC 0.120° SLOTTED WELL SCREEN WITH 32 SLOTS PER ROWIFT. DIAMETER VARIES 96" OVERALL LENGTH WITH TRI -B COUPLER. 15. MIN. 4' 0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE SOILS. 1 o. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE - TO BE REMOVED BY CUSTOMER AT PROJECT COMPLETION. . O v O J i aI 17. ABSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 Ord CAPACITY. p N 18. CONNECTOR PIPE - 4" 0 SCH. 40 PVC. 19. VENTED ANTI - SIPHON INTAKE WITH FLOW REGULATOR. C 20. INTAKE SCREEN - SCH. 40 PVC 0.120' MODIFIED SLOTTED WELL SCR9N WITH 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI-C END'D CAP. c 0 21. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREAS% PRIMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO E MAINTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE v OVERFLOW. o 0 22. OPTIONAL INLET PIPE (BY OTHERS). U 23. MOISTURE MEMBRANE - 6 MIL PLASTIC. PLACE SECURELY AGAINST ECCENTRIC CONE AND HOLE SIDEWALL USED IN LIEU OF SLURRY IN LANDSCAPED AREAS. I Uj .. °: a ���, i'•� :/. /.: 0. • .w . LU j • °o : :� '• a' ^':� AZ U. R00070465 A. R00047067 B-4. ADWR363 CA Lie, 528080. C-42. HAL • O v O J i aI 17. ABSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 Ord CAPACITY. p N 18. CONNECTOR PIPE - 4" 0 SCH. 40 PVC. 19. VENTED ANTI - SIPHON INTAKE WITH FLOW REGULATOR. C 20. INTAKE SCREEN - SCH. 40 PVC 0.120' MODIFIED SLOTTED WELL SCR9N WITH 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI-C END'D CAP. c 0 21. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREAS% PRIMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO E MAINTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE v OVERFLOW. o 0 22. OPTIONAL INLET PIPE (BY OTHERS). U 23. MOISTURE MEMBRANE - 6 MIL PLASTIC. PLACE SECURELY AGAINST ECCENTRIC CONE AND HOLE SIDEWALL USED IN LIEU OF SLURRY IN LANDSCAPED AREAS. A 1- ' REPORT OF PERCOLATION TESTING PROPOSED RESIDENTIAL SUBDIVISIONS i TENTATIVE TRACT NOS. 31732 & 31733 SOUTHEAST CORNER OF MONROE STREET AND AVENUE 60 LA QUINTA AREA OF RIVERSIDE COUNTY, CALIFORNIA it PROJECT NO.: 504 -A05 REPORT NO.: 4 June 2, 2005 SUBMITTED TO: KB HOME 41 -517 GORE STREET INDIO, CA 92201 PREPARED BY: HILLTOP GEOTECHNICAL, INC. ' 786 SOUTH GIFFORD AVENUE SAN BERNARDINO, CA- 92408 r 1' IkILLTOP GEOTECHNICAL INCORPORATED F June 2, 2005 ' KB Home 41 -517 Gore Street Indio, CA 92201 1 i 786 S. GIFFORD AVENUE - SAN BERNARDINO - CALIFORNIA 92408 hilltopgphgeotech_com - FAX 909 - 890 -9055 - 909 - 890 -9079 Project No.: 504 -A05 Report No.: 4 Attention: Mr. Dave Twedt Subject: Report of Percolation Testing, Proposed Residential Subdivisions, Tentative Tract Nos, 31732 & 31733, Southeast Corner of Monroe Street and Avenue 60, La Quinta Area of Riverside County, California. In accordance with your request, we have completed percolation testing for the subject site. This testing was performed;_.. general accordance with the procedures established by the Riverside...; artmerit of Environmental Health. Are port of our r� F .j: p findings is i c�d� 5 se ' Fes_ 's We appreciate the opportunity. co �� jct u s"ve an questions, please call this o o y Respectfully submitte +._. •v = -3111 3j } HILLTOP GEO " C. :Pft I�f M% . .,': °i: t yr, e '�� ` - '�%' � - I t � »tN .k- 'o- , . •x . c r Ma � 'EG No. 1623 � E �� , .'�r r.6�1#:�. "•r {zF ''t y. �.,+.H' o ^ ,�..+: `� a• haad•tr�'..:.yy '�U' Nv.Fycr< 4 N F..✓' '+'`6� 4y L`L a+'' �3�"�s 'z S, v.� r;l .s x it '1• _ ..Y� ✓ i k�• c� � y gar � a t r ,r �, '� �.�,�! -�� kz dt F s 1 Y`a��*.•r'. ¢l- a..i441t+ �'CAh� c C ~'`1 '. �. c3 S ni ��' 3. '�`� �l' �.�'� ��'d�•r{'aY �•k- (' � y -, -�. �t.t f z i•'j $ 1 k - �' w �'.r' 6 f i- Fc7r1 Jr t, m j..r�' ,,:a r n• ���. � �. r �z.�'_� �c'��i� 4 �if`.uy. '$�-,. f$ x'.'� p 1��/r3 L i �?.h. SH /ealn �� 3 xAT Sc `� f 3 , ti% <a`�P c``�' -`�' r.r5,�5 s +° i �!'ic �2.�a'r r 1Stl'1'b1_1t1011: ,r( u t S t a l izt ri 2a+ s 1 k Ncf 0 �e Y e x� REPORT OF PERCOLATION TESTING PROPOSED RESIDENTIAL SUBDIVISIONS TENTATIVE TRACT NOS. 31732 & 31733 SOUTHEAST CORNER OF MONROE STREET AND AVENUE 60 LA QUINTA AREA OF RIVERSIDE COUNTY, CALIFORNIA Location of the Proposed Retention Basins The project site is located at the southeast corner of the Monroe Street and Avenue 60 in the La Quinta area of Riverside County, California. The subject property is bounded by Monroe Street to the west, Avenue 60 to the north, Avenue 61 to the south, and a dirt road to the east, The approximate location of the site is shown on the . "Site Location Map,' Figure No. 1. ' Location of Exploratory Borings and Percolation Tests The percolation test boring locations were located within the proposed retention basin areas. The proposed retention basin locations and approximate percolation tes t loca t ions a r e sho wn on th `Ex 1 r t ory Excavation Location Plan , ' Plate Nos. Ila and lb. Soil Characteristics of the Subject Site • The soil characteristics for the subject site are defined as favorable. • Ideal soil conditions are anticipated for the on -site, retention basins. i There was no visible evidence of shallow groundwater or impervious bedrock materials. ' • Tests erformed agreed with the visual evidence. P �' • The natural slope of the ground surface in the recharge basin area is less than a 2.0 percent gradient. IHILLTOP GEOTECHNICAL, INC. r 504 -A05.4 June 2, 2005 Number of Exploratory Borings Page 2 • Five (5) percolation test borings were drilled in the proposed retention basin areas. • The materials underlying the subject site consisted of native fine sandy silts (ML), sandy clays (CL), silty fine sands (SM), silty fine to medium sands (SM), and slightly silty fine to medium sands (SP /SM) The soil was generally dry near the surface and moist below the surface, with medium dense consistency. Drilling was generally non - problematic and all five borings were drilled to the depths of 5 to10 feet below the surface. Soil Profile • The soils encountered in the exploratory borings in the recharge basin area are described as.fine sandy silts , sandy clays , silty fine sands , silty fine to medium sands, and slightly silty fine to medium sands • No low permeability layers were observed. • The Lake deposits in the exploratory borings were classified in general accordance with the Unified Soil Classification System as CL, ML, SM, and SP /SM. • No roots were noted in our exploratory boring / percolation test holes. • There were no wet or saturated soil encountered in the subsurface exploration borings. • No groundwater was encountered within our percolation test borings. Percolation Testing Procedures Test Borings: • The exploratory borings were performed by using a truck - mounted drill rig equipped with 8 -inch outside diameter, hollow stem augers: The exploratory excavations were drilled to approximately 5 to 10 feet below the existing ground surface. The bottoms of the borings were in natural, undisturbed soil. HILLTOP GEOTECHNICAL, INC. L , -7 504 -A05.4 June 2, 2005 Page 3 • Slotted and screened PVC pipe 3.25- inches in diameter was installed in the boring excavation through the center of the hollow stem auger prior to removal of the augers. • Minimal caving was noted around the slotted pipe soils upon removal of the augers. Percolation Measurement: • Testing was performed on May 20, 2005. • Water was placed into each boring to a level equal to the ground surface. Approximately 30- minute readings were taken for a period of 6 hours in tests P -1 through P -4. Five minute readings were taken for a period of 1 hour in test P -5, because water levels were dropping too quickly for 30- minute readings. Calculations were based on reading intervals for each percolation test boring. Percolation Test Results Detailed percolation test results, in general accordance with the procedures established by the Riverside County Department of Environmental Health, are included in Appendix `A' as Plate Nos. 2 through 6. Following are tabulated results of the percolation testing: Percolation Test Results HILLTOP GEOTECHNICAL, INC. AVERAGE PERCOLATION BOTTOM OF PERCOLATION TEST BORING TEST SOIL RATE NO. DEPTH(ft.) CLASSIFICATION (gallons /square feet/day) P -1 10 SM 5.2 P -2 10 SM 12.2 P -3 5 SM 2.3 HILLTOP GEOTECHNICAL, INC. r; 1 1 504 -A05.4 June 2, 2005 Page 4 The soils within'the test borings were observed to be quaternary lake deposits that were classified in general accordance with the Uniform Soils Classification system as fine sandy silts (ML), sandy clays (CL), silty fine sands (SM), silty fine to medium sands (SM), and slightly silty fine to medium sands (SP /SM). No groundwater or impermeable layers were encountered in any test borings. The test borings were drilled using an 8 -inch diameter auger. Minimal caving around the 3.25 -inch diameter slotted PVC pipe was noted when removing the augers. Gravel packing was not necessary due to the relatively firm soils within the borings. Moderate seepage rates were obtained in tests P -1, P -3 and P -4, and fast rates were obtained in tests P -2 and P -5. The large variation in rates is a direct result of the varying soil types on site. The varying soil types are typical for lacustrine type depositional environments and should be considered when choosing a rate. RETENTION BASIN RECOMMENDATIONS Caution should be used in determining a percolation rate for. the proposed retention basin. Eventual siltation can drastically reduce the percolation. rate over time. We recommend that suitable methods to prevent siltation be incorporated in the project design. HILLTOP GEOTECHNICAL, INC AVERAGE PERCOLATION BOTTOM OF PERCOLATION TEST BORING TEST SOIL RATE NO. DEPTH(ft.) CLASSIFICATION (gallons /square feet/day) P -4 5 SM 5.3 P -5 7.5 SP /SM 33.0 Page 4 The soils within'the test borings were observed to be quaternary lake deposits that were classified in general accordance with the Uniform Soils Classification system as fine sandy silts (ML), sandy clays (CL), silty fine sands (SM), silty fine to medium sands (SM), and slightly silty fine to medium sands (SP /SM). No groundwater or impermeable layers were encountered in any test borings. The test borings were drilled using an 8 -inch diameter auger. Minimal caving around the 3.25 -inch diameter slotted PVC pipe was noted when removing the augers. Gravel packing was not necessary due to the relatively firm soils within the borings. Moderate seepage rates were obtained in tests P -1, P -3 and P -4, and fast rates were obtained in tests P -2 and P -5. The large variation in rates is a direct result of the varying soil types on site. The varying soil types are typical for lacustrine type depositional environments and should be considered when choosing a rate. RETENTION BASIN RECOMMENDATIONS Caution should be used in determining a percolation rate for. the proposed retention basin. Eventual siltation can drastically reduce the percolation. rate over time. We recommend that suitable methods to prevent siltation be incorporated in the project design. HILLTOP GEOTECHNICAL, INC 504 -A05.4 June 2, 2005 Page 5 CLOSURE Findings of this report were prepared in accordance with generally accepted professional engineering principles and practice in the field of soil mechanics. The conclusions are based on results of field exploration and testing combined with interpolation of soil conditions between exploratory borings. If conditions are encountered during construction that appear to be different than those indicated by this report, this firm should be notified. HILLTOP GEOTECHNICAL, INC. 1 1 fi 1 1 1 1 1 1 1 1' 1 'erg Reference: MDS Consulting, Signed on May 12, 2004 with no revisions, Tentative Tract Map No. 31732, Scale l'--60', Sheet 1 of 1. LEGEND P-2 Approximate Location of Percolation Test QI Quaternary Lake Deposits Scale I"= 200' . L wz P.r •.' z�l Reference: MDS Consulting, Undated with no revisions, Tentative Tract Map No. 31733, Scale 1'=60', Sheet I of 1. LEGEND P-5 Approximate Location of Percolation Test Ql Quaternary Lake Deposits Scale 1"t 200" EXPLORATORY EXCAVATION LOCATION PLAN By: fISH Date: 06/05 HILLTOP GOOMMOBCAL Project N6.: 504-A05.4 Plate No.: lb ORD 17 It Q20 21' it URL WO .J 32 -4 '4Z R Reference: MDS Consulting, Undated with no revisions, Tentative Tract Map No. 31733, Scale 1'=60', Sheet I of 1. LEGEND P-5 Approximate Location of Percolation Test Ql Quaternary Lake Deposits Scale 1"t 200" EXPLORATORY EXCAVATION LOCATION PLAN By: fISH Date: 06/05 HILLTOP GOOMMOBCAL Project N6.: 504-A05.4 Plate No.: lb WO .J 32 '4Z Reference: MDS Consulting, Undated with no revisions, Tentative Tract Map No. 31733, Scale 1'=60', Sheet I of 1. LEGEND P-5 Approximate Location of Percolation Test Ql Quaternary Lake Deposits Scale 1"t 200" EXPLORATORY EXCAVATION LOCATION PLAN By: fISH Date: 06/05 HILLTOP GOOMMOBCAL Project N6.: 504-A05.4 Plate No.: lb �I � s REFERENCES 11 Appendix E .� � ,m 0 R s I 78.900 Avenue 47 Suite 208 Ln Quiko, CA 92253 q S CHULTZ Voice: 760-7714013 FAX: 7W771-4073 A— N EE RS SURVEYORS V I - PRECIPITATION: �II �7 I Storm Duration Rainfall Reading from Riverside County Flood Control Chart Plate D-4 & Plate E -5 2 Year Storm (Inch) 100 Year Storm (Inch) - 1 Hr 0.5 1.9 3 Hr 0.7 2.5 6 Hr 1.0 3.0 24 Hr 1.6 3.75 CAWSPG1 \31434 \PRECIPITATION. DOC 6/3/2008 0 v ^ ♦ , < c . c 1 RAINFALL INTENSITY- INCHES CATHEDRAL CITY] I CHERRY VALLEY DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 6 7 8 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 2.77 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 DURATION FREQUENCY z 6 2.96 4.53 10 100 4.21 � rn 5 3.65 c z 3.30 4.97 7 3.03 4.56 8 2.82 _U 9 2.64 3.97 10 D 3.75 11 2.36 3.56 12 2.25 3.39 0 2.16 3.25 0 D r 15 1.99 3.00 16 1.92 c 50 1.86 2.80 18 1.80 2.71 19 1.75 2.64 20 D D 22 C7 2.43 24 1.54 2.32 26 1.47 2.22 % 1.41 0 30 1.36 2.05 z 1.31 N 34 1.27 1.91 O 1.23 1.85 38 -w 1.80 40 1.16 CO 45 1.09 1.64 1 RAINFALL INTENSITY- INCHES CATHEDRAL CITY] I CHERRY VALLEY DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 6 7 8 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 2.77 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 DURATION FREQUENCY MINUTES 6 2.96 4.53 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 28 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 .98 1.47 60 .93 1.40 65 .89 1.34 70 .85 1.29 75 .82 1.24 80 .79 1.20 85 .77 1416 SLOPE _ .550 PER HOUR CORONA I DESERT HOT SPRINGS DURATION FREQUENCY MINUTES 6 2.96 4.53 10 100 4.21 YEAR YEAR 5 3.10 4.78 6 2.84 4.38 7 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 2.62 16 1.77 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 2.17 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 i.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 DURATION FREQUENCY MINUTES 6 2.96 4.53 10 100 4.21 YEAR YEAR 5 4.39 6.76 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 2409 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 .91 1.41 80 .88 1.35 85 485 1.31 SLOPE _ .580 ELSINORE - WILDOMAR DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 3.23 4.94 6 2.96 4.53 7 2.75 4.21 8 2.58 3.95 9 2.44 3.73 10 2.32 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 1.75 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 1.27 SLOPE _ .480 4 1 ir RUNOFF INDEX NUMBERS.OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Soil Group A B C D Cover (2) NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81* Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good' 32 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C 5 W C C RUNOFF INDEX NUMBERS FOR HYDROLOGY NIA NUAL PERVIOUS AREA PLATE D -5.5 0.of 2) ACTUAL, IMPERVIOUS COVER Recommended Value Land Use (1) Range- Percent For Average Conditions� - -Percent ( 2 Natural or Agriculture 0 - 10 Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. (-� Acre) Lots 30 - 45 40 7,200 - 10,000 S: F. Lots 45 - 55 50 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown ' 801-100 cD Business or Industrial Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices. should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. RCFC a WCD HYDROLOGY J A NUAL IMPERVIOUS COVER FOR DEVELOPED AREAS PLATE D -5.6 E- 5- -'R6E RBE ­IN TT K� T- Fw� 7T�fl ll!t - —'7'; -7n l-, oc I'll 4 Ow �_` • M Z �q "wo-N U M-1 w -tli A' j 7- R,vEPWE r iii :E s?p 7z 7 3 7 -.7 2.S J. _7 I o7 LK; - 71? L-4- — — - - — - .*.-;;4 .. 'I" I L Y "tg—, - llah n 7 F 2- i , IV Xl: T f u vit • jj m--xpr. A C I J jr5 Ar7— r Jw av Nit I c At: es P.i. D. 7� f'—TK mc Y L 10, AV- P., F-D 4, cam- B C4i -43�-_& T,*L'J IT J A r 3: 53 • A % u y L 30 0 -1. .4 774 • -V--` . x, 1':3 L. 7S t4b �11 )XI X 19 is r ca %4 3 ol. �Y 7* Ir - m,- j. L I- . . - . !i,: j, AEC fz=''-,i/ ........... r -1 - P(:c —GA 77 _., RIVERSIDE COUNTY FLOOD CON tz_ 7 o .77 A N D WATER CONSERVATION DISTRICT 31 A. 1; -7w . �jf - F F 7 sk, 100-YEAR-1 HOUR ,A r j • Ls, PRECIPITATION. vp., I c s ♦. 7 P 6 W W f'� � e +.t` <. /1tf fllr,Y,.� ""':r•Y /?r�,,�'r`gr'���"""yyy��'•k`_�.vt ��V "� a.� �f {;',ryit''^�'• i :.'r rJb ',t;' , %'/ �v'�Q'�1 %' ., ✓1.� �,7•: 4�li�r :Z>�" ',.•'',!i<v ^\�', .4 ^L '} ��. f.'' r�,. l�}'• aP � !' ,�:: !>tr� a •S !' - .. ., ,! ,/ `� `d =�,; ill",t � `• ,' niMAh."� (r r n � � ,,it f,v,,, _ � ,S a `r.. p i `'� I i •r r °'t �!i `; a. r11 1�' "�+'la�•_�� -_-'� �' ,�, �' !' � .. r tvu:.r� ,. •` !{�. 5 i " _ ,, �% • , •� ! � � �, ' +r ..: % t ) t rlrr; ,: Q:1' � � �';� t ry 1 ; it }r.. • , d' Fti ' y � ''`L 1 �i v :n Ip: ` /j•, �� ,• !�; ;,�' tw1``17i: -, T '�., 'k :J' � '' � � r K. •~ •�. .Y+ 1: .� �,, Y,r •.�'*, rl, �7.0 ' ^�':7� ' .._ .., f. i• '1. y, ,(,' 1 O •d; '- "i �i •�� ,���r' r '`�'1; :!!;r:,,, r , ,,J} 1 ;,i %' '�' ,'��i11,�` 1 L.''• •r�! .. .: � ,t' n �T,l xp ^y � ;.}7 'L:•} ••� ;: ••,.�.,, to r i �,, t. r '� '. a,p d '� ' 'lii '- �•" �� d r 1:N IA y�i, ^ r MZ''� C.1 " %'�' r• i,�l'• 1 • ,i-r L' .� 'J'; r �.a � ' i•'! f : "., : �, �',i'•7 G'r u �. �{ r r i '�. •�,. :,' ,r"�y tip,' ., :r. �i •., , ;;:� t :,. :k''�br .��'',. ;,� °t,Jw,.•�:L\ i�,,., .i•,' '; `rr•1r •sVt •i.' '}off.' .n 4, P.• ;h� �� i. t' fi } iTp%' J' f,'i,' • ?r,r ,•�, :'.. } ' '�,, •}S`r/J7�. •' r � � I �i�• i•ir- ' '''r � ,i ::1 ...) t• '�..= . � f l .1 'r {rt1.. "i I/' ' l� . "' ?l '�'.. ,., r'E 1 r r'- ..0 _ • t? ' taS+ ,. , {'+J i j ".Fry! , 4• ' 4 1',:i 'Y�i,'', t% 1" �il'�r ..t•,:r ..f' ;t: '`�� _ , j.(.�`). . {.:;'���r, �� •, ..'�•- .,. ! ` , ')(;t',.,:•�'.�,d'I}Q7{{�'{ i17•;, y�A {:, '�1'., ,• 'r•1;�?• t trf i'• a •. : , .,/f ,. ,�;S E � 1I :•1 . N J_ j•',} '�c�i,j .Ilt �,/.' •,,,, -' 1l� "` '�Jl i' ,, ; ?�• �,. ,', .,•�' . ,�tr` - -tit. ,, .�• '1'r ,il >,` 17 ' t �: '�: L_ w ,,. �` 3 •� f{ ✓.:i }..{,vs1,r �� - li�.t /�. t- i. ,('� / / ✓fa,�''�s; tir /• ,rv,,��,rlla• '- $ B'7 •�'�• •�'.c�° r -j�✓�,�/1/i� � %r�, t��� ° ,',./ �. - :fi,. :i ,%.,i ,` ! ..Y � \.. t -.c ".'l /� �%..•� "i "�',I� .r , '�: k�, k'°y • / rl' •. }..>,y ,: 1r �`� .x. ,i•C•�i:ri.,`� i r , i' - : n �`' 1r 1, � 3 ,- � ,��,. �:. ice. `.,•1, -'z .4 .S< 'i �'•' •l ✓r' c. 1 A f .1• ✓,. � � r ' 2 ; �� �r�7^;�ay�,;�'- ;`'>r7 u > r C w ,,,7r'rr•.. ri,1'.',' '. .:, V� K - - i � q W, " +.x. •r,• k•,r;ll \ :` '', %{ !,` •±• to .. Y1y r ..: ;;,'C -,i a ' , ` "�{'y -L ' r k�/ t'� r i $ ti ' ' j, j � i "L[' v( r ,� y'� ?., r}'. .r S ;�!�:�` r,- y.�!✓.„ e..� �Li, ^• t�''!�: �� •r '',J. i? i I l �„�� i ;j': ;•9 ,�. .'��,� )1,• :, ri-`; ''- �.f 1 I t fir., !:r �-}, � '�'%�i :% �,!}: '�i � ';1' �;!, .:1 �, � •` -•�}1•I I,! -< i%`� }� '�'. -i P l(:'!'�fi� ! .•1! > i. '9 � r' 1 1'r%;' jjr •i � ,,Sf: 'r11 •,�� � 'a•I ,t < _ �1', ° `.j. � / ` ' % �!'•�;KJ, �� > -�•' _ . `n', ,yJ ., ys�/- fl;'�`�',•• t)t ,l'� - � .0 < . ` '' ` ~� •� .��'..� ,� �,�.:,• ='• ;.Primp.. ,,Nt•' u } /t'r.il �Ir� } +, ,.y l' `! ; '' ♦r ,} c J r `• r'-T ` °- I'i' ;, � , - ' % l" �'.• 3', r'? .yl'�:..E .rn o.. •' }o. < �' i ��- r E y;:' . rM.t ''1 z J. '�, .j3r �) +.^ �', ,1 /',, fit. •I �If r /, .,, �.S .. r nPJ.. ., i }' �; -..ri c �'-r < + }J , Ji., (m a� a '1C � �' , V ','•j�• n. � •)• �r+�. r �f �' t `� i� Y.,:r., \ts. ' dam. r Y i� : t` .1 ' r g.: ;,� -,•;j r+ 'r,. - , Xr ;li, i ... [, �f`._i:,�•I :!;+ ,., .`y�.., ��i ,J t ,f.�' , L''7!• r �,�'. °Si :' j }'- •1. n a.f' 1 t r� > ,r .o l \ •r: i �� �, h• r r.< , }I }, n: •I.i.,f •r t 1. ,�y•. ',''.�"f"t� / q ` .' •�1 :.r� ,, r _ {� I%�� �Y .`� 4, rt�;, `�`:.i � j', .,, '��b��ll'8'11 I •• � f.::'.''',1 c '},,�, •«.��.r 1 � # ,, .i'1 'fir I, 'L r• dy(s'J. i r V ��>;'�'R "J .ftiiy 'r`, E'1 ' •,�± . / � `' � ' r� � _ •i. •(, .<� r•'VI'r ; e .. I ' A r' ''/'` .,y �' ' D ^ j� }l.. •. f ' l , y' , •.T.= 1Jz":J t rr'1 li' . / r. r• , .,v i ,. ''r - `' 6 �ri•r :. ° r 1 • � /R } ''• �� ` � --�-. C � � � ',.' � S i Z S it ry • <,'�:' � �; . r .'%1 ! fj�� - 7 ' y ;t ,�.1 , �" ;a r 'r;, "+ i ( oG. 'll�!• '{ "�,,',1f {', "•'� •t o 1'f''• Jt�T � ,•,r tih „J'• ° - '�1; J�.'; ! ,�.'4Jr rv:l( :,'� ';•IlL `y_' : r � ,..,•, 0.., �,.. �� Z' Li; try i � i .r, t •R ;f ' JLiJ• ,'�-• } ' 'Ji- C' •;or,J` ,. >...f,� • r,',}r.tj'. � .. �t.G S•��.,"i- �- '.r.t. � �,9.} J i( _ �'t ,i r � ^;.f” '�'�-- `�t', t.l`•f �6 'S:l.�y Y` 1 .r `� �'ifr ry tR .� r„Z- may, ';� , ✓,, ,.' '� ` a : / 1 �.. t - L/- ' r. ; h �` °' ,v y'� :' i c•,c,- ,�,;f. � `'r,,$ '.=. t L �.. _ i '< %!' • � .s` Y '�' f'•} � •< , y`, 1 - J ',,qir °' "K ��; r � :. , 'f. 'J: t' f '' ;I p1 }.." �'sl. t' l'. a ?,• I y 1 /g I!: ,r• L '/ 1 "� i• .r`,t ( S 1. ,r; r 'r •,fir //�� � l� - f 1, . \ 'tf,•: .a. +( ' � , tl< +i i,, .:'G'' ''� t� s y,�,1,iY t'� t '' n' i_! ` �s:` :: I- ,r :�., >. :QS• ' /Cr '�`i �..,c' =i ; /. /,�•r,. gf ! .�r (.'?`;- J; d t r• :3.j, t �•� � } `i'•- �`t -� .�, . r ,�� IH I• . "r . j,1 �, r t�Ur �:.r / /, •i'� i J:�' 'I'•'r '✓ ., { 't •,l'. t ,:: �i�4' ,fr'ta't5� �t�r s+r .t �'v�:`!. 3' Tfr' ryi:�':�} ,r' ��y�f, �}`; :J :1 •j+, .,:j`,��' ,S ��I,,. A/ "'� -f �, }� .. �b1 •� �.` Y � :•f.}'S�•�` 1• 1„ ,, /r• .fl; i.� un ,<:l .': y'" \n .r' '� '/ r 5+ ^r ?J `t, ''f ♦ ✓' ��• �,i•...�' i _ j' „,. 'l+`•.',la; 6^l!I ' ,L' i 2ka'�: /1: �' ..�'(` l • <f. l M...., z rr - 1 !s_' (i r� �'` ✓ t ���.,�i.,,��.k!/ �j•..,/ti •1, l71 /: e/ pti{. `\ 'k /''jl .' ri � r•..,. �i` 1,1° ,� :1,, •, i.y.- :Y'' l''/ 1,✓ "r:e�;., i .; }, i. � :r.l .r� Nr ,:• / 114 },..i '1. .3 -t"I' •, Ja Js�'I: - it ,', `(•Je rJ. + :r''. ,� y: ��� r ( r a 1 ` s (? � *'�. i' "�'�I ,,`�')4 (�'./'� �r•� Z 'J' !' ;�!'• 1,I..�r,+ � c;� � ,c. �,( I'1t. �si 'iT r /'rr.t,.: �1y "�•,00 .a..,,«yl' J :��l•;,�('." '-, �x1• �J L: ( '•'-Q^�" .,,4 � '�' "iX'', / •J:;y':•' g ,. '�'P •(y[,:c Yj'ipl �• \r� . "rs�,�r,,` �'�+{,( �-'J '1+ \ '>r R� rj -, �" \art � } irY i. C "r'S, rIV. `.t" � 9'•• `1 \ n'r ^•`. f' r� :4'�'• 3��;1 iIl'4r rr ii,;r,: r /{f 'r •IS. 'i i. ( '1,i,K!!;� A, nj� +'`. •'r:•• f1 � • , :,TS^�•�. �}, et' J ,j.L..'i., fvl' it' 1 7 i •-Y� i`��, .` :,�'.<,•'4J��,r •'' .., �fi'ir1, „��r r, ;` '. II W6 SD . ° 1. •;�{41hy: � o¢R',!. } : t '�" y : ( rr'r P' (: '�•�t` _ .. 1 'l_ ' l;iyr..;• ,. ,;;}., :y ) ' '(S• ,� I• • �� ' ,• r• �� � 't ,L:I�� .: L,, ..t• � }•j 5i �j =� •�1 �:. < o � r i ..� +�,'r.:t: 'Y•r -7 ;r',g sl ,/ 1 rl r� ./' .n ,r, p�r' 1'�• r' ¢ RNd 6 Y ri�','�' � '[; �'• .•� t .;1 ' i'' } l S,r• .. �%.�i ?} r , -. ', i, i •� .. '' y �; y } },:•,: }.. 5 ;`,fit ,fir, .;y '1 'Fk ,>,r �'i/;i1rJry�r -, f�AC1 _`!%r't; ?,,, ' ..di J.°r- +?tfi;.t '' ./i �:7'!i {�; ;r r ° "�Y�^1;1:'.`T• r.r'•, ;{,,_!, '�t. t�� I,;•J,y ,.t' Y •' ,.;rr,,tlr ,�/"I `"!�',ff ..,�, }Sr :b. / ".?t�" ^ii '��NIOr.Akt.�,.r '•' d �y ri .'T r.,' ' ��t�}'�• i�' ;q �- �• �.t,. J) r., �' f fG )�. rj /'!�'t ") ., 1 ,. `' �• .a, .1. t h f, \`:Y. ' y, :.C., }:0 '• ..,�- (.!(� ., .'r�` y m !' t� ,h ' r.���•r','T�•( -�•( ;L ,, Y� " 't; •,�,•' %<, � _ (,. /`'Lr -r7 'Y(1f (ri',�d: 't '.,4'�''�vi 1�Jt. �''�'= '•il�t, `i' o ! �` Y, ! +`r � . i „ '� . ' r . r .+ � f � - ' j `.': ,.ii 2 ✓. � r. �'fj . ..,F, )� '.�� : ft , ;'C' „1'•I��'��r � ,�, :- ,J1 �; ./ � �';�,.• F ,' I� .il•„�,r^ 1 „rit�r /�!1`�• / >/ 'C' ••r�•;';>! �' ii ( r ti j� i '''�)• • , r�. (( .iM ;. Z 1 1.b,' , r ' `tii'.:.T'` ,,�.,�'` +.' :•! r' ^ `(4; ” '� ,�i+ >4- 'I -�. = .,.'`r' r \” "'r t e <!1 % ?i., t f ! ,, - r` 4.' v I h, ! ' •,.' N 1' (•'},N'r .% 0"'.Z. �F' r;vA',t ,' ? ?,. 7'!• (3, r.' i . .l ! tf , ,f. ,4.,{f'�. �-J `.S •.,,` j ? s �r--��. %j<} t ��I' r 5 1 ,/ J ,�,:1,•.p` Jr, r-1 r�': e �� j � `...,,,_'•`•',::�� �'` ., }..: y -, s< /� •r (1.:r., r;,r•�( j,, {(•��,.� � s'r.c,.:';• i ,_ —t+t .� •1. � ;�'}j�,ri' r• "•r '�w 'r.. '1,• "''i rt {,.', � - f'"'1' ,:,y>�="�'�I °/: uW,,:`y4f,,� ;(,r:. %F��,J �� v- ri% =;Jf. ;,r .�. ✓' -i.� /S, C..ar�' �,�. �, rt'^ ;�.:::. '` t�t'o•y*,f� �>r '��-S''` <� o. -� i'? 'Jr '�� �i���''�'�'' �, r .fi %. ) i "•!t ;f•� r'- tW �r.' _ �9:' '7TTS" ,, ",.r',• t ' + {8t. :YID "j' , d. .. < 1 • i J i ,;�%/ r„r �,j <,` _ -- w;;, -< _ �r u l",. 'y :Y� r •' �• .% ` ✓. _r t� f,• ,'1', y' 7 + ":' i' 1 ,1 .f .,f�rf tf, �1t1� l:i lf�'{ /'t7;:t" ��rL w 'l �" 3•'1��. -.-`t ..i r:: _ •d'�ri F,:.,,5a ,l - •�1 •�, r '3•• - T '��. •~,•• .�r�` , �! ; ' "g'n •.sL•j l- '"iii.`::'' • �• r�l ' O X r' , r,. /n r, •- +f!.+} -� `3•t': ;.1. ,.- :�t,s (. � ,c •• '� - �=;:,' � 1 1 i:i r',+�1' l��%� •i � 1,t .,i ,% .�< 'I ,�. `jlj l.• iX' / }(' vvr ���T-±'* {v } t' , <• '1•� .I�:y� )'� � �."`,p' /.. J "..., .�t� r 'I I .i' , Jr 1 }' ,.(.r .t .`': ''�� � -�.jJ ^r.: :.C* ''. /.1 :,i,�. `,,1 �j' °' .,r .j .,..),.;'�I %.. `'t. H. '/ � }1•'i ,�1 �'' .rtH'•,. i�7 ' r°`�.. JJ ur ...,' 1 �• :!, tr�'r � r'l':� � j t ,r .� J i ', 71" C,'�1: ( \ R: �1�„f � r.. ' . W, l.ri �Y .i41 I f J' �• _i . • / ,� f S' t.' :f� !. ?: �1:.., ,.1 f,.. � �; .• � "r.1J. }' yi' • i'� , I "ji t +�, _7 rf r ,s •� .,; . R' jr ,) � r'1 n, r ,; \' `• �'. , � r•;:,. yT��, � :,•: • ip1<.} ;.t ('•',,. ' f• c. %.�: ' � , 1 f t '�) �. 1 nt'f . i/i J' ri f %.Al bJr r �i1`k �,1 11 , •Lfl, ,IJ� .f l.' i �al •1 � +< f •'��� � 'c�! � " t (. It ••r.l'�; r���, }1�• r • »� / „'s;r'f , .!, .' \,, e.': sU ! ..i Sf1'_,",� - 1) - ✓. /''�.'•�.5.!'i:;.,�o,1tJ.• �� �Y''(:;t('rX'r -.:.:, b�' i �In �'?,•�• !n i �: ! � 'tll� S.� ., ) t +% :r r' .5 7 1. , :q, Ij. v. r'S' '•i ,' t. .�r: .''' _ 71'R 'li i. :i P _j � --��� 1_ 'I 6 !� ,•)f rti�}�''' ,, �',' r ,' i 'r J• 't' � .'v.,N /, 1 1 ( � , � ,, ,, If. -:r! 1 . , ,r' �; 1} iJ..' ;, . I rt:. f I� '• t,.�, rI' J 1 J ,1 j , - , �: ,:'_'< n 1' .r: � �., � ir— ,, ” ' „' ..'% `' +�"';. �.Ilt:... r.; ,r' '✓.1. Y' ,<p:;: '���}(j�, ,/ ',, �' � 1 •� . rJ '* � :r'.<3'V' . / ' •r':,,5 js'f� ,j r:, t -�' �.:_(- :' i:f �1 AitlP,'!i %r' s: et °;- I . f ' :..`i.':fl• i ' ”{ �' • • T 11'' . ,�r5' ✓•: .�' •. r'i?� , - ', A•.,l,q 1\: », �a'�+, v' j ,r: ''�,• 'd r �°y,`ti •'('t" -• ,t• -t :': �("''- .(*.:.. / d + •�sr� ,,, v ; ,K'.�� 'i�., , t) �. "! , .9: i �r '' � 4 t, /s ' I - ( y ". .`,� .� .!� '(� ':!..' I ls'v, ,.3` ' T. t � � `: r „ ;�`,'� i � r 'iy �"'•��Y' ; � � � fi�. ' i J' �1 p0(, . /hr. ,` ,• r'! x�'• ,J�LnY� ` �I �•, L %�r'.T %�•':+' ten; l; ;} a ik F., :.1..^ .i �l %:., „y.!•i'• � '� ,. 4•Jt; �`. 1 t n.l'!�r1 "•IY� .1 �r,11., it �A: r,a / <, �rl ,<.,`,'4 '.�'. � 2: °(!��• 1 t, t,' ; i''1 ""- •i: \'�i,( ;�}"' r,'i ;`� rr Iu'il .�'t.i /7: ,',.t 6 .r, �,•.i ' }JJA,Y" J +1' d I 1} , r�t' '•t ,N'�i}`,• r d .b. .� _4 :1 1 {/ � I!0? . ^! ll: , r. .. },,� T;), �. .•r' , { J) ,1`j!1. � u � r'r. rt( %�^ �(t �, r, 'J, t' '"f„ ' :j� `: " /:. ,. 2 } i t. r'i.: �1.., 1 c, ".� :C •.(� 1 �; ,� ::.i',,:: :Y .r '' �iJ ' .v �,., ./ �,:5 I, �J •, �, 1 .. tf r! '; t ,, }-'�4t ••, �,1 ': , �.i .I !�' ., • ��! t t ,' a '11• il't .�`.•J(•'Ji.} \ <�' i�P, '•1 ,.a, =r'/� <� ,p' "'y''�'�% �, %:4�'.; � yv� t r' t�S, 1 .F � �� >:'r•'t..�F: 1 �� �:�. t' .1 ?•�, { :.[ : v' >;:+ -i r' "IL, prypT t/".L _ Si, �+.rN� ,•h" ,r� r,• � ' . •,r jis i r.: . } .i 1 ; •�i ,. • �f1�••1, '•;i ' , "C�' � ( �y, wh' !`/ , f . :a} ">) 1 . t , 1•. � ,•1;� i . rr� 1 _ ( �^ � ' y ..� { lfr ,� c,�/y i`d,• •' �t '1' .�.���;I .Y`` "�g'I �9 % v�) "{ � y..l�' . .i .n ,. 'X pr' � "il• A 1 ll,'• i`�..1 � rr,�ii. ) F 'fir'• s�'. raj ;�.. .i }1.Y A:tf. !a' ...stl: ',, rl.�•� -� _` (t! Hr,r,.y �,�J•r( � ,Pa ,r j�'. .AA' TI:. i �'r �� :f�1 •••7; e � y' y��'�(,tr ' � ,i�� �. '•Y: i 1 j�(f� '�' •�''.'•� . r •7.• S` J , _ ✓�'7 -" ' �Y. °I °i -ci•. p, 5.a I I�, r' •� }+ ,'�' U "• !'L�1_, J'1j�''(. ,o 'r'.. • "� �',ry� }i`'}��� � n~ 'rF �rj ". 'j • s.r �r ;•. }, ' t` I ••ltri- 5i r' Y �{ fr �i a. ' }(�;� J \t -v. ••r E.: •�,� S r :, .'< � J f� '�,.� �/1 C +� � `i. / ,,, 'i' - :,r� •,�h•.. � {, is L?�' fl „, �(� �ia Al„ y r, . % ✓fny. f •,.� +i. r , ''�4 r ° �� i'� � ,:V f S i' � �, • ,v' �'i,' .,vf /� ' .' , a r ,. r1':f, :; . , . %.• ” �= 'frr ,it'•',� rl!::,`��.,,;r% b' � `' r,• ��; 1 , 1. -+�+'f ,,� ,,� .,q' r t'r•; �'� %%- r Y k ,,' y;.,: a 4, :.Q ,-: _r� :•�(3'• J I . ,) , ':�, : 5 , ti i. • N. 'i' �}',.; '. �' .'... '', ,, 'n� , lYt. r- � : r J.1 . i�i ijd{,. i qkt,. �• ,} , ; �t ...�: •� I .4• J! .'p .'lV '�. jt�¢�•, )�i:h. ` `:r.,j +,y�lf G�r�: 'J" �i1f ; 'I � '�` `:��.,; j(��" l• .,,i' .s .! ,:;y ., , ;.. J. ,'YI 1 r_;�} :..,';i ? „• ',r •, -CS;r• •�i _X•• ,F,'.1..`f l•'.1 ,�l CSY' ,'ht+�''� i ''r_,. i,'(4 ! // � r! a 1.1•,'t. '} i !fit r.fi -: /,•'� 1: ,1. G'4',;i ,} /, .y<�. �.'� r��', ,r "+"'• .r• �. 'r• � ".`rA •kt ". L %!'' i�:• r<�i� }4,, l' �� !i "'1 f(y. �,�'�.:., ,� ,� '1 :).. }, r } •''l, ✓• : f:tryr ' $'� .r ' �' '`• \�'� .}. .;✓ tr��L,� : ( : , � � _ ;Y .,.,•�� -=. • 1i f' 1. ti,�yptfrls4• , ab\ t :�,y.:l.:''f:, a , JC , , . ,�(, r' "i , „r',1!`f >. ) i• ,!l"�l: ,'' _ .�r :::: r � 1., ! , y t' ,..ir R,`,• � , .it. 1 , ,j{' [ rr, r, 1,i` ",�',� �r � %�Irl ,u) li••h, •�, �' :i'1: . }y': 1�:,• •r. I •^ ;r�'} +Q•..a. .11tiJ' 'L: 'P 'r �,.,C, a ,f' •„+• 'k'r .,' ,J },ar jj.. •t ,t'�.:A� r• - 1,.. q,� �(,.: .y,1�. � r .. fFy'', <:.• r•:+ ” /`•�.1' � Yr: •r�!7': ,.c �Jn�� �: �1 ,%''yr'•�' .7 •,(:..'J .,�''•�t i:'.q 'Vii 1.` :, i f! � �t,y,:1�•:`"•t ,' ( rr, r'••+� p• , .''ua r J" .�I 1 , .i o ,,' 1, } ,1 !na ! .,+.'P e�f45 , . t,,,, �'' ':1.' ,I • 1- r - '�i r� ',a'k- @..,.`;(. .t'.,yR,: •c, .:'id�4"�k+., ;1'3 -x- 1''�;i`f ,r�,s,�.t�T • }•'••r''M!• ' •�,:;:- �'''.'-• •''y! %. J•., f. •`• \ s{�:: %- i,j% l '}!j!J'4 ' f Z �•� } f! .<,u.F . . � Yt,c %� . �'. J � 1 / ' `'r,7> % .�.r,: , . '•`F " {1.I,j��af' 6 i ' (p`� •.T} �( ' •,r r , �r ; ; J. '1 I � !� '� (�,�' /.•t l( ri i + • •'' L � t • •'L?3jA i U,L /. : - %: 1 � f.,` _ ; , ' �lb � f ,�'�..��1r.. .• ' .Lz„'n� . r1' ' k n . 'I • � ,ti 4 J� ,., '��tI ,� r: , 4 f ,}' � L.! 1 ' ' 1 } T 1 •�j - 1._X r1 ,i�i{ ' t /r°� tl . , l,i' ' �1: J� � �, i : A� i, ��� ,. �,,•"'I i' }'$Jj-s �}� � �5:'fl '7• +' 'r. f�rr..f �a, !�` '(:I;v•1,N• ;l „tir,.tr r.'( .r r.� f .y�:� 1; %x'u. .'r �7"•�'�'P j:!'N''r�t' .e.i + }� -(.;v •,• /I{. .; �, jnI '1� t x ,�. J. �.. J,.,, i'r •. �,t r ��,:: "� +j rf �• off. IJrb 7 ll`.• i• r• '�, 'f r'' f�� . C ;�'s'T,,^�,`. y; ,t, .',c�,';:.�SJ't •:•i� i'r' �f �t. �) :S �• l' : S � I' , � ,�rYt •,. r_ . :� , { n - f , ' _ s� J` {i SS/ �. ,,,,/,�,7 ".r� f/t /tl;•,.'r:J. 'gyp tJ `J', ✓t v - - t" f �' �t }rl' Si. %ry�',�i ,� 1.1 Gi• �7.' , "j�. 1%'F�:�¢ �; n''!.j:lf•i:l�: ^t;': C,J.. ;a�ij Si+' ":; °y "y.:'' � 1 %" •' 'rj�', .1 ."V, rl -d ,' !'f�� f .l:' 1: �;i •7 .�,ai i' 1''s" 'f• '•�i;L ! G 'i�l� �' 'J �,+, +r4.Yi }t;(' ''f!' .'��`' ,,(: �'t ; % ./.. �'. •'1`:'1;.., . u, qn', �.,r. '.1/ - ,(J�r,•})�,,$�� t.:� . '� }� ,,1. ,,,,.,' .�c f, , Sf, J qr+ ._J >!' t ';v Ir 3 r '!�y a.! 3''r ' )`;j Fr, '.,f� � ✓!!�•' • { -•� .�, '1, :: }'.�' �`.; }i" :•ly:.!•• a• ��'�'4''t,!, •.Irt•" '° .;�'..•� ,i .. ),,.,� I° ?, ly �!. I ✓irit::;+� 4 ,� ar,'•,.I' °t' --,� � °', 't'� "Sp�,..a ';c• r'q,'• ,/ L. L ` I J' i . i�r t. y !,'1 ,�(J r•� i ,.I. .T'•I l ( <tr n. rtiif'_.Y,; { C J r�.• :1 i r .b }' °'!: ! "' ,l A (r111 L } ,! °.' `'• "'�."•.r i' . %i {�r'!r 'a•.',♦ to d A ycrcJ'�J,<� °, .! }) �-•� 7,;�,'a,':` `�J..' _i'- _ :� 't 'r ( ';•Pr•';:,,. ,�.r' !.f 'i 't, i,�` °.° rp ;� �r,�f!C✓ ��jyf , ,(,., :�i 1•};i' "(F" (r. , '; •• 1 Q :1: l J� F � 'yC,Co� r•:• - s }- _ _ ' "' _ , ! 1 d`t+r•;N .,t (: '1 ., alt f.F �; •J .l t•} J f t^!`,�, (�''ni r h ; „(! ( 1 ;! ' • , y:!� � 1 r�, :i`qj ; ' K; ci,° !� _ :I_ `' ` - � t t, rtit. s ' `EV . r�i j fr�, ' d ,st. '1';•�i 'iH '! ir. ! � ,��t' •” r�'�c if' •„Hi•1�rt( {'� �A'+ rt ;1 'p •. �:'' .+-M .a ! 'e ., t� ,Aq,: .td.Ar } a `} • � >v :1,/.J 1)• i '`r's r4�•' �' �J' L + ' 't'i'��� / ,r•. ;� :y_1:•;.r.,. _;!' ,t.4y (•'.. r .. � �' 1, f n. °� ,.i -v 1�• rr' •u'. .C.,,- r�' r'. J�..A,'✓ ,�f::, .L!j•�:`;M '1.. �� -y �?yQ �l' .yie)�' -:d r•�,•, <, S �. Ay..� �'� 't."%1, -,� f.l';�,.i, ?::;' t. '' +• •.h,�� �*�: 'ii Y .z ;'' tt°t�" - ° j�fST.:: ,•'s� �:,; rn:} \t '_T' •i r! •_4t '. li J' 1 'i� r 3..r,' 1 ++' P � ri r. •.f;' .� �i, %" k,�:•,.J;i; •.r' �•,,� .. ,� ��,>;, w % , •," ', i .•I. v , f %:( ,' 4.r.Jt:fllr'r r i rf,! ,)(T l} 1�'•� i �r/ ' / ` ?* -���� - }�yr'T i 1�•' fli, ' ,I(Y:ji,}r' 'I' jt'':.t /,< _ .'�Y;,�r � :.1 . . , � .r... ,,r.ti 1 , .'i ,•r 11/ r,r, t,(, ,,• r1 t . r l�.j :�•,. T,,+ r Yn,t J).. (t rr• alr.M ”' yi ,,l 1' I,Y.I t r .' r•� .• r ,r .� V i'•Tti r�•; 3� '3, -� ti t _ k'�i if' ti' Ll :f•':. �r a? ' +,1;•fr:ti. ° .,:! }! •9,'✓�,�`,tF.... t f,., Q y tit, %rf,. !• f..r�l fir. 4 / r c f ,,t� I Xj ;.!• ` ^:�;: t• ;,l�i'J ; r i' J �_ti I . i `I l!1 r',r 8r G ' "f j0.�.'/ti.^'t.'�r• '.4 (� ,P \.. ! �f r•�r•� ,j,'• .'rl�.' �i�il. F ��`J.:r' /. ti ?I k' r }; ; : 'D 1 Rt � i .f r, ,`�f� •ih�.. 't !f Z � '��� � •�'�• i 'A ;.�i'.,.h.2,',si��� i'nl �:�i..b !�}- FJ`'yiI •i• r_�•�I r ,,,,� � d iA .. ;� r • ,. ^,., } � 1 � � J 1 , _ ,F '\ •' t, � 4 ..Lr(. ° i ' �''.2.'r� - ' r • �.; ,, "r 1A , '� 1. _ � Z�, i.' r `•• •t b' fr. r!i 1 rsj .,� :.(1 ':1. rn ,,a•'' ;�• ., ..t ,1`t,.,. � ('� Iri.,rf :�,l1.�.. .,�,;! h`'' Y.,? �.: F'';It., r _ ,{, �. Zi 0 � (`"-i rr 7, /��• 1 � j; J ',i {„ � .'�, g t If ',� �Y`< ) , rt ' S�,�rt'. . ! jj'' .r •�'• :'.1' � ,' , Z O . S; '''{+_'j}r -, •. �•a•,l i(_ � "� .'; {.p }.,i,.�•� .- �,.Ir,i: r ; .r:" }, '1;;' �.`.: ' '',�' fil .✓ �, I's��oV j!?,r,� 1r ;F�j', r ,t rJ" {' �, i > �' , Qci• r , 1, �•',!• 1: `•ir55 / ��, ��: lr„� •`',. � x -c , � 1. ', i•' �. r ,'tf< .'t J i t..,• L:f. iti•:1•'f;,r d ',45.,x, •�:., Ili.t =. o� •i� r,;,•• 1. �, � Q ;'�,- i��'+,'i � „`' �' I ,•:•�!rM�'.1� r. f• t�,: ., .�,:.,• r�}�jz' o;(t`'.�"-:.j�;,r ..,er _ .- .i.✓J O rQ' ,i.•.�} 1 J •1r1 e J2, , fi`4f, .3 .Vi; �; r', ';�;y; , ' !, 1f•.� }. }fV;,•r:; :;:;j .11 ,'' 1. 5 � z (J 1'j'•'•r, 77r�.',ya � N � !'� � g !, �t(��>, ,q';�:!r j�. '. ��! . :..eFi .•:.:,il�:Ciy' , r,' n. 1., :k' ! 1'i�Ji7`r' ,(:•,, ••i(��if T'_'�. \tea '1� As' .2f'•, •cv A � 4 r ;i•:s•t 1 r }' .r+�', �;•• 'i,L'�r�( �..i Q v} .l _ 1 nt J, r }, s::r �. o :. , ;1: •t f:, •.i:;'a,.,�I',' •• '. >). ,:.[r•r. _� f C � � Q%J< t.r ..r �I, i G 2 _ rlT ° ° �`' �`r , ln;t1�4:( : \�,{, t; �• tr' +�', '. ,'” t} +?,• et�s�l'��� rI � p tS.' ^• }�o ,'>�!:.', 'I �. Cj y ,, � •� ° y W t ..7 / fit, �!�}.' r •• • I } <i� -1�'" ''�,.. ' - .'r % ki1� r" .. /T"�. ;,/ v:: •., (,i. '-i � � , f.,f° � - " x :(3 ui}'l, ' l •. . Ji �"' , 1-^ ��4 %' .• },i f r('• ` .' � } 'f �I± - `#fS 'y..'�'' , • ': , j; q ' F• o _ r_ 1 i� - ,_... � i' ! °' / ,f.,, t -' ty� ♦ ''�" • tJ / '• .:'•.. t:,,�m'yl l,.l _h,' Q n f Y a r r / •r:,y{�' ir.'tiiir: f %� • % %�(-:,' !('' 1�- .i ,� , r � -� L t1 I p/,,_ , .. I 1 , e .• .• f `I,. - n Ly, ,'�i .(� °,rj, '- ..f •'•� o-t, �'.r !i 1. t, :,:r� 11 ,m � L z i . O ,. - ✓ ' t J ,1 � /G!J �,.Q,r �r,1.,�'1•�t �•) ,� „ �i }' `/! Cj�•.., �r •` ' ,rr ' r'' 1:: �✓'j }/ . ,.. �.. J r • y • J�J''11;' N ,'�j ?, r) "'n'y , Q•' �l�t'� T., -� r,iv t - y r, L _'�'z.111 P >, - J" ,,,�...• J ;r F� :...d.l y Jp`2i} .t !1. S �„ l: ✓i l,V ..(a r, r:l` �- + o �3-cf�f (( o }y, � .r..',. !' '�'��,!�J�,�, i�ro 1 ",�/��(/, ,rr.^• '.flr'�tl. ^'i P` Jr l�Yr;'. >�._` „`` 'i ,'l%' ,�7�7,y. •.p1W � ,r/ /` }I %,'t ,r, ,.;�y!.�' , J�+r.' ”' '• �f 'I i �' �•' ''''( r' _ _ r' �,t1'�y;. f, .d� t:,.`'rl it 'I •'' 1 /r d'_ •,•5. .f' `Y'r /c m t ��� / °'!i�`rv�ri, � 1 �•' q ` f -,� �`1'!'•Jj'(c�r'Y;: i".' "�•%J,.'fY� ' �/ t `:" 1 =�.1� 'F t' "I2 tJ� ro' i ..r' :'i ` • `I:`.5:1 _ _ .fir - _ - 1� raq[• ' :'•. r✓ : :a5 ". �•'- �'i� -o �.�e., �:<?:- s:� '_i:`J�+':�- ?"`l'� _ -- - '_� � -'�� -! - ==�� -. - �` --p >- 7�:.. - - -_?t = r.L -::� ��� '•� ✓- - _ -' }reaG -�' : I - ' --'-7� -FCri: �, � � -- Kdt " •��i_... --v -- _a J. •'° - �!-. ice= - _ao�' -�1 _ __:?'C„- . \vs:9 .• :7s i��'-= "�`.>.• _ - -�- � - _ r.a.r' - � .lT� _ - — , 'ti• - � _ :ter•: n:'. �' =[ - ��_y._....__ is '':� . - - :T " cF- , _ •K _ ° - •- - - -_,:: -. _..r, ... .. ._ *_ _ - - i _ � ,��� -'77. _ _ -_ �'� -~_ - Can... .�.;,.:;: _' [L Grci I • - - L•^.! - - _ - - 1 r - - :M•..Inrw -i �`'-L _ �`-K�^ 1 .L' `' -.L i -.! � Vii. �- � - -:�.: ' s �v I _ _ rt z (s li - -- - �'\'� _;1� � =per � =�_ '- -[�/ P> m +bp:t a.:i• ==�• .{ _ - - _ }p•J - ,t : 7nly' � _ , -a� - . GZ'� =SFr: � __ _ i : / : - _ !�� '- � "''+'' , - - ly.._ S [�y =:' /.� •. a£ ,�,��!�r'� �-,[£}-ft'- '- ~`'f'',. :�•�`'�j•�'. �r1._.rti:.<` :�., lT IJ - :_rOU✓tb _ .'ti. _ _ -.� � _ ,-y.. - , . • 1_ � � ?, -`Y :' �� _ �. a r r rte.. - _ _ -- - .51 V _ _ •_1' ;_tom :. v�T!o �j� / ' � O r...l' -`� _ t :'T�'•L - -:� Vii'. ../. -- -( I - 12 � "% - S J w� �;�- - .��I�_.L".:: � �-f -• - +'��). -O':_ ,V.`:yy�••, K! r�4 _ 1 rNl _ -.l^', iar E _%t- _ `'% %•'.r _ ��'•_ « :.� y+���}_,,,�_',.L ,+_ 'D. i -_ •-Ti., ��. T - I I ' 7 _ 1 �!' _ � _ ;� =. _ � � 1 �� �:vt� ,s-f : _ j . - d �_s. Y. _ _ .-'^._ ''• -`� . ,1{fl a � ��} � • O ' i _ _ `_c:" 'li`t• w_ .,:a i.` ='--_ - _..h` v '?1.= i"..c'.- .o ^,�". > =�. Rd rd2a •' �• - - 'L•u -• _ - z .I ` IN >nR - - - Y' L Kr: - dr JI'' +�,"r �'.1 - �i._3d -�t'E. _ - I +• 1 _}c -J. F'• - - - - e�o��,e t-•,. . s � • -':n -` I .�._. �J:c w.,,,. %\ .'_ '.nr._ r� -. - tK"' /: 'C r-'✓ I Y'' -v;- - �'�"-".y6.neu, _ i'�y;x -_ =! � •+li' -- -�:.: \ ��. - =?e'-_' ":r:�. - _ I r .��- �• y� - -_� ' s,••ILr..re 1,. �. r„y:; _ c � _ d^ _ _���s= ?f�-: -\'� -s �";r.�'� '- --- - 1 • -^Lr. d � -_ /.. �r �'- - °_yJ� -- _ =":\,` .S" _ !fir I� _.lbren° '- ' f`- ✓+ _ - - 's.• +L ' - .L + - • � _ `. AJ_ �. +d', - _Y. ¢ti: - t - r. :t • T' & - ' •L i ♦1 I - Y - mac.:.,- ��• - •.� I '-l'''. :I T , r si•, 3 _ _ _ C. y '•J 1 - ^I i - a, ice' � � -: {r • c,,, I- r L- - N N- ^J_- 1 -Y - t.: . i✓ • ^i • •rya -r' cf IN Ld� a - "' L•' J - i• t Iw 0. v i' .j [ /. u _ - - =ter -• ,.. � - _ p - .>+-•- - .:1� -' •r � _ ' cif -,y °� _ - ' "• °� � ` ��_ -_ IY• - - .T. a - _ >1 - - •'N -O T - •R h l• �::aa- 1 I - .��•a ` r � �.L {`Y P [ - � � a ,152 � � .0 O. `=•+:r's - l L� •1. nr� _ L 7 r >B a - L�� _ _ N Y - - znt, %Fa - v _ - �._ - -4 -- ^�. ,,,u� r r = f. - :•. r,. ' k, r:'�' - - :-�: - )a:IiM." _ _ •i• - `•L� J r�0 - [ 'i%:= f. - aa. 5 'F <' ., . / 1.. I, - i C. Ill. /J.r. :' •t'n•.`>':: _ _ _ _ [a ` I J_ - Jl, 1= r- b�:'�' _ a: ,t:. 1. !1 T. Lam_ +�. r..� �•1 ��:.: j1n `;j_ y. _ 4 f" ♦' - ", r .r L _ rr..:. =Kr: g''i• _ _ .I _ _ _� • -_- _ r .� ., -. -. ._.i - - .. .- /- ._ -- _ fir+'' •i. : � •% 'A .✓ - . rr•F� .RnN , r • _ - � . - ( . - .: ".. .'. - tom. „� � P v ID 1 k t4: _ �.. a j : , r v:-_r :4' __ s to N 1 Y= ,- -s ..w. ' y � - t r rt - T { C� a °f ✓�:��' - 'r• - _� � -.' /; ^ ° ^' - i �/' =/1 r•tlRIY �IN011q�,4 ->$ ��c' �f� - - _' -�- - GJ e -o - �Y' � 1 3 _?c _ '1 - 1 r - 1 - _ - ter•- - is Y.- -+n �J- '�' \' y - crs +aL. � ',� _ .,• -mot- � ��1. �,�,.. °.•\ -•b � -t= la+ 7.� :La F•E' Y.af +GA •'v. , <' - ice.. _ 1 y,��� •Disc � � :, �' . S - , n ' - - •- ,''-�Y S,orr Y 'fl.•c, •pc°r av - --^I Y %:. 1 ,��..- . ✓1 BF _ -� � �'': _- __=��i \4 'sr.,' ,, ir_' .laic, -'L..•c"'�_ _ J J r , >_ - - - _ -Via; ;, , -ri -` }- olf[ s Y� = ; `�. 7'•:a� - ( - - - J _ - - - RIVERSIDE COUNTY FLOOD CONTROL _ _ �o� ° AND ♦ - t'. � s.^ rte. `� �•_ I - _: _ - :� - _- :_!.`t- ���•�.. ) I 4\_•:�s.. i•" _ •Y' ::: fir' -\ - I _ 't T� =r:.;, �:' - -. +.t. i-- _ -- �. -�'� -'.� - WATER CONSERVATION DISTRICT I h"" nol- - _ .l': � +' -aJ`• �� (_.,° �rJLYr- - roG4rur -i .•R= EVE���c :1 •CT. >"'S: _ - i. - - y'r�� -�. __ °[' f,�. 'r. I 1 : / ' _ - �, _i'`0... - P � f� *TlLr • _ - [•S� ri s ' Y ^_ sr� „r ^• - - •�,ti�r SeT `y � -�'` `- =dr =1 -- - - _ _ L -�!•i ' : `a....T'_ -:'. _ L L- \ G " -�� ° .' �_�_ - ° Y � ? \' . 5fccy50-_ ° - .� � \ - r - - i \ y -' "''Y. � = __ - _ : s- `' 7 _ y17 � ` - ♦ �� 'Q, �(_; 100 YEAR 5 HOJR ` +`'• � �-�o • .=JS =� I - '� �c .♦ �`!' 3i - .�f - �s� ..-' — — � :� l'--_ '�"'je� ' � -- � _ � -.�f ��'r. _`r "t�,�: ^ - - _ +5 - - _ - �=- -% =_ �:I T�:-„ Ts . ^t� � y' . . (�� -_ _ •:� ' - a ms-µ' L.a .�-'� . F. •,- . .1 _.T fr •r-, _� - T:.r O \• - __Ye+• • s hl}? .\�,> ~ _ '� ':,,lei • ' n.�n'1 - i� _J _ _ `J rt- PRECIPITATION tau, .+ to �s - ` : rT• _ - .Q. "' -i'-•. -. _ -Y.'��L•!."_ ' � L C`e2 -'C - i - � ^�'�+�'f"'Y L - ,•.r,,,r,�• -.� 'L•a_ 'i', _ _- t''J _ 1.'=- .'.-s -- • .I •y^ �. _ .. '.>.•' »o.n`4� I..;T.' ML,SL- (''�:E_ �� °° - �,4 y .` -. ..�. I - - :__K. \/' ,/C �>:a:<.'�,::o.:.• < - -- :-F t"rE - _rt�ea,r. ?JO�I 1 �•"1•..:�., ,yam i \.> •� __ _�f+ '`T,- .:'�j: `�I "d: -'t -, .1. . -., .., \ tiV . - i-t¢. �a:l -J _ii - ,v6�ir`� �.,. \ °:,�sc� •; t- - R6w - _'ice. #'5 — i; _ i' _ - v, >_-' �., s - _ .T = _ rte. ' s � � P 2 E -ZU y ° lal n -c F -S a L- -_T? t5 _ - .. . -,ft w ' - 1=b: 'c-�w..v _ - - - "�.^�•.. - -'.a - _ ��('L?" i f - c -- d -d +x�_ - _ -- - \ -� -- -•r - - - _ _ (v'!+cr - -�_ d 's 7 r- - _ - 1 I - a i� - v - - " �: - - I .1 �'_ . _._ o _ •z =� -rte -- 1� - - -)'';_ '- A.T • J: _ 1' _ .NC T Rib ,t\ " 'J __� t - r _ K -'•+7. l.` �� :v- - - r3i _ - _ - a / Lin. — _Y;• - - - - .• y f .w. I ` I: a - :_ � � .. .. � ;� 4 = .— v _ ..J ♦_�,. -_ __ a� tea.- - _- / <:;- �' FY;A -C� 'M'O�N ?J t4Y- E.1�';: =` ow 9 '•', -r u - \ _ �♦F F'mod7C� - �4 _i+'r�'V'�• \:y -�� ~Q- ). VBC0NARD,NO: Y./ l - 1- _ _ - W1'i•T :Yf ^''f- IC ='.�L" t'•��� �'v -r --' -. FIV _ - -- E C9�iD `li -T- a_ - = � 'ice:% - 6:i � � ' +`� " E _ •y . �C^': _ ,`•r iJ.. �p '4 - E.. - ern, - �� '�? a'' --�i - ) -,� -� :\=;•- <r:��:. ���,�j"' -. _ _ ".N- �r - `^':� :_ 't�t"4::.i 1' is jl `e.: -I O Ai:o 1.-=_ •t�� "E'. F^ G _ _ '� 1:'�jo :`..:T .°J- °. ` . -.( `R -. 1. t o\ � 'A•Ai - ..r - ,i i r. :r - - _ - - - "- -c".�� - _� =fir. S' =- 'fi4!- _ t - i / '�: • :�_ , - '' ^ -'� _ \ • ( ,}L`�j, ,• -EP' - �:1 - - _ � --�i %` i � 1 _ _'�' _ .J - � � 1 � \`_ f -- �' _ Jam' .�. � _ _ .,,�,_ �� _.�-:• - ,NJ" a{! - ;,..w. -.° 1i '•�-\ _. 1. r _ °`�: �: C - -i_�;\ `, ,rte •.' - -�. J` T` I r♦ - v - A . � :: -� ^� _. .� r `1. •r,lp - /•..� ,L' .-i•a -.:� °.oi':T-� - �,� �.:. .� � _ .f: _.� _� >.? _ \' __ \ _ "gym- -''_-,' } [.r.n. I .. ], - .. rT �� , ra'l � � J° {' � ..• . ` - � . n .' :. _ i - ::?urDCf'. :�e� , r ' I .. ��' �.i rw� �' - _ _ r _ _ I 4 - ' - . (= . ��^ - �:�- :.✓' -_ '> =. tea.' _ J .alt - - �: � \ . - r.• " - � -.: -. .��� :•' _ ., /" _ _ :L.- 1' _ - � : r v.L A c 1 � �_ _ ' x �;- _ <�•_ W r::a c - . G:i1�:V�".., ' -`. _�:. s' la• - •r: '4 I - i! y Nom. y ., II L 7• •L +` l� I _ 1 i -`C n 's+•' u - I - ' = - `i�L' � - �:'. x = - ; '� c•, :, "y' _-,; ' `,- ' _ � i ,�-: -can �+i- _ � _ fa-- _ - I -� - :' -0w+:el. 114 'J.' V�� - - `'i'! ♦.. � t:.. � :� :.. 'i - \• - -'L,r. rte: •f v L 1 e a - J t pi hkGTtt+� D - r.. - L - d •1 V --� - - -t- µµyy�/ ✓`•� - - :a4 �' �( - rl.. rw.r' - yvr• - elm D l S• r 4 - r _ A -` -9 E i 'T ♦ .Y roll 1 . c _ fr°yr. ?�•: : :r :�v • �'• - L:- ' rid r `' J• . �' :� :'•- • > , -_ •: d _ '- -. .i. � :• -. � ' -.- L - - x., a.Wd<•a� r -.. .f---'ir78� t • a•� �.a.. ) �- �P� .maw: - - •: ,i' :Q -. - 'j...'- F ,yD. ,� .�:�. -_ s� s _ _ -r. - -� 1. Dch 110 , .1 P ✓"' - r :+r:r3_i" .•v. r- �'` �� • °ZJ -: � _ -.Yi , Z'"� �:. i� � . -a - __ x. Ma / •Ci, - x - - - .�.. - - ' 's. a dc, >cw =- El - u ri - ,•D . � f -`sa• .r - .r •1; 4 - - �1 - Tn- n' Y - ✓' '.r, - _ fir, :c ' - • \ c Ot3' F 3 `X l - r � - :1 - •1' tl - >1 c r .r, r. -'r' qau• YZ \. - -(' mil_^ ,> � = \.. -i _ _ .dutci 1. -.` - _ - - _ - _ _ _ •-c _ n•ru. - - Wit, - - ��''q - -. \ - - , -��. _ _ z_. _ , r� N7J J ,� •'f: - rnAu• - - •'t` .IS -. Aa)rN F r. N - 1 DIAN , rd• 1 - 1 B b - - - >1�" E ID _f I dam• _ _ ;� ^ <r - " \ - �a1' : -1 QMA Llk Z _ - al - - n 'n x,n•, , — - ,�.1 Sq♦Yi • :1 - . N yy �wr :a.,; .+L' - q 'N 14.' R'� - - -eTl'- •=f'� �- - .� I�� ..11 `;C,' \` ��:� 7. { _^J - •�') �i PN111E,R1 J '` >� � �. - - - :�: _ �'�;'"P.OVS+.♦.+� _ Y• ". ..r rte` :✓'�. - - ' � - -7 I — J- � /- - 1• J V - - vATI ,F } • N 6•y �"- •- 'J' r. -r..� - - it - � _ i � _ ..` - :'1' -f, �+ — _ - - RIVERSIDE COUNTY FLOOD CONTROL _ F • - '.�:_`• ' . •r c_. ,1 •ij . - e.�'�,�I(��� - � J�r.nan . -T: - _ -- - - ` � �- - r.: _I ^.�: _ .:x>? _ j .,>y �".•fc'- - ,:+s-_ > -' ..1 .ice, - 1 �- i •1_ ' - :�•-�: r_v �, %:�- � -.1 '"?�� ��� �r=�• WATER CONSERJATION DISTRICT \.:c: • _ i' "�> �..• ' r��µ :� ?� �'- i _ ' ..l_�1F" �.r_ _ - \�: -�:-: - _ _ - -' f.. �:r' -� �- �- •� �' -',\ _ � y ,,►i- sd _ ♦..�?�:. _sti af�_ -r �r o: - C � rw...J .d-.o- j _ _ '- -`� _ .- �-�c-'-'•( tai' c�� _ : r 'Y.C. _ - (• �.ea• - �,i� ..;C . :�[� f �' ' =- . � __ - __� :•( _. �• a --?\ � l: Y -rF I - Y' � :1 1` LEv "S : F(rRS�']. - - '� 2 = _ r5: %•F� �. �.�'' __ _ _� ♦" • \' .l �' -.odd d �►f/ ,f - ]OiA�ui+f_' _ _ '" _'Z� h. _ - i� /. -� �� T 1 �_ 100 _ YEAR 24: -HOUR \ ♦ \ia-_t T:a �'= `_�_��; � --T�•. -_ '�'. v.<r =_ rottbL - j.� �\ ,�_ - Or... :f,: i �='`�_ _ �•n. �-` •.T�A G .•:04 !- _ �:.- '�,V' - � � : � `_ '-'•'T - -• t-�`^ 4 _ r n' Y -, c..,t B �tox ' j C� � � -•' = �s56o m,1V 's _ . I ' �; �' _ . / _ - - - �; _ . . `'\ �/,, � _�?: , :y 'It - t'j X .? �� f� I �.. •.f ✓ - - _.zr�`' \3 'i�-�' ' .✓ wa, - -- - - - - - - - - of r /"' ` �' -. iJr`r� ~' ,.0 c �`\ -.�• :f.+._ ''{• ! - - : is 's �\ _ >:r - _.,- •..^.�i. _. _ s f%? _ - :eL 12�„ PRECIPITATION \ :�� -• -- � ..>�_ .lOti -La /'c: ')�'� :[w: >.'�- `ti ��� .�� -_- ^�`• � -'s'\' - - �'• !cL.VC:.r�D 'iuONA[•�:- - �!Ni'--_-- '_;f'�.r. __'__�i _� -.,I '�\ ' "y . a.. 1 - - - �� an wn M1� - - _` -f�' -- - -K .s OaES' �• '-_Z' _ - -: I': `�'-r'.°"_' "S J -� �t - o•. -_ .. .. r. wo �•`'\ - ,e - `Y,*';.J .L F 1 `�F SI! ' r -,I. a.. - ° o '�da \. - _ i :1./F '\ )." -�'"' :r,•a:i 11 Rj'" .!:fin 5e'+fi ]"a^r .� �i .e 9 i�;�+.�'.' .\: _ "y.: -_ _ '!�' _ _ ^ -f ei - .! c♦ - .rtaezveua= �. _ "i-- ♦1•l , - - :f- ' -.'L+ - , .t• -L'�l - � _ t�.Ci. Y �, JL - j'�1i4`•+ .`E-", `i � � f'•V \ w° . •:�.c \l 'r•_...c 2: avl _n I� I\1'.i -� ... � - - F._p. .\ �T-�.7+- •�- .1� j.: `1 '` _ _ `�� ' \6'. S �• �i� c•/ c _ _ •�.. - y •� _ IY•r 11 m. St c� �y. s "2rs I� v. - r s _ - - - - -- .,� /- �'� .: 'fir � • - �� -i - I. 1 ti:• - t 'S_ � = !f•.-r"" r :�_ �,�:::- T \�,.z:�.3L`� _ -:tv -k -I _ _ >.E. _ ••S.\ 7�, - - -.YA'' T` - - A I • _ 1. -g•�� - -,�` _ .�:,�" .t. _r � _ _ ,ter -1_-; _ `..�:_,. _ :� ; a. _,�, . - - - -�'J' ", - •ors. !;7 ' - 't. `mss_, - - - •L.-•• � _. _ _ y. �; .'• r. -'(- Lr: ,_ ^� £ � �_ ' •r - ' - i ? - - ., '•%t �" - '•i - :.L �.i °` - .SAN SE O rY: '1>_- _�✓ :ir•� -'' - - .fit_' ^ \T�� - _ - _ �. >� - b' ...rte: - - - .�: -- - - - .,. ��' ;.. ::.� = -: �: = - .'' o - •,. • — , �" -- r(<`- r u L' 1. - ( ; _ :T. •. �'<'. _- 1' � •= ! fti -,a„ .,.� -� .._ .•: c1' a , '- i L •.'�'"� Y '.-♦: iEi. ':l;.,:,.o:- �_ �> �: V<'J _ - -- - rM �_ ":•'.�';_�. -fry N-\-v• a�"- \ V�i�.. - it -� cC'?:�. i1 ,•t, � _ _ - - ' t o i:'� . � 7 ,. \ _�� � -3_ ...> • -ate" - - _ 'T. , w^ - _ _: �„ '�'il.. <] j :'t: , L _/ �: - j.° (� -- �_ -- - -- _ - 1. ' S': r�:•� �l ",'- _ � t� •rr�••� i xx�'� -mss• �-•;. _ _ .:d: °.,;,_: ., Jeh f Y+'•d�. -'- Ir l• - .dT - II -- - •:'t ,1 ` _ : -'r._� _ ^'.. - I I �. - -.,�•a v s I - rL� l _ t.r �•- :-r :, '�� •� `'_. : -7 .. �,a[°�s�L :..=_ -•'.• ,ct<.e , /�,. =° ..�I,'e:�_•..i ti k. ._ -�i. - �� �� .s�:. - ^� ;..:: .rte:•: =_•' '=� -=- 2'.r'- _1 l�n I� .f. _', -_. /. � ''�, ,�n ��• 3_� - �'c•'.�j- ':. "E ��`` -,� b�,,,, 'i' LI ) C\\` y{ y 'i •, - _ r. �v�.p �1 +..]y}L'.���',��' - _ _ �- 1 IA.\-- •_'`�:_ \_�,..•f. .�. �'�._ ��'�i .\,'l:"_ _i �i •"i ::`�.�'TI!,sK'��� > � �=••i)•'. 3..!'\ r," �}'!•I�_ iYt'_:-� `� _:1 ; -1•! '12 �- \�._\\,```;e11 -� F �^ --: _.��1: ^ ? -:: 7'�'�S- ' "..�� -` • t,-. - T. - - - - - - _ r 5 i:...r ?t' _-- _ __ .�_: - ..iu e.v. eq<,°.. - - - r.�• •sr: ", \ - eJ.,o> s.l. =q. ��i � _ F:.� -_ - y:���:r -_';1 �Y'�7. P: _ _ _ - _ .J _ ,y •L.1 _ _ _ _ t:�... -i ` -'' �'*y'1 -+''p ,\.� "''mil'_: _ _ - .`. ,, a�'. •c _� i- �.%-�_j J A C I J_- - --1 - -- - --- ���[y�_ -e< - - „r�- w _ ciai•� ��.E .'_ - ,i= - - - -_�rr� - =i�r_ - ��_.'r.;•. _LiSmrn :� ./vDm°i •< r}'f: ;; :i "-�' -. =- / 'I /' \N, c?F�"� - �t - .5 L ^• .S� F Y: - �� J` - - -aL :t., '�_ >< ';re: r �.r..l.+,• C\ -,•r 'L �"�1�: -c� '`�� -fa'_ 1 _ - "i 9 /��:ry" 7:. �'RV>.1'D•� S - - - - - ..2':� =. - l: - - - �f '\r.. j a< ,.-; 1 � °�� n.�.' r. :r ^ l:f'}- +�-:•'. ,:.J•" �� - L J ice` . -' I ���- �'.'�'`'� `•'-• I I:, - •- •I I - : - •L -_- - ..1 _7 - j'., "\. a '1.•r.,R Lwuo .P�_)' ° � n'1 \Ii�CArr, -, - �` - - Ys -q - - - 1 � : �' -.::� _ - : 5° • CIA - .^s _ J E: L• - � •s �.qin• _ 6. r � _ - L .-r �•r G - LT-`= rJ_ .y . •-1 JKb _t, :.za I ;I • - �`-t([� - - +••'1 - r..F • ' ��I �''[ .c � -' • -�:Y•. A _ i � och Ilo - .O - i_ -n - -• .' h _ -:,.•' ��••,<�� � ''� YEA -' i:Y. - ��i `� a 71 - - f• o" ,R B - � /f �i l F - IF _ r m,N III' •- \..�� -. '_:C� r =� 0 5•= % - 1 - ._ J s. - - - ••rte'. t: �l�,. r,,I ; �.. ..,� L r i - L c _ V 1 i J 3 - - ,IN 1. - - 6 `rte -- I .J Np,A� {/ F ✓ 3 --ti ' D _ S z E - - •: s - 1' - F 4 � .- ._ter•'` _ i � - - Y - - . . - . . _ . ..�1.�. _. _ .. _. .._ _,_ .._ ._. .r _� _ Wit.. r„L/ �caf �•• ;. .�_, __ i':' `3 1� -` _ - � }�I'.- �Cat�rnlo 19�:. •'c,l°- - _ - s = - - .'31..0:1 � i - 1 . •a � -�- - -- < f. I: 4: • 31:+c� ---/ - � �1 . _ In kr .y �r A �r, II • �:ti' :' tC {, _ 1, _ _ _ _ .. J I � a� - - T r� ' _ •Q' U 'L' . c _ ...�} • �• .es" l 1 '- �Y•-•t.,.. = \ Y• �r -�� - c:l -d: b�' � -Il�" -��" 1_ \,� �• � •�� 1 Ic .�, NCIl,r ��.• %✓Z? ��1, _ .vy� ^` I _ 1 �J. - x_ 6 ":- _ r -...pL •.y •L _/� `' /�•+:- "71f�' :01.,00.' 1� "_ ./ rTh UIL�I' ` 'T'. - _- '�:'s_ :,R`. 'Y ° St-- _7=T': 'I -- �.� -1'• .�:_ -`'I SDU:N'' c1 L• -N1 _ \,`( •�{ - d. - "-J 1 - iA J , 'p` � - ♦. _ ;"��,}��J '' -`_r __ - __ - -1 ,P A U �i_� :. _.'::ta' �� ':i- - - - -- -- �� �L _ �. -, --•'�D...a'.�•z,_ - - - -' \_ ,J T� tl_ '/ ^ -= .> ham: � �„ .•. , _ ; :�:: '.-•'r .�\ t- _ - "t= -r ll. A r.� M1� .�.•(�LF� Ar, - pl.•rn �: V•.,..[ .Rjvtas,9E. C+ ' - �; - /, •_ .:}. � �•� _ \ • _ •,Dn_ _�, •' � - t - V ✓:.:.. .r[p . r . � _ . �;� : -' {. v , ♦La LS ,� I'' �J :}•1..1 .t: _ !. _ i -'CG: _• 8 _ — RrvE L�3C - ^DU`•TY J' - e "`' /_ - °'y�- _ J _ ter?= 1r.'irc ` <• 'F•c• :/: 'y FS[D,t>-YW' �, -� vY.. - - - f\~ --- r +':•` - \,•:_ __ RIVERSIDE COUNTY FLOOD CONTRO �, a' ' _a.'•: _ ',.T� ..��}- _ ��.� ,r•L _ t:nA,. L- _ _ - ;;J -f•",:, _ t _ '' A N D L' �5 e` f, f - f'S J"� !ct.• y rte'' "•a _ p -� - - \ L ^`h - _ [ c.' l - J.� ea I - .3•''..c..: �� r✓ J` _ r !STRICT �� =:tti• _ _` WATER CONSERVATION D i =� �=__`.. �� - '= i � Jf� _��� - '• - ,3• =�•�r •.'�t�it;" „r ,r.j•� ••'c4:. _ -`�,: � - av r - L -� -_ •c "e - s:,-,,' '� �: - ' -1 � � 1 �.`P;' -_- -�,n- `:`. _.:�,ly :. �' '� 1�..y :'•_ �•a..,:n r. 1. r�-ti: ,F+„' .- :f - =Z> ^. �,"s /.� -I '1 ' _ _ "�� ��: r -�'i` -f� L^ - ,•'j. -'.�' -'.r \ � '.r :.� ` iy -� �r R : is �= •i� � %: ' t r• I ,,,, -cam %p: ' _` `- - I'.� - s _ ” •=,' � g %.., ;1 ,t• - - - 'fr _ � , - :,gc; - ♦\ _ m >. <_ a••a _ I'_ �? � ..'_'!� ' :t� "�, •_r - 'a - >l ' DR °_5TH :`� _ - - I , : �r c '.Z.� - - k i.`. ?..y to -',� 'fig `\ \ 'L,� _ rr-- - -.� -v � --�''• _ ,ri�r - _ {` .Ge -'Q' EV E'Y'[YG• fVrl;:' � _ - L � v ^'ri -• V` -, _ y y~ __ �� - - ' - - - mil-: TOL'a.+u c w•r._ -af ._._ �A,-._ :.,- �C : - - 1'- �._',`�- _ -, f.. - 7: =- 1.�,� - ,t-\•� 2 YEAR 1-HOUR _ ^....:� ib..r 1 ^,7 _ _ •F Y • ' eT'',,t� ,r w, w 7 ' i.; = ''_ �:r - t•' y . �"'+ - F:r . ''�•.<"��� =� - ..:D2 - , - .. ^, - — - 7 7Lr _ - y _ _ � a, . n oc =.gin•._ r ot(br � -y J • _ � .r -.ti-. y.... ,..e - : 4: = V.�.cA'�iT ' .�.3`-� ='� � -�"'` rte.- _ �-T � - ! ' ^ - ::�' \/ ?-'S .� ,2. °F�_ J „� -'``•�' - r= %:.�DC�.ApnZrrcrv:�r ., _L:,v. I } _ _ - .t_ -- - �> _ - rte_ ���' _ ry1. >.... � -�4„ , !�a.F=�:a,r� } _ . - - -3 �,• a �; RECIPIZATION s ♦(,� �'�" _ � R •� 1.. 1 JL^• nIV1 �_'' -. °cn°..•"•y` _ _'� -:' �y ^_ �`� �.�46i''J6SC.'r3.�R,t �7> -. r'fr.'' _ _ P � _ c. :..i - - ;7ie••.a•• _ ,_r•� � - -- �?:�[.�•J� F �..: .1' _ 7 -_•- _ _ _ �'i- _ __ _. Ti -L_� _ -_ _ { .D - �•t c •.. T._.p I> r % _ a.,, ...'f'j� �- 'Ci,EL•": 1 ` _ � ° J ` �'_T .a.j' :� \ - : %�i ... - ..3 . a_"I�'.�. _ It' � / -`'1- > l.0 ti/-. ..7 _ "Y,;'�"a:✓ _ - __ _ `" D_wl ;:p N)•L� �.,_ _ -1_ - -_ __ _ - - __ .. r. n '`!. 1 _ -„t,� _ _' =s•�'_ _ :I -- s y- '3L� � ��� _ .f04c57 - �� � � � �tr,;.�' = Q. �\ .,t,_ - -Y -i'a� - -� C <a � . ',-, I �'-° �_ y� o-° _ -��. L' _ - 2 ', ,�' r - -mss • wK.»? �.,, - -• - - _ \ •e'i '� -�.. .� 1 ti3n Se-A:E q:.�_ - - �l�eni� 'y �-'�..:�r,�.e�r.,�_'�14 -1•-' - '�•_�`••s_ -_ -�- -_- �'1_ :_� "�, s` <_'. - /.c+_.�eaes"�'r°.L 'ry-'.. :I, ..�: \ - - - - - < .t __✓� J..�t°o'3G :,11_ - - - -- � , �: i•� - ,'L+`ei?at, °s, .:.5c ='- ros' °� -��'�- 1 _ ''• - � - Ste' ;r._: - '`�" _ j -n 1 `�`, - _ - i ' - : -cr L,:.rY� - •`a.l :\ - ',�~: �' t "'B. . �,r! - _ - -� '�' f e'er•.:•.:.. '-rte: - �''( ,, . .1 01 A T F D - 4 . F.11/ r'''- , W' In _ `Q i�/• �' �.'b" __,� i V1%- > R (.Tll. ' .�f!" fe �v : F • r) r \{,� ► rr �'�' .I I� i ' yy'•L:'r.: ".PJ' '•i`t . s�'\� }.'6 r:i� 17;r } ' IiC u 1,. �' '�;' _ %'�' •�Q}'� n :'J '� �JM�D` cr, ;.' :p• .' •'�`�,��:.• �• '.•'S' 1 �' '� /\ i _ i't i ,1. • �: 1.., .. jprhY�4 t l� .•` ( \ , e z `,., i `!,• L •1 .q.L '•:4� pC'r• •�':' [j , }\^p.� ^\ .t. \ ��'�.,.\ 9,';.F �•'••1 •, t.. I r. ?!; r \ •;.,.c ���.' /.'I,• \, , i�';:i.:l 'r <� ��.:�_' _ �'`S' .. •jhl.' s'.!(` �:: r''•� \W o zk� `. .,''`+\ ° •i, r - ,� /\, , I "'i '.k'. • , .. ; l__' �, [.::5�;- a •�!.; ' 1121' ' J • . t ii „ ! ° 1d..,;. , 1 ..t a /1( i ,�� '' , .'��C•' '''vl it ,ni.. �`::' _ �. •.. fir: �'C' , \i 4 s�t, `'� n , '.� (vL �'d ''..� ..I I ,T J„y.•op J., I'll 4, .. 1� , � 1<,1k :, rl :•.i' •i'r i . I 'i %Y f } p�, �� t �I � }, i ';u•.LT� .f. , { -5 �� "0•:'7•r•`�• "'. <.. .,..I •,jl :• ,r. ..�iyr \• � N� I ,., ,` l� -� ..li. P ,1, - i - �,i .i a ,�'. A`..�.•y, • ,a •i -J -._.. 1n' : il. }r �.�,�4� \.: Ik'. -i tl'•'';{'�� jd`i'.���' ,'9 "1 ,w'j,A � •7i ,\ {1.:.. ^S n �' �� .0 k.F �1q �.,, zb J It, +:!'•I.1 .. /.•:' ''7�, (' •skin ;C', •;.: ..1•: ,.,���;1�•. .,1, 1'' �'1'1•r5, :Y�_ /:�' �.. `� ri.. !f. }, J :b� %•l r ,! a ,�* '/. \� >'_. ,1• � :!�'!i � i, •[�., �, ` :( t�" .,: ;: � ' k i d:�� ��'i'_ .� '�y. ,( I. lA •7 ',;, :.I.�- �1: t ",' 1 : (," ,j ' � • •!'►°. .4�'2 Q. _ 1'1` \-.s �.._.; / 70 1• ._t �' '1 • .. � �•�• � ,11 r,:: I' : ' 1 ' -''' 1. V 1 ' ' I; ' ,:� �•:�;' ;�' ..I I�' 'r '• 1 _ _ •. ' T),�•.`l'-9• r �•jui' I ' � �. 1° :�.� . .) ! ' %� ,.' f rl,, r ,,'! �, � :,,, s '. \'', ; � �,)�(�;1� { ,':�•�: ��: r: ^:(r I'r� tA•. `, �.l r I _ Rt, � 6 ; � :.�r %�.t Jr" (. 4 � • �' '�w • { }, W',_Y'� a',� `'L,.,,,, '4� ar ..'�, +T t,1; /�.° ti�..KI�'j:( '.�: �• „�,L, �y� Y�•I•r �. F” 7� :1 t, +•°.I ( I �mrai, ' `,�: I\;ir � �n•. M1/ /J3 r�t: /'L.�r,1 o. jC`.� ;.��_ *.. "r,: o� S ,i t1 �r � o ,.r �!,..'r•I_� �qa,.{,. 7n ?:IS' ( i .1,. Ig � . \1• b,..�� �. •:��•, c , •�� r ' +r : �; .Y'` '1: ;,• r.• � .h'� 4M'. �,� .�. ��. r; ,Y, r °,,'. I,i, ,'!(•.� ! ..!, �I 1 '� .�'�' :T 'r�•• -�• 'i'.''^ �' •.� r r •� i � I; �1 �' r rg _r °� � �,, r.:.... �.\ h� • N,� � I. 'i,., .� :. Irtr .r9 I y Cti, Ya`' �J ( , I ' ✓r `, I I t �[ pu; :�'.. !j' ,Y`• }, '� {j a' r' ; \� SI'i t s 4 iw Nei. 1: `�r. � •,••1 ,' I�.';j .,ti / ,�.a. •,r" 1 '•,i1�:-� �A�n, � �� `•J.a�;�;s, 1 ., •+'°',;��'`S , \ "•) r1, i .3 � , [.�„ ¢ { -i. ; - F� �5 °i�^ _ ;1� � y,, .b;, t•.f, ?.'1,;4 �' �4y+ 'e..t. ,i {�r .•c,y.!� I :F/+i'"• a ,Yv' ,,,yam.,.• .[`9•..,.,, t•r; t.j '� S y�.:j �. _,o\ - _- t ..'4. ,.1� 5.';VI .. rr! .k 1, • :i '` � � y j1 c! f` _• [' . i ``:�, . , •; ': i� r. / , 7�, ����� ,�•, , 1. � I ' ' d�.`,. ,,,,i. • � ''��' I ' � � • t. .�. ,, •1 ;.,\. i �� f �r :,.i t. ;,i••i'' p,.l�. :•�;;:o/ '3:,n' ' :.' ..•I .`� r, 1 �:. ��' 1 \ ��i• i I Y�a J''' 1 • I•' 'l`•" t`; "y ,,5 ','�'- ,- i I ;(•_'., � f i7� ': ' �'I,!?,,'+:` :�' , '/• es'}�, �'•w,id�• J: • - "I!•?'' a'... _ J �;� .i` '�, .c'•' (. {'J _ �.i. rl. /r��y�,�'l.. 'r •, . a. ' \ 'f' . � C ; ] • i p,. (i. ". i��.,.. ,j ! "{, � - V, � c. .. }: n - � t.,,, .' :I ' -'r t 1 I � ✓- i - „:. �' • �, �• .,r'Y'"� \ ,' : r I 571 - ( . LL r, . r, � �: r� '>uv�.rr+\'�li � :r1 IT I,a \' [n, .. -:� `'. � � � � �..rt• ^ �:'� � ���. I:'• , i ., r_'r : e �' y`fI -' y,'' \.,' � d,,; , Aa - - '1,'' � . rY'� } 6: I`• : ?•; C 7 , ,,� 7 ,�'�' ;! 1' 1`� '_ -T ti % '' 6 t, S' _ '1'- - �.I _ 1. ,;' , d i v,( [ A T.� I r � r +,� .1'.`,• , J P; '\i7:,i;.. Z e, tia' �`; 'i...l',^ ,,,,,• - - 1• i.l�•r ,�'•'•- 1 ^'•O,�,i'L,a: Q h 4 -,' d • ,I, T:'a` � %J� I (,�t ..)(. ,,, 9, .'r..`,•.)s, } �".. ` tl , ., u 'r, —�� -1 I "in_. I L.� .,,' ,I,• a _ ;.i .r� r;: -,,� '2::� _A •;n::, \•AI: �: `y ,�. '�e• \r° -�I ;kyl..��s - Bg-r�• ..� �r. �� -- •'l l '' =`•. v" e.�'. (`J � /ti 1 ,,Y ��': ../ ,`� "�; 4p(( K�� - .i -,i ,'ii '', :�'`'!_� �..,.. Q n J:I�' , i`.. .., 2r Y 11i,1VJ,' .If;J� �J \ .; /,� '� � /... .Pr_ �p :•11:'• y � v '.� __ i , Jr 1,1 a •,N: '�r -1 'I- •"�, r' `I 11. W1�' � "y 1' / `y',` •r.L'1• I q ,I, a d. �I, II � -•,/7 y .,.,.+t � e� N, '•:� ,1`l. �� '11 r \. .°t '�•` ..�1. .Ir.. e,�, / _ 'i •' l�n. •'�',� 1�LL.. _ :r "__y �G _\.r�� �'• nn♦♦ � I ':[` ,' S L,_( rr�••r�I „�. I _:,::r.•. -� ^._ E -r °r. ' �A� q K- I�I. I` p {r...., }'�. , - '. •1 ^� ' .>' r, J1, `• J�3, ��,,.. II tf�I.; i s�, o ° 'i : \I z�l Ib'1 4S r, :! 1'f.� ;,t� 5 ` 'C' L' � ':d •%\is\ 'a tN' �. 6 �I' � o :�_ )j • %`.••i; L''J.1�'• �.L�F'.• t'!- 1 • "y � a ' J • '• ✓' A r ..r, •�.�u.d- ` 1-'If, l:.' ' I .M _ ' �- 1 - 1 : rr� . `y .:!.., T �' i 1� ; 'I,t''8�1 \I, [ S,. J `• .�t�l�p ..�i' i �,t/'t ' ' ., G.. I . S 1 Y.I - ` S ,� T o ,� �`� �, d�: 1. • nL r { {, 0. .� � •.f*r, .__ '1 � •�° Y 4'� �, 1. i� 47T: I 'v�,.l, a � � •ii.. �•� f �� �.r A � ��� r I .h ( ��i a\}7 _ r '' a ♦� ii °�� � 1 `G�� 1 ' I,_rG�_.: •I•,, � •'v' �'Y• ''J•'.d .' ' ° ` .. ✓% •.rl \ r • 't" �'\ 1. •i •�:r'•.,j: �JUn,1,• •'a'1 2. •1:.. •'1 ,•a Ir 4 .St` 5 -I',' ,';'•`4`,[` '�• ,c ; ✓` _ u If 'i14 •�, }._.'7 Iti .>", � � �:� rl /•' :"� �I w ^':� t :I t � •4.` ,.G 1. 1 \, �" ..'�i' '•a�" ''•. I `;: _ 's1• .. � , } • ? \ ' � d � !• . 9 y[ :,,t a°r.:n,.�,". . [ ..I �,` �` , `�l r i •t1�i \ .\ ' t' . �: ' � i t. C *� It' I;(: •�' I ;�J : rj:. r�.. � +,,•I I ,1 C�°u�f'/,\ ' i1. , 'll 4 %.•,., l y�'l �' hr, `�: ' 1 r1.,h 4.{ ' I -!' •'' „r1�r ..n:r �'' ..7' •.ir'\� -f 1 •';r<111• _ Y , U ��Y '4�,... •!`.' _ '���'L�_ � •''Y.lz ',N� :P.� ,I �`y 4,i r., 1 :t �,.:?y,.,:'W'� :•CND r; :�� ., :r�' u i�•. "� r tr{� �• '� ' 0 1. _ r„� � S .�\ ":�' ,j 1_. E- :� 1�. r•: 4, 7p•.��:l;tJ;� L w �';; j, `'1 .1 '"+''! �i \ '' .\ l_._I _ i4* �- � 7t,'i.' `(.. t '{ .\ ��1 .fll [: i ', ?� 1 , 'i ',(, �v ,J-S, •r • /'r \tl. Y.1 S' I .1 \'_, ,, 'i ,:i• ,� �r�• :L.... I, t. .y .l' ':� 'C7✓ rf. ;r• 'ilI (n < 1�, •, ',c,, �.., �.�:',,7 -:';. 'r1 r1 ,!• 'Y'I �,., _ ^ \',- '�' \. `�, _ ..t .q.a. - 2r­- i• P dal.' .\ .:,q� ,t•7. I,L.�.l; f; }, ,�`:t .lp. �J �, '�+:. ••`.• �” •\ :'1' %' .y r.., z i.� !x i '� / '.I, II i ?�•:•�'(,. ':(• •;: i".�i't: >.'�•`. r t�.! •• fi ..t.• ! ; r•I�`.( �: *• .� I t „• '�,,,� �. I. j�' .�/;:'•j.,,. p ii, 41' I i. , :.��:: ,, ,°I •., 1 � ', • r .r�. "� �.`. • �'L'' a „I, f. -.t.. t..t xi ,y.,,1 : � Yy! "'r ;;•\ i' ;�' :�'�;` •rl.' •'1ti ,�`d• •.r: 1 rl h 1 , r ', :,;.5!I. 1 N'• `J ;2`,i,2.T ( r.: `� ^ 1. !:,,,; .� '1�7,• .t. ( :: }l'�` \'1F �:1r .�, r. I I .!y' .�• `� ', `•'' `I\ +.,. ,; # :' 'ki,'• i , L t jll '1� In,': 't^ \�: f( tl'' "f;'. ;• t, I. i I tli�t r',•' '.'1 1' /r :y'.A �•,• '' ( '�•' _% ..� �' " '!�`� yj �,'• �:. t' I1 V.{ '� t '� .I pp I ,nr '. l I ,r •L !1 3 I F �'... % ro i ; / �I' i' _i. a... ;r C_� . _';, m '; .�V) ,•. � �• ��"�� �h��,�' V1!� - � \�'1. /Li; •✓< 'm2T,`�- Q y' t ` r` Hai \it [/ r -'1 .' I b ,.J. '• ' 1, ,[ \ ,.'r I ':.;, � - `r�': [„� ./ .:1.. :q .I �, �' .IPii•'; \ �'bj{' -•`� i :. \... \t;l ',.'bki` { �I• '', i „ <_••�^ °r " "° �5 '° + °:r Y! } � Ir_ ./. 'l '9r , 'y •�,: 1_ �,r' ' "! I,, rr�`�,�;h' `J rt•,�, .4r °,� t, r. �,1: •r;0 '• ',• •fi !'I' ''� �' � - I_. � ., {'ly - ' "'=� } 1.'. 9 3:. .� I i \. .;,!,'� ,C "J (''I1 I?'.^t'.�,5&• V, t';1j :'' P�.j'L� !(I .l�'\\:. �' '• 11 •�� f �• � � , '( ! �'v \' :,� t ( ' n� .l .��' im ' ,� "�..�� /; l :.( � r v.t �.. y° "' /',.• � 1'i, ., Y`=.1 ``1. '%r}P 4'�n'. I .�`;' `\ I� C „i r,.t.., ���• ;•�'1�r��� 7,_ -- '�.:�t' 2 , •.:,''s ,,•} � 6 .y1 1 >Oi. dt• J •1 .I.�ye,:�,.a'.4, ; ;i_ �.” IJ f j f ,' �S* _ :..\'•;I �]') + .:1 �3,I [ '1�.'. r,• t :• ! , .\ "•.L. 0 .' 9y v i i �'( I 7: . ( .t'• ./c _'lY: l I + : / ;•� _.. .. i �. ;1,:1,, '��•[',�+�'11 +y1:, 1' '��. ," ri; r, `' :rJ +'' v i .,:{ I'" 1 r. ..�' �',:.• a l'.. 'fr i�:.. 11' 1 �/ �Y'i "')f' ` "''' ,I . PI •b, I "11 Olt: ' ( l ' `'� o ,y^ L • ]' ..`,. •• ....� 14 A ' U • n ! I�\ ` 1 i � \'• , �(���' rW,.r; ,)(•. R •�L �' � 1' °'rl .r •' �� ,r' q ,��•�.' r ;,;,': .:, >;�, \\ry< •s'r. ,. "ls''i n. �'rF + x,11 P 1Y r'I ., �+ ;:Rr-4 ^.•' �''i ,� ,y/ ,• _ :�. /• ,{�..� '1l�• .r .- jiH,•1 r rti.,1 .1 : I �I' '�.. d'�i a•. _ ��,. ., c.;y,p r � il/ / a K •r;a',� s � _ :C � e.' •. �..�.!' l' -rn,V a' j �., -.,4'. �n I; I. •; ' ��:'^ . _ , \3>, �" h �,r.: • I ',.� '. �, ' __ ' w: � ,,., �:. ,y ; �,;a_> r' ]yP, g l-a.. .�: j y� 1 r > _ { w°",' I. 'Y' - - `.- - u_._. _ t_, w•.- V % rr r. , >,� _F r .� Ir' �„ •` 1 -I° n 'l WN4 I 'I .p . j . y1'..unneu ] • an .� >.• -x�n i.j( ,Io { '•r. ,.• v •`tt .• %' ,y.:y :,.` i, I .'_ '` •;I: I�ti'I N : 9 . t...:, :.t, '+;r F • .! , ,S +..r7.,,I! '.� .0 J d + _ ••ti_ • °(r l�J1 '[.: y4: tr I. 1" y � �`11,;, 'r1•y • ( t^ I� , ,t.. �, f,� 1.! � 1 i :•L:... I ,,- ,� � ��,r•r P' J / 1 ,d �`� � �'�!:. � ,.i�� 1.. 5: �,� .A '76 y1 �:,_rl j� .� Ir: i'p•�!.•�d �', `'1 :,� '(. ;" •I• .-i� ij ,r''• J< .ry �.t''J �''`�,, .��� '`': °t -'�t �7 �i4'�ajr i „I� ' ^•,�'`,.. •/�. •�I ,'.���:(�. 17; .'� J I �-:5�1 Y• •1. • %.t.{I:a ,pp y ,j,.'�i °.� �,�„iy� .1 /,v!l'' •r' �r'� '��' "'Irir'�(, i. •! /•��•irl�Z'!le '"rl?'� ,f�;rv?•t •'i <`,4r :i'. t +• ':'v[ ',rq t. \•, ;,T 1 >'•J+ "•.J1 S • 7; ,N „� I .i\ i+ (�F. < / \p+ .I ,�`li 1;''� �," ` +'1 } -. `b 't� ,,.7,ri ._Y`,;[. +:: i•j /I �q�,(.:'t ` j ,f � •�Q : +, f , / ♦ ,ET . r i• I `1 r` J Il,, `t�� t r. '!: R r.l 6 1 al i'a � ; y ' .. v al,!� J".. -,\• - r,✓1 • �,e;. .[r5\•'!., � '.l I'!rY�•: n7./f' __ 'Itr - ” C '!'. .'l'r. - - ','•- .... ... ..[ �s .�. Y: J:. r�l :S,t' '. 4• '+�''ll. •: i,,u... L' '(uQ "�.r :6: -.,':. ,a t.:,': 1: �•'8 �., .l. �S'a�ii ,] '•j.�i, iy�. 'r r: .cam-' "/ J, , ; �; 1 '' 1'i t y l +rl' •�' , Y, \ ., u � �, r • _ ;oYll � •`: c ..•[ . 1 p... 3 r i F(' I I {;' � ,( !'ris: e' ! >• II• i '( r 'j� .'i \; '��.. rr r. �' 1. (Br� i''4r � -�t., '-f \ •rl,•/'- I _ � ��' -(• •^.drs ? { �� el v r( �!. h.: �... ��l..�tl •jib., /t,; -' 7.•`nb,..l,'�I7 ,/r' •�.t ,h �, ,,•. r•� � r '•, •,;, •�� ,rr 'K.f” 7, .f'_ _ _ 'l<',: L:' ..:-'!' i�:" ,' �'. • i V •, '�.� n f r �,' 1'� }'c: fl�J!]: P' %. :)7�.�” .i ,a, l�.i;;y...d v.n.r ,�'�idv�' (�; .i,�,'j. (. r. Dui( .r; "'��r: �.IiYdrT [. I',1(' /r I. k 4�'r. �. .•1,,' d` ,'� „r, rr. �.' •1;%�: /`,.,� ••-0-0 '.i .J t,' ,. _:i _ r�' _. L__._J u', ''. y',? �1 _ y�y._:.1•' +'°"{'i .r '�_•:`'.wt -i.� .F1':� :il i��'' i•dl .•'li L �Ii•, t+ �,:I�I',,, r• _..�'.1Q -r \,�-'!r ,�ci.. .I iA :,�''' II !• n ♦' N q %'`i'!'. :' I- T � ] ,`� .. �7 ,, jjg . :l y' 1L . •, " `.:, Y.' I ,, I '14' 1. ,'� 'J ':i' � G (< �. .. �, l :ti.'y1• 1'1 � � ,. l'1'rl /� 1 T, \�', (:., .r+, Vr \�i' .1 I \',� �.;,�[., �,t,.,• (�1 :7 3'i' y 1 'dr ,YI_y I I.I / {. , Ib�'1 i � .F_.. :� �•�• ,�'�' �,.(1,}'' 4c,•' .I. •7 .,J frf7 ,,;.r•�,,: .i?� '',. •�•;� (JJ c%_;�,�� 'l, (y. '` •M `>�i "v.., •„ ... i .0 : `,h' (E � I •' r`' / � 1 4 r. � ! .c [ .: I t/� ., � �' 1, ,, f ' 1 "i�! � ( ,!i[;.j�,,t i I •, . �i, J 7'•i� : I +;,(�: bP- J 'r. 1 `�tnr :+ ti �.1` I.,S. ! , ` 1 °I'�!a i,�e �% ,. r ,,ll:� .,i i. !._,' �-r+' `1��•' :�..P�{. rl: ,, :.� ._,.: � I % i.: •� i ;'i ,- 1ir IIi• 1 i�' ;nr [)f '4`.V(• 1tA �( v •I:t ,� J(_ ii {. �j ;1 .�.7 \ � .''I'�•Jl� (r'Jy •'/�_ /,,.y_� I .,, ,1 _.. f•,'�..' , I- `''�� \. � '� ih ";�" - (' �, -'`��� ,�ii•,r ��1'A •.i `�' ��. 'S,: �1;•( ,1'•' .r��{ 1 `i<}��; y' j I r.t.�t`y.`•I i /.� / .•. •., '..., , a' I� Pt\ },• W ` S O �. - I' ..!` J.,I Q.,: �' Trn * }qty - - �'r .'t 1`�' - � i!4''1 / , ' � i{ gip•, i•�r.,.. '- ' • �.: r%' I �1 �,.U..._..... - V' - •I_._ - -I-' "1•_ .1° :,v'r�l�r r� r ' +1 �� - 1 '1 ".i. ').d;;l� l� }..,}�, \IJ P� 7e"�..Ir. / �� ,i7 \• � .��_ r t Ft %+ ,i 'r:e. I .7 �. r. 1 -:: 'i. � , % .,9'•' r` �a. �• •,1f1(] ,• • »., (_ ./Q_ 1` 1 %L I°.. 1 _ iJ %�y'; •,L' '^ 1 {;. , 'c•: /•t 5� ` '\ . /...�� ..�i; • °�Jt }�s!., a( .7" ';,•'' "�•`i':a�) '•r 'y, by >'r �;1.; \.F, �.r \7. r �� (', Z ":•1 ,}J J� r i... F4I�fb �l tllt7�I :., ,I i : - 1171 :, ; , C' S S i 5. .. ; \:1 J . r I r" �'•'1 } ;: ,! \.4jr-• 'ri ' � .I_�:.�7 � {{ � i \' 1`,� •a•` t ..t, p�r :•r, ;Ii1�'' 1• 1 r:. ..r /. ,' { I `;I••,111'a i sY' _� i 7•. 41']'; "Y Si .r -•:., 'Yi(t:E^I"�'_' °,,'1''.,i�.' :r':\' •j•, I - .r: I ii � I :( Sq(Fry \ \•1py „r !'f_.� I o t:.��1• ' "' �., ,� U 1, �� • i i r � ' .J � LG r. '�( ,•.�•.` �-., •,,;T! .:; ,�;� ,1 'T: �e4. •li ; t., ,.r .. : � �,:,,,�.r •,'�.`.y l�•'7' fi . \. 'Y ' I r]` '� �' •'ir• ..;: r•'`' �,r ra p� :4ry' .�.M ` J:,{I. c4:�,it x'71 ..[v.i 1 •! •t R" ' �'' jr' - �- Ilryrf •+Y %. �' .i'�•� y•.. : ` •1 �.-• ,:, f ,� r.!: \r �:'r� r'•1 ; :ri;. 1 � i'' y., •'� : r I [• c . t.l •I, f � � li , .• i'.i' 1: � �t ° .� ^ I,.a ,.:�'..., ;� 4`�ti I, L: � '�• I;iu. ' y i1 n :IF - . \.• ,�I � 5" ,'' ✓ '� •p�r •4 ,.� j,r .yam � �: il• v:'I/: � r...,�1., [ l': I I •'i ✓ ` ' rl _ r /" :`I. r''" './t. QC iC, S c u`1, .! S '' l I i, '�..\.`''i'•, 1 t I z••, ;y Ir Iv, 1 - ..a -,+•- ti •:,Iti,:•) .''.,t� \ `t: ,; . ''• ,��I ,.� o�:. B.. . ; O ` 'i. [:. ,(� .;y l rr ,, . . rliY••r1 r' ( (% '•-� � \ o , {H, N ! ;'41 c i +, {i'[' ' �� � .+.{�,.,_ / .r,• .7, '✓ N:•, �FI :1•: ] ?I ::, �J:.�.. _i..i '� •r' •I: ,...1 `r.' ?' \' _}, �l_I ,I1' 1' , • /!:••.f ''fie, •,'I,' •,�I' ' 1 _ Y I .I � a`, � r ' �, i [ i / Jrr \!2 .i'• ! :. p .f••f':'.; • u > 't' '.. V''' � '' , `'il,:.'.r ,:. ° .:I r.l''�''tt a' ('' %'r,s' •` I ;�.tf' .'' +r��� 'i'fII1r'��1;.,, 1 j: `+�` 1p� I' I \', r�'' 2 :wt' Ott �, ,�•,! ''r' ii \ • (1` •; _ \k ;''" y f... i •k 1� _�I.� ,. 't \!.,,. ,�...1 ,'j` ].I ar� ._ _.�. ,t ,I _. .F• •r �-� • {^ t. ' ?„ I,f '\ 1 tG /' 1' _ "�• ,I. • r :_.' (" .i :t'..:7t !.�- I r't.'•.r,' qq \ +.r ' 7,,;. •([. / •pi' " \•,•�,, \' .i ;y .I.: ::iJ 1'F., i'�.' `;•1�r•:l t`.,jf' i I' ��' '' '11 i -i-(,, �', 1, "1 ' \• ir1 •n' 1: 'r !`,'. 1 •'` <I it )N. 1 ' ��'-�'' � J�i.1- i .I _'�' S ( 1... I f," 1� .l: ;.y, ',\tijl I \,q., '•t •+�i:.,...1 . S 1:' r'''• , ' / �,' ; )•,, •.ts t.11. i 1.: I; :�'.% cl � Y•� ':'�. l'_ ., 'y t- - � `'I • ,,,/ .17 ?� .• { ` ; . i• /. (/ Jc I ;i },. r ° ''•I , _: 't,sr):\ ;t,' i`d �.: " �(j� b'_.�`�..._ ;,F ills• _�1� `ti : "i': 1 - .•,i,1 ; -4 + '{ rtN r .�: - :r,.,:� nl;:I �'4t I4,}'I'r. a I _ .'.,�. :.5 y- .c ?' 1 .4: '( 7 ;r' •� P 1•t !. 'f; 11 .•�,• �I' � .. .).� _ �C• aa'. 1" �1. ~�' ,5��':r :I�,. ,h;l�." .i,,,,'I� (ii�' ra •i .'1': c..• ,; .. - ..S,., r-y, .'i., 1-y: J�ji,l•' .. ,.r, �: �.\ ih .;rf. ;;S 1. f ^,'9••se, •r •',• Ji•: j' j y{':°'I• T - ;,v...;rV. I; / -- :y1 •��.,:.i'!��° .i;; t•� 1c 1: l,, ,J' •¢ ,r r _ ,. .,7.� ,.�ryi..':.i „I.'':ES';,.• •�,:f,.:,.:�• .`”' t�c�:, •.4� 11 �' � �,� �F...rl, rt.t`�1�, •�'• ''' , ,v ,, ',(J1 '114.7; ( r I ��'�,r., / ; t•. `t �•I '.,;' .1 1 \••_� �tj`�._ ,t''�'i:.- ,y�Q :•+F"'St' _ \• `1`:i �,.' , ,l .,lr °1 ,,1, l 1 r \Q� h' a •`!' `1'��O' 6 '- — _ 'rI''N�S(• ,�' \,,i,"',t,,�;;1� a •'cj ._]\` •wi. J'�. V ''�\.� I1IL ' r �� ,r. :�,'.i, � u. ''+'' � °r'\I- /: '��r''t' ,1.. ,I �%_ ,,.,•'.i,^"' r 1 O>.'1 .Ar t t? �'• - °i" '� •�: r'•! Y' ��- I � � 1`. r . r'._ ' d ,.r. -1 / [Ji ! �. •r Irt,'1: .��`I ` \, •�`` ,;\ i '� (, \ r(j: ,( :r ., ;;(�'.•' '.I r. i• .ly .. +,, 'rd .� , : IC t, ',., ,7 ' •�' A .1 �: ``((,(yJ,, ' 1' L'.'," •" :'1' � . .I � r ' _ J' ••�j:} �II �f .. . f:. _' C •I_ ,' .! I. l �, ` l•� 9 � "rl.'':;f; :Tw.. ••,' YY .'�,• :,V _..,. •I•. i.l. •' �` ' :j' j'1.�Jp7.:,1- i 'r'.i� . +;,• '(• { {:.• 'p', :��,,!:; °•;•`. :�, :t:;;,.1/q JI '�, )P �'a!, +. '(I!" '!+ .g � I. I' '/; ,I/i v,!f'ni :'u 1 '•� , 4N J., •''�*•'\'t'r.' :e9''q''*v ,''Sr IS`' ^ r. t 'll. % --i • 't ''' �r' :i T, � •}SI � .I Ipri,1 •� \: .I. �' ;,, � ^�- .� •r - =• r1 I,�q -.. �� .; � .. FF '!I� •'t_ Vd-z".. � ':;�,. �.,( •� ,.i''in '+•-'I �'`7P' t,ir. :,,1 •'.• � ";• : r, — � , ' ..�_,; , • ,,j�F!h$' 111: , �. ]' ..i . \ .�(�- ; yy( %: j�yr: S : t,� yi'' i.. u '':ir,. .,Ij • ! i7 _ .}.. I:`:'1 \ 'j '`:,' '!f'. •; ]''"� ' ' -sir ''i %,; ' '_} I - -- g ; ', ro' ,' r;`!'` }; ..1 �.�': . o' J r� +/, ", • r ;r,; ' J�� ",'fa. .y.;; �I, 1 ��:FAY7;!/ .I 1 I p A •. : / \ I �• .•„ I [ �.',� • �,. ° :w.. ; }; :'It ,.1+::,•c�o :,(!.; .._7: [" °° �' t r i : I � • l" '1 'I II �T hl• PPP r; .yer � rv;•'il'' r: • it 7 II,, '3 � �.,', / �(, ,�,J, .± .5'r: =F.;' ,•�f %'•::. .S,i;;l1. ?.' � +:..'�' ° `. 1 •'-{ `'[;S7 ,v' i ` • :1�'1' , ,)", :� N . 4 ' � 1 : 1�.•, '. �',�. :/ .a '•� �;. •rG�` �,�, ']' ".t? r.,A�:• j( ;•'a • <)r� ;�Q •r5'V'•`d �: � ! 2 f� ,1 .. YJ , Y , "� ,:1��' u .�;.. .('{`.. y ,'4,jZ . �,i(y },I"r. a•, .`;n.::l\'.•i+>, . l ,t . Q:•. .`�,.:.•' "�.'` 'I! . ,� , f, o! - _, f x..� 'F•• yd i' .,.e:...1 _ _ _.r: - 'I a---- •�'1q'�.'.. 1 , t. .x, 1 7 .� . ;I _ _ t;' ' '�` 11 •� r' C l' G ]I., N m J,':t,�,, r, . ,�ys';- �;:. °.w.� :7 i (�t+ ,• ;C 4' _ r 1' 7 �` w;l_.., 4.11) ' '%' ',..`Xi� •.( {) :.•6`. •' ��,, I.: ' �•: .v- ,,%t .� ,fr_ "f _`In o % I qrYS� \;y ./ �°_,. "�' a\ i�'j•h' , <. ) :;^�i /• �7 %'i .M� i �• I I> I,,...Cil, � fTl X m �. Y, _.�" L!'5,..,. �•';i • ,;' � 11 , r � ..1 � � • 1 �� :� •! ;/� Itj�[ : t' i' -a � ,',.. ,I,� ' I 71. �' 1' :: •�•. .i •'% 'r'• _ oa 1 ,. i, r r, /, '•'A/ !�`. (;" � y .:,.. „ \' _�'.' I I ^(7 7C7 D.F' . 7 .j r': qY. - �-a•l I I r, l C?� 1 r I s; O I .lf i. F ,: ir• .i�: �y� �I ', ":,4,(1 ' �f I„ •�I,a.. •.P, r+,(1,�•� :'t _ ;',i;.i.,.' i11 ,rJ• ',, 'I �., e n Z C :',rr ,il.U( .[ �..C- T.i.�" +!'I, �' + f •11f t `),��i:1 _ •:%' ; \� ;-';- '. \ \C7 n .rrl�.. "I. \ I S I ,I. ` ° i' ♦' -D m -zl ,`.1; `t� ".! 'r /''A, 'r'� :'7' •'. 1' °' 1 - ° - J,`'. is. �1 -'•:w •' .,` 4�•1' :''r• \' _` ' 'i.: \: Y I '� -( +•.i.. �'• •7cJ, P•.a'•V' :I'' ,vn _ i i /..o /' r' uii,. •[ [.',r ;�.•.Rfy :,/,;.{ o, t s '•i'rr u < z r�r�d(' �•�, :4',' C�';' eL �.f r27 ° -� D o � "'� G��.l�';,.�� .'� :D. � •'\ ,,I•o '�I t,, / /l /.' •'l' ..r: '.;a�Y.' :' /' i � :Ij r °� ^ I - ' �`� I I D N --t r ��:?t .. +l. `�"".'i:�y••� o' D .i. ,' °r / ll �\ -( P o oO j.7 !'' Ui'r I - s L• - AL,.a,ry4 r!r -..:•' :r :;. !•( y /:' I y l' 0 : f'..Y. r !V O Z .1•. v � _ {. $ ; / ilr,. r.. , ^.!,�\ ?� L -'�:I Ir• r•, �• �,.' 1. p L.'^ �7►J. � :'}3 � .tp4 c �r �( ':h'• 1�1; � (1•% ♦r1 r ('•,^ 1': / `i r,.1 � ./ [t, C ,.. - ;'I' L' .i l7 Z 11 Z1: to �` 1 Y/ ,. , 1. /, • {1 .•'':, I:�r n -I�; I F•Je Ily it I O(n r), 'zlyo• _Q •r'n'j',: •'::.. P, .. 1 Y ti ,( ". 1r1 �z ` -� i•• '`,1 I 1 C :bi; ,+71'!;, :tl}ii [✓'` I('� f LI' I''a 4 �''''1 a u �r m' /,'` t ( I ' u � ` � • _I ' r nN �.O !✓r''' _ _�_..�% 'I 'll t. '�1• � n my '.' I 1 u^ .� i ^ f.l .� laj• -..� S, e. �' QO ��i;' `' .�5•• a'�t ' :,;��;'pJ,::i`r'•;: R.i•, I ... t,l[..( .N'; ..�.4..'j...a ,._.. �I ,,'. .1.... I ° � ni'! d`•L° 'II -_l ":� --'' !'•: 'a •1° ,. •,;. 4•• �''. ,f 'ti. � ^;; .d,,. ?:�•q ^, �J�''_r'II;I ?��' � •r,r- 1 - -� '.N r'. I °' i'1 ,���I I� li ' '•'�'.I •� I I- J�� C!_. ;�'� .,...,I:xj'. � rts\•.,, °� . °i.�� I 1N: '•;170 �(n• 'gal I .\ �t _.,_.I_ ii,' ';` v] ' 1 '' 'ch ., a' ', ),'�' .c/�r.,\.,I.�' -. Ut •I�I'l' ( .. :1' it;l.,,,�y_''..`,':: le ;( a Vi' I . (•� .f .. ,v::rf •:''.. :'`' � r• �:1+ _\, ., .r7� �.. _ ). �._- G >= •+^- 1''r'` ^' - �- �qry•(�{� +Jm,� ; _ - �'^ ?.- �_ °_s-.: t• - _ - J . ,I -•, 1 � _ �... .` : L rim ��� -s . - "ri •- c.-Pb� .L`72'n. ,y-" _ _ .'ter _ _ -��'1_;� -�` �:, �'�i• = :t� ,:�R ?J_ ::•- r-:r'-.� `.::,rt!"^' _. %� _ r�Y.-- •___'- _�1:.�_- .. ---- -- - �-b'--" -" - � rt _ '•it'`'fr,- ^�`-- rte;:' :: ?`,- s.. rt.. r s. 8 1 _ • <t zr :tom--: - � �+>_•': •r r T• - %L= 1 S• qq -- t„IJ.i'� .Y i _ 'r Maf 1' -- ,• .I'.'� - _ - "c[ r , f• TIS. i ?' - Y O T nJG' -•rF` i• - - - - 1 / - - I' - JJ 6- - - ;N � - G r - S de - '4- `•L. mss-. - - 1 - - i'\ - �� - - Nr . Y� • %� _ .�•.� ZK' - -:':�'� ~_? •'1_✓+°r -.» "^ f':�,?.c" ^h:. -'. :✓` t "r- ," -_.- >i.a' 1 .� =% ,_v,.' -.•. s. 1 `= _' \ _ Lam. - - ,- Y z: t : •,) „ : .._ rte" +,.- :.. _�� '� :1 >, z_ ` °; _rh r. .. -.. T .:�,., "r -:::L .f' = :• - ..ve:. -4:. .c •`L�.i Z -. - - =3: .7$J`1sIDSP6:S. 'Ci`'T :` - :_�:: ,� �l. .e:`- `.. -_�' =`=i !�,r_ -\ • § -. _...:�� - :`" °:J� 1' "Cr- !t:::T''� �`a^ -� '.i�buN tw's� �j� r lrrd• eriOC)s .�-, A[r 't '- .� - - _ ':'�.':r{', -...t ..�F•:- J. - , -ad; °T•p` �. .:r ��..� DP+D.CD''_' — .�;-,�' -• -';v�' �'� -�- - _ ;•�;�_:, - �-3 " -z •�� ;��� _ .,r. \� =-�- __ . -. - r �.�r- T2S '• n _ s• GSe' - x:,n - P - T. ti - v • :1 _ is :• h - ' J y _ _ v - tt 166 _ !.' � t. `% r _ 'i ![�4 " >. _ ' "l; _-u.i i •, — 'S r,- ,y.. s _ • r- -:C.. %i / ,,,_ '-x: i I _ - - T,n :•VA�` , - 5c �' � fe'.,•e.•• •'t 1 - U-7 ,1`• :1: •r,:;i :.: �I, _e• __ '•__�•- - - - - E' � � •�. . d - •- ,'9t! -r '� . . °An.r t 1.�� _! j f �p,�'• b .P - wl.cli -�` �' ! �'�,Y ' :r ^ -�.� -,;: -•`•_ V� - •-- _ •'t' . l :7 r, `J .ifK.AO••.frd _ M.1 _ ^'t..._. ',_ .F _ \' rr ..Y r -r )i�� ae. .� µ�. ✓r ^n+ \ - ter, z 9 • . ti. 3 r: - 'i •z y -�� r j: � v' '� .:. ` r � . ..� _ .. s - �- cs(. .. .,•., , r' .1'i ,.. � fJ �� =1 _.�' y!. �k%= - - V� _•i -..�i. - L_..._ � "I .•�.'- 'i - _ r f: _ \ MJ.CC :f11 ' /�: J% ,/ ^ J'..._•, J� '\� Q ..- vK. 4•.\ '�'•\- T:'LOP 'Y,v+dbr- •� iN•<..7 �,,� i �a,_a.�� - :JSi. 1/- .'�!. _ _ �h..: _ aNCV..� "Ps • ",L.: \ _ _ e•. \�F� �l rnP� -/. - . i'4 -9` .>-:4 .t., '':�,•� r- JI _,c. .. \•, '.,t � - r - „1 •,r•y • ra �' � i -. : -•� -� :'r.� -: ,.`l.' - -i- `a - 'r - — ;:,ice' ''l� R ti _ '"-•5• x: • - _ ! i� = => •.� �: r. — - {ten � % �,Y'•�'- �e' '♦e- - S ) s a: 4� ^ :aj - 1 A C T : _ .• Y+ '73 :i/a:Y:- _ - .f .r •eln Y- i' `-�:. - .hI �GA ,f`• \ - . - '- -: � _ . ._ _ .• -. -' ,. ',-- ' - '� J�o "',,,�CJ••,n, S,n J .A' - <'ir�,yyt •_ .��� S .. {rJ0 7 � L- - C •- - '•` ':In +'. .{ "Trra`n�A.Ol�t. i�t( �....:• {� y� !.L_ tY _ -°!c� I' _ - >Zr.J'ni ` S ' � r. R : % _/ -�C •` r'. - `,Z.cc.:. , / ; t. • � . � _?:• I ..1 �•F," - `- t'% " -� i, :••.. _ - :!� �.% i• �� a 'i- �i f'I- _ f, �_ s - .aij�:- - .."1 ..rte .� '�\ ---- -\ - _ q / i fN9 ..r • 7 - t_ - J. , NIE - - `'!iv.' Y' F .Shoo _inw• � - 5 7 T'�• -`ct - 1' _ - �I - t,..1' �:.^ _J � ti�' •� ::ice r_ _ -.`J' ,w' `,- v )' -�-1. 's•' tom.. - _r- �.1'� -` — `?. " Q•Itaw• - - i - DcM v a 1 - " r -•i c.f 1- - r- a - U l •. IT ` `n4 4' i r ) .r Ilc - l.w ��. •r _ - 1 - - P.. •"CJ•x -.. - rc• ' u - _ .f =.sue a=r"- - rJIF' _ a \ �• .� � yr - - - - -\� 55 •Cow vp: - f' - _cc _ - .'1 J• t. r�: :�. mr,,<„ -� .,ter!. - `D' r. uvr.o,.�+tG .y: -, -- "� - IT .c:- -F - -- ��•. _ .�•.. \. `�. .S � _ �.PC -: � _'\ 1' `,. ..x fETt..a yi, ,��� "j..� r '.\ i : } _ V - a - _ •- a, ` D, )iDe . 4 �A - 1 \;• =� �o. - Tai=- �- .• - �:' 1 e- - \. - t - I v s .� • L R .1 _ 0 R ; - -�„ - - •fir.. - .r r•. �i - T i _ T" /l ' t _ sr - 8 ' l ' r T - T _ :tit• - �- c.. - ._. -_ � .. .-� .. _. . .' .'.: :'. r:,/ - s.� \ � t ,,e.FP� - •l' : - �1 ^;� as ,2 � , - _ria • . s. `f 1 ✓ - f'. • t` :3� -__'- <;- - "', -'+�.: \rte" ` W. co 'x-12' �--tl- - r:� - - r-�2c' :�' :'~•:;,:� R +•er_ - v --.,:s - `lard': - ..� ti':��._ .�•. -�-t. b•'• 'C • t _ JC .ir.. _ v n J J 1 I a 4 � . :' •>� - .,.E - , �.i }•.J. - G st =� �:�'. .. /r c 1 .J: .ti' , �_ - 'Z, ='^_� `�*^: -'_ 3? -MS_". � -.t:, ic'. _ .:ti's• [ i f ! ':,K. ^- %j • 1: - - _ _ _ ..'l .l^:�^' ' ♦T1ON CST Ojos •v .r - _ - , i gin. '•3% - \. - - - t••i.. ; Yom` �' r` •F ��. , - cL - -jo s-- ., .1•_ "o: :i�•e 'r 7 _`1.: \:'r ter' t• - �! `C_ •'S' :�� _1 t •1.- I-' :J • / - - `mot a - .rd - - .J.`s /> .L - _ - C 'G i'i_ .f� tea. _ . 'i ^J' - `�.• .1 � ., l RIF"+•.- is -Y � - .NGA` •ti •'l , ai."Ob' #- 3. �'-- rxt'�i �'- I�,y•'t ={ r, ..� - }^'9c " yi r - '': L-,° '� - ; 'R. �� co�kF� _ Y FLOOD CONTROL =": - - "._�'�`5'•x,r �. iM1:jr°. i_. ° ' - F,n ,H • - �_ . D - � .•�.� ..r� _ F' � E� ^�• . , RIVERSIDE COUNT ��.�• x'l• •lt:`rl. - •+:< gG-.- - ) - �^ : - ,^ ♦ .•.'.. '\. vl �.FtN D 1. _ [>N•T -. {! �•- ' • - >^ - �, A N �.` !' ��"•��c y, �ccy.�J`<J.:,v: _ J ;� _ ['`'- • =r...` ` _ -,�- ,> •'s �- J • � - -- � - ^JGn- ' J.-a +' - - �w? f�_f. r i' .. .° Y.II. _ — .. �:' -� S - D D157RICT -=—=- 7^-•r: ��^�- � x : F - - -°�.. 5 - ' .� � J �- . i. �.. ��' ;`" :mac,._ .� , _ _ _ .�-, �]:.>: - WATER CONSE - - •.n- •�C •.'i ` =�':,.: ;�4L -[_ 4r - - F.'' `�Y- - -' - O,,.N6:.'n. ..J - _ i-_.c, +.t • {C. , - --�- . -.1. � -7` y.QG__ .•ate '�C.,�� _ . }.. !1 a �r,.,..- - ->l: _i • �' '"i - �►^: Tc, 1- yr. -'° -r� � �`•- '.DJ:_•"` _ SLOPE OF f _ 'r'•_ -• �-r. - { -: Jar, �g�,•^'t �^ :i.T - '- �• .,� •i �.c- • ^ter-.. � if IT;� c ,Dr d = -� —'_ . r__ -�,. r . =�. - _r :,•. _ _ DU R AT I O N INTENSITY - - - 'j �` , / °f'' \..+ ?�• C. _.Y� �:1. - ;.•LR,�ib'IT^:[I _ - �-� -�-' - - l " • _ l _ - r_ :f- -�-- :.o sr>-•• � -" <•`�cr P �' r - _- '., \,. _ors` _ rOIl4Y ^�' =J =T.. -' _ - 71' -�-i� fb..��+...1_. 1�_ .' - - =L - - - _ •- - = I Y' "._�.<es _ oL . - ''jjjj - r, I ' "7 -X•c% - or. tR9Rp� ^ i i'�„ r %r _ 1 ,.- - - .` ! J _.-... _ _ i �±"' j -: \ / -c-. -. "�•1 V 'ctiB�OC - •,,:m- .�°..m :.-.._ `•rn,Y1A*` r -i•.• - - - ,L✓, —'_� •\ "y " -- A .-ae ?..R ^ e. �� , � � °� ._ ��a, - _ - -'�w - �-- �•-a.. ,.s _ ��= -:9 ) _ �, ]�^�[" 5..� �ssr sL �o ��- .:tl�'� -- ` "�-.J - - .- . ... . e \I \ i -- L�i'`I n � _ nv� "�`�� /ter - '6t.?�i -: / „- ,;.1 '..: - T - _ \ • iNEVNa .iiOrli� a -\ _ ' - .- �C o-• rl. 3• _ �. i_:/�' - =J7 j - ,J - 1, • _.�.. _ Y.r_°..•' — �Y �/ r, .:�1_ , Li: - _ - Y'-`:.Y, L�-rT _= ^aES-`:.i.J r-�_`- _ - y .., F.�.•- r a .- �,.�`- z - a - .� - r Sl - •_!}1 -:*v —_� ' `-,� �'i' �.[J..' - '-C �.; �- %`. _ _.� 's+'r•c __ - -n -__�. ,ir_ ,.r-- � -: ?''1 t� _ -.i. -�^:• - ._.o o. .,c - °S q r.,:•�J� - _ i.. _-.�•r:. �_wY �'I' s \ '�'c,. � ^�.�. � =°a. °' .\ .,�.L"d!:_. ��' {'� v�.':�.: �i - - :,. -.o- -- -,� e \l '••\ f, _ '�Y {J. -Y:-- - v � -.P,_. - n•��:. `,�e>,n� '`�- "e+: A =\a. � _ '�•�r -:_ - -- ,i•d�. - - i�js -ow%r� �;�__ _ :�'.,ru` \- : _. -. L -F t v`�'c5? ,-,J`C�. ', `s'F: E� J'.c' • : - EaojSSON'• �.-'�.,:d•',- - o.� l - - �I .i!' _Y'`'t'�'!S�' "_.,.:,. �•.< :C >� .rj '•cT �[�'3r r�:'- ,o � I� I r pp en :POCKET MAP EXHIBITS A. '.PLATE 1 - RATIO'NAL METHOD HYDROLOGY MAP b. PLATE 2 -UNIT HYD ROG RAPH METHOD - HYDROLOGY MAP 78-M Avarua 47 .'iM O l S ! Suite 208 la QuWa, CA 92257 [ x u l i z Vokw 760.771 -4017 FAX: 760.771.4077 P'L/4WWiN RS ENGINEERS SURVEYORS i --- - , In I - no 31 I--- OV-- C\lp AVENUE 61 I VICINITY MAP NOTE: ALL SOIL USED IS TYPE "D" 240 SCALE 1"=60' LEGEND /11 1 DRAINAGE AREA No. 1-0 DRAINAGE AREA (ACRE) ® NODE NUMBER 485.3 FINISH SURFACE ELEVATION 476.0 INVERT ELEVATION F2-81 NODE NUMBER 485.3 FINISH SURFACE ELEVATION DIRECTION OF FLOW DRAINAGE AREA BOUNDARY LP=25' LENGTH OF PIPE (FEET) Ls=120' SURFACE FLOW LENGTH (FEET) TRA LLJ Of m III cr- Lj- l---1 O A LAJ LLJ LLJ Dal .% VICINITY MAP AOTE: ALL SOIL USED IS TYPE -D" 0 30 60 120 240 SCALE I"=60' LEGEND ])=DRAINAGE AREA No. DRAINAGE AREA (ACRE) 2-51 NODE NUMBER 485.3 FINISH SURFACE ELEVATION 476.0 INVERT ELEVATION 28 NODE NUMBER 485.3 FINISH SURFACE ELEVATION i DIRECTION OF FLOW DRAINAGE AREA BOUNDARY LP=25' LENGTH OF PIPE (FEET) Ls=120' SURFACE FLOW LENGTH (FEET) 1,7vpjjf LUDL Fjvttcvl vvuu vtlt 10, ZWO — 1:4flPM MOTTO dy.' )IAIIUNb,) urawing: I: \74900 \HYDRO \PLATE I RAMNAL METHOD.dwg