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31627s 71 IE s 71 a 3 s s HYDROLOGY REPORT September 23, 2003 STANLEY C. PREPARED BY: MORSE 79 -799 Old Avenue 52. . Lo 0. into, CA 92253 DORIC N. _ Voice: 760.771 -4013 S C R U E T 2 FAX 760 - 771.4073 PLANNERS ENGINEERS SURVEYORS r1 �J &M 52nd AVENUE \ N 53rd AVENUE 0 z 54th' AVENUE SITE a v PGA WEST a z z m AIRPORT BLVD. r � -1 WEISKOPF 58th AVENUE 1. VICINITY MAP NOT TO SCALE i • Project Location Appendices TRACT NO. 31627 RESIDENCE CLUB AT PGA WEST INDEX Appendix A: Hydrology Calculation — Rational 1. Q10 Rational Method Calculations 2. Q100 Rational Method Calculations 3. Hydrology Map for Rational Method 4. Typical Street Section Capacity Calculations Appendix B: Hydrology Calculation — Unit Hydrograph 1. Q100 3 Hr. Unit Hydrograph Calculations 2. Q100 6 Hr. Unit Hydrograph Calculations 3. Q100 24 Hr. Unit Hydrograph Calculations 4. Hydrology Map for Unit Hydrograph • 5. 6. Precipitation Table Retention Basin Volume Table 7. Sandfilter Sizing Calculations Appendix C: Reference Chart 1. 2 -Yr / 1 Hr. precipitation 2. 100 -Yr / 1 Hr. precipitation 3. Slope Intensity Duration Curve 4. Runoff Index Numbers 5. Impervious Cover Percentage 6. AMC 11 to AMC III Adjustment 7. Infiltration Rate Chart 8. 100 -Yr / 3 Hr., 6 Hr., and 24 Hr. precipitation Appendix D: Storm Drain Hydraulic Analysis Calculations r•\roonrnuvnon\rnincv nnr- • • i APPENDIX A -1 Q10 RATIONAL METHOD CALCULATIONS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS CONSULTING. - 79 -799 Old Avenue 52 La Quinta, CA 92253 Tel: (760) 771 -4013 Fax: (760) 771 -4073 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY • * * * * * * * * * * * * * * * * * * * * * * * * ** * 10 YEAR RATIONAL METHOD * TRACT 31627 * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 5880010.DAT TIME /DATE OF STUDY: 15:50 9/24/2003 ---------------------------------------------------------------------------- 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 2 -YEAR, 1 -HOUR PRECIPITATION (INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9621 SLOPE OF INTENSITY DURATION CURVE = 0.5900 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 3.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K* [(LENGTH* *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 375.26 UPSTREAM ELEVATION = 501.43 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.81 TC = 0.393 *[( 375.26 * *3) /( 1.81)] * *.2 = 12.218 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.460 SINGLE- FAMILY(1 /4 ACRE.LOT) RUNOFF COEFFICIENT = .6591 SUBAREA RUNOFF(CFS) = 0.45. TOTAL AREA(ACRES) = 0.28. TOTAL RUNOFF(CFS) = 0.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) = 12.22 RAINFALL INTENSITY(INCH /HR) = 2.46 TOTAL STREAM AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.45 FLOW PROCESS FROM NODE 5.00 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 = 145.98 UPSTREAM ELEVATION = 501.50 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.88 • TC = 0.393 *[( 145.98 * *3) /( 1.88)] * *.2 = 6.882 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.452 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6971 SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.88 RAINFALL INTENSITY(INCH /HR) = 3.45 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.51 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.45 12.22 2.460 0.28 2 0.51 6.88 3.452 0.21 • ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 0.76 .6.88 3.452 2 0.81 12.22 2.460 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 0.76 Tc(MIN.) = 6.88 TOTAL AREA(ACRES) = 0.49 FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 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 = 442.45 UPSTREAM ELEVATION = 501.43 • DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.81 TC = 0.393 *[( 442.45 * *3) /( 1.81)] * *.2 = 13.488 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.321 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4-ACRE LOT) RUNOFF COEFFICIENT = .6526 SUBAREA RUNOFF(CFS) = 1.39 TOTAL AREA (ACRES) = 0.92 TOTAL RUNOFF(CFS) = 1.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) = 13.49 RAINFALL INTENSITY(INCH /HR) = 2.32 TOTAL STREAM AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 4.00 IS CODE = 21 ------------- 7 -------------------------------------------------------------- _>> >>> RATIONAL_ METHOD. INITIAL,SUBARE& ANALYSIS < <.«<.. • ____ - - - == ASSUMED INITIAL SUBAREA UNIFORM===== _______+_______________________ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) . TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 257.64 UPSTREAM ELEVATION = 500.30 DOWNSTREAM ELEVATION .= 499.62 ELEVATION DIFFERENCE = 0.68 TC = 0.393 *[( 257.64 * *3) /( 0.68)] * *.2 = 11.859 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.504 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6611 SUBAREA RUNOFF(CFS) = 0.84 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 0.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) = 11.86 RAINFALL INTENSITY(INCH /HR) = 2.50 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.84 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) Tc (MIN.) INTENSITY (INCH /HOUR) AREA (ACRE) 1 1.39 13.49 2.321 0.92 2 0.84 11.86 2.504 0.51 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 T STREAM, RUNOFF NUMBER (CFS) 1 2.07 2 2.18 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) ?ABLE * * Tc INTENSITY (MIN.) (INCH /HOUR) 11.86 2.504 .13.49 2.321 ESTIMATES ARE AS FOLLOWS: 2.18 TC(MIN..) = 13.49 1.43 FLOW PROCESS FROM NODE 30.00 TO NODE 8.00 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 = 241.78 UPSTREAM ELEVATION = ' 500.30 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 0.68 TC = 0.393 *[( 241.78 * *3) /( 0.68)] * *.2 = 11.416 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.561 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6636 SUBAREA RUNOFF(CFS) .= 0.73 TOTAL AREA(ACRES) = 0.43 TOTAL RUNOFF(CFS) = 0.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.42 RAINFALL INTENSITY(INCH /HR) = 2.56 TOTAL STREAM AREA(ACRES) = 0.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.73 FLOW PROCESS FROM NODE 9.00 TO NODE 8.00 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 = 497.85 UPSTREAM ELEVATION = 501.57 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.95 TC = 0.393 *[( 497.85 * *3) /( 1.95)] * *.2 = 14.263' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.246 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6490 SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = 0.76 TOTAL RUNOFF(CFS) = 1.11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 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.) = 14.26 RAINFALL INTENSITY(INCH /HR) = 2.25 • TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.73 11.42 2.5.61 0.43 2 1.11 . 14.26 2.246 0.76 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 T STREAM RUNOFF NUMBER (CFS) 1. 1.62 2 1.75 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ABLE ** Tc INTENSITY (MIN.) (INCH /HOUR) 11.42 2.561 14.26 2.246 ESTIMATES ARE AS FOLLOWS: = 1.75 Tc(MIN.) = 14.26 1.19 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 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 = 144.81 UPSTREAM ELEVATION = 501.50 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.88 TC = 0.393 *[( 144.81 * *3) /( 1.88)) * *.2 = 6.849 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.462 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6975 SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 -------------------------------------------------------=-------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <cc« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: • TIME OF CONCENTRATION(MIN.) = 6.85 RAINFALL INTENSITY(INCH /HR) = 3.46 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 7.00 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 = 416.21 UPSTREAM ELEVATION = 501.57 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.95 TC = 0.393 *[( 416.21 * *3) /( 1.95)] * *.2 = 12.809 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.393 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6560 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 0.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • -- FLOW - PROCESS FROM NODE - - - -- 7.00 -TO NODE 7•.00 IS CODE 1 = >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< «< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.81 RAINFALL INTENSITY(INCH /HR) = 2.39 TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.66 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER /(CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.51 6.85 3.462 0.21 2 0.66 12.81 2.393 0.42 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 0.86 6.85 3.462 2 1.01 12.81 2.393 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.01 Tc(MIN.) = 12.81 TOTAL AREA(ACRES) = 0.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 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 = 531.93 UPSTREAM ELEVATION = 501.57 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.95 TC = 0.393 *[( 531.93 * *3) /( 1.95)] * *.2 = 14.841 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.194 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6464 SUBAREA RUNOFF(CFS) = 1.53 TOTAL AREA(ACRES) = 1.08 TOTAL RUNOFF(CFS) = 1.53 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 14.84 RAINFALL INTENSITY(INCH /HR) _ .2.19 TOTAL STREAM AREA(ACRES) = 1.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 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 = 467:41 UPSTREAM ELEVATION = 501.37 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.75 TC = 0.393 *[(. 467.41 * *3) /( 1.75)1 * *.2 = 14.033 • 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.267 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6500 SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 1.07 TOTAL RUNOFF(CFS) = 1.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 14.03 RAINFALL INTENSITY(INCH /HR) = 2.27 TOTAL STREAM AREA(ACRES) = 1.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.58 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.53 14.84 2.194 1.08 2 1.58 14.03 2.267 1.07 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF ?LATE 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 T STREAM RUNOFF NUMBER (CFS) 1 3.02 2 3.06 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ?ABLE * * Tc INTENSITY (MIN.) (INCH /HOUR) 14.03 2.267 14.84 2.194 ESTIMATES ARE AS FOLLOWS: 3.02 Tc(MIN.) 2.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 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 = 414.23 UPSTREAM ELEVATION = 501.57 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.95 TC = 0.393 *[( 414.23 * *3) /( 1.95)] * *.2 = 12.773 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.397 SOIL CLASSIFICATION IS "A" • SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0..26 TOTAL RUNOFF(CFS) • • 6562 0.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 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) = 2.40 TOTAL STREAM AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 12.00 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 = 364.67 UPSTREAM ELEVATION = 501.37 DOWNSTREAM ELEVATION 499.62 ELEVATION DIFFERENCE = 1.75 " TC = 0.393 *[( 364.67 * *3) /( 1.75)] * *.2 = 12.092 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.475 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6598 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.39 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: .TIME OF CONCENTRATION(MIN.) = 12.09 RAINFALL INTENSITY(INCH /HR) = 2.48 _TOTAL STREAM..AREA(.ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.39 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 0.41 12.77 2 0.39 12.09 INTENSITY AREA (INCH /HOUR) (ACRE) 2.397 0.26 2.475 0.24 • * * * *,r * * * * * * * * * * * * * * * * *,r * *,r ,r * * * * ** WARNING*, r*, r* * * * * * * * * * * * * * *,r * * * * * * * *,r * * * ** 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 T STREAM RUNOFF NUMBER (CFS) 1 0.78 2 0.79 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) _ ABLE ** Tc INTENSITY (MIN.) (INCH /HOUR) 12.09 2.475 12.77 2.397 ESTIMATES ARE AS FOLLOWS: = 0.79 Tc(MIN.) = 12.77 0.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 15.00 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 = 418.40 UPSTREAM ELEVATION = 501.37 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.75 TC = 0.393 *[( 418.40 * *3) /( 1.75)] * *.2 = 13.131 3.0 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.358 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6544 SUBAREA RUNOFF(CFS) = 1.43 TOTAL AREA(ACRES) = 0.93 TOTAL RUNOFF(CFS) = 1.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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.) = 13.13 RAINFALL INTENSITY(INCH /HR) = 2.36 TOTAL STREAM AREA(ACRES) = 0.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.43 - -FLOW PROCESS FROM NODE 19.00 TO,NODE ' 15.00 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 = 395.61 UPSTREAM ELEVATION = 501.17 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.55 TC = 0.393 *(( 395.61 * *3) /( 1.55)] * *.2 = 13.009 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.371 SOIL CLASSIFICATION I.S "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6550 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) = 0.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ----------------------------=----------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.01 RAINFALL INTENSITY(INCH /HR) = 2.37 TOTAL STREAM AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.82 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.43 13.13 2.358 0.93 2 0.82 13.01 2.371 0.53 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 T STREAM RUNOFF NUMBER (CFS) 1 2.24 2 2.25 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = kBLE * * Tc INTENSITY (MIN.) (INCH /HOUR) 13.01 2.371 13.13 2.358 ESTIMATES ARE AS FOLLOWS: 2.25 Tc(MIN.) = 13.13 1.46 FLOW PROCESS FROM NODE 14.00 TO NODE 16.00 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 = 331.22 UPSTREAM ELEVATION = 501.37 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.75 TC = 0.393 *[( 331.22 * *3) /( 1.75)] * *.2 = 11.413 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.561 SOIL CLASSIFICATION IS• "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6636 SUBAREA RUNOFF(CFS) = 0.42 . TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---=---=------=------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS =. 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.41 RAINFALL INTENSITY(INCH /HR) = 2.56 TOTAL STREAM AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.42 FLOW PROCESS FROM NODE 20.00 TO NODE 16.00 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 = 324.23 UPSTREAM ELEVATION = 501.17 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.55 TC = 0.393 *[( 324.23 * *3) /( 1.55)] * *.2 = 11.545 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.544 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6629" SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) 0.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 16.00 TO NQDE 16:00 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.) = 11.55 RAINFALL INTENSITY(INCH /HR) = 2.54 TOTAL STREAM AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.39 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) •(INCH /HOUR) (ACRE) 1 0.42 11.41 2.561 0.25 2 0.39 11.55 2.544 0.23 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 T STREAM RUNOFF NUMBER (CFS)' 1 0.81 • 2 0.81 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) _ ABLE * * Tc INTENSITY (MIN.) (INCH /HOUR) 11.41 2.561 11.55 2.544 ESTIMATES ARE AS FOLLOWS: 0.81 Tc(MIN.) = 11.41 0.48 ******************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *'k A'k * *'** * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 17.00 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 = 238.92 'UPSTREAM ELEVATION = 504.00 .DOWNSTREAM ELEVATION = 500.50 ELEVATION DIFFERENCE = 3.50 TC = 0.393 *[( 238.92 * *3) /( 3.50)] * *.2 = 8.167 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.120 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6858 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.53 FLOW PROCESS FROM NODE 20.00 TO NODE 22.'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 = 314.79 UPSTREAM ELEVATION = 501.17 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.55 TC = 0.393 *[( 314.79 * *3) /( 1.55)] * *.2 = 11.342 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.571 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6641 SUBAREA RUNOFF(CFS) 0.50 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 0.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.34 RAINFALL INTENSITY(INCH /HR) = 2.57 TOTAL STREAM AREA(ACRES) = 0.29 • PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.50 FLOW PROCESS FROM NODE 27.00 TO NODE 22.00 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 = 351.36 UPSTREAM ELEVATION = 501.28 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.66 TC = 0.393 *[( 351.36 * *3) /( 1.66)] * *.2 = 11.950 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.493 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6606 .SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CQNP__L FNCE «c << • - ->> >>> AND - COMPUTE - VARIOUS- CONFLUENCED- STREAM- VALUES<< «<------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) • = 11.95 RAINFALL INTENSITY(INCH /HR) = 2.49 TOTAL STREAM AREA(ACRES) = 0.27 PEAK FLOW.RATE(CFS) AT CONFLUENCE = 0.44 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN..) (INCH /HOUR) (ACRE) 1 0.50 11.34 2.571 0.29 2 0.44 11.95 2.493 0.27 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 T STREAM RUNOFF NUMBER (CFS) 1 0.92 2 0.92 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = kBLE ** Tc INTENSITY (MIN.) (INCH /HOUR) 11.34 2.571 11.95 2.493 ESTIMATES ARE AS FOLLOWS: 0.92 Tc(MIN.) = 11.34 0.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 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 = 441.42 UPSTREAM ELEVATION = 501.17 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.55 TC = 0.393 *[( 441.42 * *3) /( 1.55)] * *.2 = 13.893 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.281 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6507 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = 1:01 TOTAL RUNOFF(CFS) = 1.50 FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE­ I- -------------------------------------------- .>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.89 RAINFALL INTENSITY(INCH /HR) = 2.28 TOTAL STREAM AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 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 = 452.76 UPSTREAM ELEVATION = 501.28 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.66 TC = 0.393 *[( 452.76 * *3) /( 1.66)] * *.2 = 13.914 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.279 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6506 SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 1.78 FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1 ----------------------------------------- ----------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME.OF CONCENTRATION(MIN.) = 13.91 RAINFALL INTENSITY(INCH /HR) = 2.28 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.50 13.89 2.281 1.01 2 1.78 13.91 2.279 1.20 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 CONCENTRATTON RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. **-PEAK FLOW RATE TABLE ** STREAM RUNOFF • NUMBER (CFS) 1 3.28 2 3.28 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = Tc (MIN.) 13.89 13.91 ESTIMATES 3. 2.21 INTENSITY (INCH /HOUR) 2.281 2.279 ARE AS FOLLOWS: 28 Tc(MIN.) = 13.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 = 356.38 UPSTREAM ELEVATION = 501.14 DOWNSTREAM ELEVATION = 499.85 ELEVATION DIFFERENCE = 1.29 TC = 0.393 *[( 356.38 * *3) /( 1.29)] * *.2 = 12.676 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.407 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6567 SUBAREA RUNOFF(CFS) = 1.82 • TOTAL AREA(ACRES) = 1.15 TOTAL RUNOFF(CFS) = 1.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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.) = 12.68 RAINFALL INTENSITY(INCH /HR) = 2.41 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 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 = 346.77 UPSTREAM ELEVATION = 501.14 DOWNSTREAM ELEVATION.= 499.85 ELEVATION DIFFERENCE = 1.29 TC = 0.393 *[( 346.77 * *3) /( 1.29)] * *.2 = 12.470 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.431 N STREAM RUNOFF NUMBER (CFS) 1 3.28 2 3.28 J COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = Tc INTENSITY (MIN.) (INCH /HOUR) 13.89 2.281 13.91 2.279 ESTIMATES ARE AS FOLLOWS: 3.28 Tc(MIN.) = 13.91 2.21 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 = 356.38 UPSTREAM ELEVATION = 501.14 DOWNSTREAM ELEVATION = 499.85 ELEVATION DIFFERENCE = 1.29 TC = 0.393 *[.( 356.38 * *3) /( 1.29)] * *.2 = 12.676 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.407 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6567 SUBAREA RUNOFF(CFS) = 1.82 • TOTAL AREA(ACRES) = 1.15 TOTAL RUNOFF(CFS) 1.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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.) = 12.68 RAINFALL INTENSITY(INCH /HR) = 2.41 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 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 = 346.77 UPSTREAM ELEVATION = 501.14 DOWNST_REAM_ELEVATIQN = 499.85 • ELEVATION DIFFERENCE = 1.29 TC = 0.393 *[( 346.77 * *3) /( 1.29)] * *.2 = 12.470 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.431 STREAM RUNOFF NUMBER (CFS) 1 3.28 2 3.28 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) _ Tc (MIN.) 13.89 13.91 ESTIMATES 3. 2.21 INTENSITY (INCH /HOUR) 2.281 2.279 ARE AS FOLLOWS: 28 Tc(MIN.) = 13.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 = 356.38 UPSTREAM ELEVATION = 501.14 DOWNSTREAM ELEVATION = 499.85 ELEVATION DIFFERENCE = 1.29 TC = 0.393 *[( 356.38 * *3) /( 1.29)] * *.2 = '12.676 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.407 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6567 SUBAREA RUNOFF(CFS) = 1.82 TOTAL AREA(ACPES) = 1.15 TOTAL RUNOFF(CFS) = 1'.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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.) = 12.68 RAINFALL INTENSITY(INCH /HR) = 2.41 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.82 FLOW PROCESS FROM NODE 23.00 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 346.77 UPSTREAM ELEVATION = 501.14 DOWNSTREAM_ ELEVATTON_. �..... _4.9.9.._8.5- • ELEVATION DIFFERENCE = 1.29 TC = 0.393 *[( 346.77 * *3) /( 1.29)] * *.2 = 12.470 10 YEAR'RAINFALL INTENSITY(INCH /HOUR) _ .2.431 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6578 SUBAREA RUNOFF(CFS) = 1.77 TOTAL AREA(ACRES) = 1.11 TOTAL RUNOFF(CFS) = 1.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 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.) = 12.47 RAINFALL INTENSITY(INCH /HR) = 2.43 TOTAL STREAM AREA(ACRES) = 1.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.82 12.68 2.407 1.15 2 1.77 12.47 2.431 1.11 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC6,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 T STREAM RUNOFF NUMBER (CFS) 1 3.56 2 3.58 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ?ABLE * * Tc INTENSITY (MIN.) (INCH /HOUR) 12.47 2.431 12.68 2.407 ESTIMATES ARE AS FOLLOWS: 3.58 Tc(MIN.) = 12.68 2.26 FLOW PROCESS FROM NODE 27.00 TO NODE 29.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENUTh * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH ;7- 354:89 UPSTREAM ELEVATION = 501.28 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.66 • TC = 0.393 *[( 354.89 * *3) /( 1.66)] * *.2 = 12.022 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.484 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6602 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.37 TOTAL RUNOFF(CFS) = 0.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) = 12.02 RAINFALL INTENSITY(INCH /HR) = 2.48 TOTAL STREAM AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 29.00 IS CODE = 21 -------------------------------------------------------------=-------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM • DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH7,*3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 385.31 UPSTREAM ELEVATION = 501.43 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.81, TC = 0.393 *[( 385.31 * *3) /( 1.81)] * *.2 = 12.4,14 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.437 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6581 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 0.55 FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 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.) = 12.41 RAINFALL INTENSITY(INCH /HR) = 2.44 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.55 ** CONFLUENCE DATA ** • STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.61 12.02 2.484 0.37 2 0.55 12.41 2.437 0.34 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 T STREAM RUNOFF NUMBER (CFS) 1 1.13 2 1.14 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ABLE ** Tc INTENSITY (MIN.) (INCH /HOUR) 12.02 2.484 12.41 2.437 ESTIMATES ARE AS FOLLOWS: 1.13 Tc(MIN.) = 12.02 0.71 FLOW PROCESS FROM NODE 26.00 TO NODE 28.00 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 = 428.89 UPSTREAM ELEVATION = 501.28 'DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.6,6 TC = 0.393 *[( 428.89 * *3) /( 1.66)] * *.2 = 13.469 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.323 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6527 SUBAREA RUNOFF(CFS) = 1.24 TOTAL AREA(ACRES) = 0.82 TOTAL RUNOFF(CFS) = 1.24 FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 1 --------------------------------------------------------------=------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.47 RAINFALL INTENSITY(INCH /HR) = 2.32 TOTAL STREAM AREA(ACRES) = 0.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.24 -- FLOW - PROCESS - FROM -NODE 2.00 TO NODE 28.00 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 = 445.98 UPSTREAM ELEVATION = 501.43 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.81 TC = 0.393 *[( 445.98 * *3) /( 1.81)] * *.2 = 13.552 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.314 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY (11A ACRE LOT) RUNOFF COEFFICIENT = .6523 SUBAREA RUNOFF(CFS) = 1.28 TOTAL AREA(ACRES) 0.85 TOTAL RUNOFF(CFS) = 1.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: • TIME OF CONCENTRATION(MIN.) = 13.55 RAINFALL INTENSITY(INCH /HR) = 2.31 TOTAL STREAM AREA(ACRES) = 0.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.24 13.47 2.323 0.82 2 1.28 13.55 2.314 0.85 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 T STREAM RUNOFF NUMBER (CFS) 1 2.52 2 2.52 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) -- TOTAL- AREA(ACRES) kBLE ** Tc INTENSITY (MIN.) (INCH /HOUR) 13.47 2.323 13:55 2.314 ESTIMATES ARE AS FOLLOWS: 2.52 Tc(MIN.) = 13.55 167 • END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 2.52 Tc(MIN.) = 13.55 TOTAL AREA(ACRES) = 1.67 ------------------------------------------ - --------------- ----------- END OF RATIONAL METHOD ANALYSIS 1 r � L J APPENDIX A -2 Q100 RATIONAL METHOD CALCULATIONS C. I RATIONAL.METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS CONSULTING 79 -799 Old Avenue 52 La Quinta, CA 92253 Tel: (760) 771 -4013 Fax: (760) 771 -4073 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 YEAR RATIONAL METHOD * TRACT 31627 * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 58800A.DAT TIME /DATE OF STUDY: 13:30 9/19/2003 ---------------------------------------------------------------------------- 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 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = 0.5900 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE .1.00 TO NODE 3.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 375.26 UPSTREAM ELEVATION = 501.43 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.81 TC = 0.393 *[( 375.26 * *3) /( 1.81)] * *.2 = 12.218 100 YEAR RAINFALL INTENSITY(INC:H /HOUR) = 4.092 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7159 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 0..82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE'INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.22 RAINFALL INTENSITY(INCH /HR) = 4.09 TOTAL STREAM AREA(ACRES) _ -0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 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 = 145.98 UPSTREAM'ELEVATION = 501.50 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.88 • TC = 0.393 *[( 145.98 * *3) /( 1.88)] * *.2 = 6.882 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.741 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7513 SUBAREA RUNOFF(CFS) = 0.91 TOTAL AREA(ACRES) = 0-.21 TOTAL RUNOFF(CFS_) = 0.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.88 RAINFALL INTENSITY(INCH /HR) = 5.74 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.91 ** CONFLUENCE DATA ** J STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.82 12.22 4.092 0.28 2 0.91 6.8E 5.741 0.21 • 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 1.37 6.88 5.741 2 1.47 12.22 4.092 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.37 Tc(MIN.) 6.88 TOTAL AREA(ACRES) = 0.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 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 = 442.45 UPSTREAM ELEVATION = 501.43 • DOWNSTREAM ELEVATION = 499.62 - ELEVATION DIFFERENCE = 1.81 TC = 0.393 *[( 442.45 * *3) /( 1.81)] * *.2 - 13.488 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.860 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7095 SUBAREA RUNOFF(CFS) = 2.52 TOTAL AREA(ACRES) = 0.92 TOTAL.RUNOFF(CFS) = 2.52 FLOW PROCESS FROM NODE 4.00 TO NODE .4.00 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.) = 13.49 RAINFALL INTENSITY(INCH /HR) = 3.86 TOTAL STREAM AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 4.00.IS CODE = 21 ---------------------------------------------------------------------- - - - - -- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- • ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMIL`i (1/4 ACRE) • TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 257.64 UPSTREAM ELEVATION = 500.30 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 0.68 TC = 0.393 *[( 257.64 * *3) /( 0.68)1 * *.2 = 11.859 100 YEAR RAINFALL" INTENSITY(INCH /HOUR) = 4.164 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7178 SUBAREA RUNOFF(CFS) = 1.52 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) _ 1.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) = 11.86 RAINFALL INTENSITY(INCH /HR) = 4.16 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.52 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA • NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2..52 13.49 3.860 0.92 2 1.52 11.86 4.164 0.51 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 T STREAM RUNOFF NUMBER (CFS) 1 3.74 2 3.93 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) _ ?ABLE * * Tc INTENSITY (MIN.) . (INCH /HOUR) 11.86 4.164 13.49 3.860 ESTIMATES ARE AS FOLLOWS: . 3.93 Tc(MIN.) = 13.49 1.43 FLOW PROCESS FROM NODE 30.00 TO NODE 8.00 IS CODE 0 2'1 ---------------------------------------------------------------------------- • -+» >>> 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 = 241.78 UPSTREAM ELEVATION = 500.30 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 0.68 TC = 0.393 *[( 241.78 * *3) /( 0.68)] * *.2 = 11.416 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.259 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7202 SUBAREA RUNOFF(CFS).= 1.32 TOTAL AREA(ACRES) = 0.43 TOTAL RUNOFF(CFS).= 1.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.42 RAINFALL INTENSITY(INCH /HR) = 4.26 TOTAL STREAM AREA(ACRES) = 0.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.32 FLOW PROCESS FROM NODE 9.00 TO NODE 8.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------=------------------------------------------------------ ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (114 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 497.85 UPSTREAM ELEVATION = 501.57 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.95 TC = 0.393 *[( 497.85 * *3) /( 1.95)] * *.2 = 14.263 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.735 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7059 SUBAREA RUNOFF(CFS) = 2.00 TOTAL AREA(ACRES) = 0.76 TOTAL RUNOFF(CFS) = 2. -00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 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.) = 14.26 RAINFALL INTENSITY(INCH /HR) TOTAL STREAM AREA(ACRES) = = 3.73 0.76 Tc PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.00 ** CONFLUENCE DATA ** (MIN.) (INCH /HOUR) STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.32 11.42 4.259 0.43 2 2.00 14.26 3.735 0.76 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 2.92 11.42 4.259 2 3.16 14.26 3.735 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.16 Tc(MIN.) = 14.26 TOTAL AREA(ACRES) = 1.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 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 = 144.81 UPSTREAM ELEVATION = 501.50 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.88 TC = 0.393 *[( 144.81 * *3) /( 1.88)] * *.2 = 6.849 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.757 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7516 SUBAREA RUNOFF(CFS) = 0.91 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.91 * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE ---------------------------- >> >>>DESIGNATE INDEPENDENT ---------------------------- • -TOTAL NUMBER OF STREAMS = CONFLUENCE VALUES USED FOR k**************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 7.00 TO NODE 7.00 IS CODE 1 ------------------------------------------------ STREAM FOR. C'ONFLUENCE< «c< 2 INDEPENDENT STREAM 1 ARE: • TIME OF CONCENTRATION(MIN.) = 6.85 RAINFALL INTENSITY(INCH /HR) = 5.76 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 7.00 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 = 416.21 UPSTREAM ELEVATION = 501.57 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.95 TC = 0.393 *[( 416.21 * *3) /( 1.95)] * *.2 = 12.809 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.979 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7128 SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 1.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS -FROM- NODE - - - -- 7.00 -TO- NODE - - - -- 7.00 -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 CONC- ENTRATION-(MIN.) = 12.81 RAINFALL INTENSITY(INCH /HR) = 3.98 TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.19 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 0.91 6.85 5.757 0.21 2 1.19 12.81 3.979 0.42 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 1.55 6.$5 5.757 2 1.82 12.81 3.979 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.82 Tc(MIN.) = 12.81 TOTAL AREA(ACRES) = 0.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 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 = 531.93 UPSTREAM ELEVATION = 501.57 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.95 TC = 0.393 *[( 531.93 * *3) /( 1.95)] * *.2 = 14.841 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.648 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7033. SUBAREA RUNOFF(CFS) = 2.77 TOTAL AREA(ACRES) = 1.08 TOTAL RUNOFF(CFS) = 2.77 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 14.84 RAINFALL INTENSITY(INCH /HR) = 3.65 TOTAL STREAM AREA(ACRES) = 1.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 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 = 467.41 UPSTREAM ELEVATION = 501.37 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE .= 1.75 TC = 0.393 *[( 467.41 * *3) /( 1.75)1 * *.2 = 14.n33 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.771_ . SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7069 SUBAREA RUNOFF(CFS) = 2.85 • TOTAL AREA(ACRES) = 1.07 TOTAL RUNOFF(CFS) = 2.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 14.03 RAINFALL INTENSITY(INCH /HR) = 3.77 TOTAL STREAK? AREA(ACRES) = 1.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.77 14.84 3.648 1.08 2 2.85 14.03 3.771 1.07 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 T STREAM RUNOFF NUMBER (CFS) 1 5.47 2 5.53 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) _ ABLE * * Tc INTENSITY (MIN.) (INCH /HOUR) 14.03 3.771 14.84 3.648 ESTIMATES ARE AS FOLLOWS: 5.47 Tc(MIN.) = 14.03 2.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 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 = 414.23 UPSTREAM ELEVATION = 501.57 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.95 • TC = 0.393 *[( 414.23 * *3) /( 1.95)] * *.2 = 12.773 100 YEAR RAINFALL INTENSITY(INCH /HOUR)'= 3.986 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7130 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 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) = 3.99 TOTAL STREAM AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00`TO NODE 12.00 IS CODE = 21 ----------7----------------------------------------------------------------- >> >>>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 = 364.67 UPSTREAM ELEVATION = 501.37 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.75 TC = 0.393 *[( 364.67 * *3) /( 1.75)] * *.2 = 12.092 100 YEAR RAINFALL.INTENSITY(INCH /HOUR) = 4.117 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7166 SUBAREA RUNOFF(CFS) = 0.71 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.09 RAINFALL INTENSITY(INCH /HR) = 4.12 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.71 ** CONFLUENCE DATA * ** STREAM R RUNOFF T Tc I • ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*, r, r* * * * * * * * * * * * * * * * *,t * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE T STREAM RUNOFF NUMBER (CFS) 1 1.41 2 1.42 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) _ ABLE ** Tc INTENSITY (MIN.) (INCH /HOUR) 12.09 4.117 12.77 3.986 ESTIMATES ARE AS FOLLOWS: 1.42 Tc(MIN.) = 12.77 0.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 15.00 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 = 418.40 UPSTREAM ELEVATION = 501.37 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.75 TC = 0.393 *[( 418.40 * *3) /( 1.75)] * *.2 = 13.131 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.921 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7112 SUBAREA RUNOFF(CFS) = 2.59 TOTAL AREA(ACRES) = 0.93 TOTAL RUNOFF(CFS) = 2.59 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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.) = 13.13 RAINFALL INTENSITY(INCH /HR) = 3.92 TOTAL STREAM AREA(ACRES) = 0.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.59 FLOW PROCESS FROM NODE 19.00 TO NODE 15.00 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 = 395.61 UPSTREAM ELEVATION = 501.17 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.55 TC = 0.393 *[( 395.61 * *3) /( 1.55)] * *.2 13.009 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.943 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7118 SUBAREA RUNOFF(CFS) = 1.49 TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) = 1.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ------------=--------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.01 RAINFALL INTENSITY(INCH /HR) = 3.94 • TOTAL STREAM AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.49 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.59 13.13 3.921 0.93 2 1.49 13.01 3.943 0.53 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 T STREAM RUNOFF NUMBER (CFS) 1 4.06 2 4.07 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) _ ABLE * * Tc INTENSITY (MIN.) (INCH /HOUR) 13.01 3.943 13.13 3.921 ESTIMATES ARE AS FOLLOWS: = 4.07 Tc(MIN.) = 13.13 1.46 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • - -FLOW PROCESS FROM NODE 14.00 TO NODE 16.00 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 = 331.22 UPSTREAM ELEVATION = 501.37 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.75 TC = 0.393 *[( 331.22 * *3) /( 1.75)] * *.2 = 11.413 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.259 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7202 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ----------------------------------------------------------------'------------ >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.41 • RAINFALL INTENSITY(INCH /HR) = 4.26 TOTAL STREAM AREA(ACRES) = 0. 2S PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 16.00 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 = 324.23 UPSTREAM ELEVATION = 501.17 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.55 TC = 0.393 *[( 324.23 * *3) /( 1.55)] * *.2 = 11.545 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.231 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7195 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 16.00'TO NODE 16.00 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.) = 11.55 RAINFALL INTENSITY(INCH /HR) = 4.23 TOTAL STREAM AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.70 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.77 11.41 4.259 0.25 2 0.70 11.55 4.231 0.23 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 T STREAM RUNOFF NUMBER (CFS) 1 1.46 2 1.46 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = kBLE ** Tc INTENSITY (MIN.) (INCH /HOUR) 11.41 4.259 11.55 4.231 ESTIMATES ARE AS FOLLOWS: 1.46 Tc(MIN.) = 11.41 0.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 17.00 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 = 238.92 UPSTREAM ELEVATION = 504.00 DOWNSTREAM ELEVATION = 500.50 ELEVATION DIFFERENCE = 3.50 TC = 0.393 *[( 238.92 * *3) /( 3.50)] * *.2 = 8.167 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.189 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7411 SUBAREA RUNOFF(CFS) = 0.96 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 20.00 TO NODE 22'.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 = 314.79 UPSTREAM ELEVATION = 501.17 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.55 TC = 0.393 *[( 314.79 * *3) /( 1.55)] * *.2 = 11.342 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.275 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7206 SUBAREA RUNOFF(CFS) = 0.89 TOTAL AREA(ACRES) = 0.29 TOTAL RUNORF(CFS) = 0.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 --------------------------------------------------------'-------------------- >> » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< --------------------------------------------=------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS.= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.34 RAINFALL INTENSITY(INCH /HR) = 4.28 TOTAL STREAM AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 27.00 TO NODE 22.00 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 = 351.36 UPSTREAM ELEVATION = 501.28 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.66 TC = 0.393 *[( 351.36 * *3) /( 1.66)] * *.2 = 11.950 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.145 SOIL CLASSIFICATION'IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7173 SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ------------------------------------------------------------------'---------- > »;DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< -- >>;>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.95 RAINFALL INTENSITY(INCH /HR) = 4.15 TOTAL STREAM AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS).AT CONFLUENCE = 0.80 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.89 11.34 4.275 0.29 2 0.80 11.95 4.145 0.27 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 T STREAM RUNOFF NUMBER (CFS) 1 1.66 2 1.67 • COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ?ABLE * * Tc INTENSITY (MIN.) (INCH /HOUR) 11.34 4.275 11.95 4.145 ESTIMATES ARE AS FOLLOWS: 1.66 Tc(MIN.) = 11.34 0.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 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 = 441.42 UPSTREAM ELEVATION = 501.17 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.55 TC = 0.393 *[( 441.42 * *3) /( 1.55)] * *.2 = 13.893 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.793 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7076 SUBAREA RUNOFF(CFS) = 2.71 TOTAL AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = 2.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - I'L-OW- -PROCESS - -- FROM - -NODE- - - - -- 2- 1- .- 0- 0- -TO- NODE - -- -- 2-1- 70.0- -IS -- C0D- E--= - ---2- - -_._.. -.- - --. - -- - -. - - - -. -------------------------------------------------------------=- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< • TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.89 RAINFALL INTENSITY(INCH /HR) = 3.79 TOTAL STREAM AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 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 = 452.76 UPSTREAM ELEVATION = 501.28 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.66 TC = 0.393 *[( 452.76 * *3) /( 1.66)] * *.2 = 13.914 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.790 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7075 SUBAREA RUNOFF(CFS) = 3.22 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 3.22 FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED.STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.91 RAINFALL•INTENSITY(INCH /HR) = 3.79 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.22 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) '(ACRE) 1 2.71 13.89 3.793 1.01 2 3.22 13.91 3.790 1.20 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO • CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** • STREAM RUNOFF NUMBER (CFS) 1 5.92 2 5.93 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = Tc (MIN.) 13.89 13.91 ESTIMATES = 5. 2.21 INTENSITY (INCH /HOUR) 3.793 3.790 ARE AS FOLLOWS: 93 Tc(MIN.) = 13.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 = 356.38 UPSTREAM ELEVATION = 501.14 DOWNSTREAM ELEVATION = 499.85 ELEVATION DIFFERENCE = 1.29 TC = 0.393 *[( 356.38 * *3) /( 1.29)] * *.2 = 12.676 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.004 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7135 SUBAREA RUNOFF(CFS) = 3.29 • TOTAL AREA(ACRES) = 1.15 TOTAL RUNOFF(CFS) = 3.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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.) = 12.68 RAINFALL INTENSITY(INCH /HR) = 4.00 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.29 FLOW PROCESS FROM NODE 23.00 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 = 346.77 UPSTREAM ELEVATION = 501.14 DOWNSTR-E-AM- ELEVATION- - - 4 9'9 -g 5- - --- -- - - . _. . -- - . .._ _...- ..... _ .._ _ - _ _ • ELEVATION DIFFERENCE = 1.29 TC = 0.393 *[( 346.77 * *3) /( 1.29)] * *.2 = 12.470 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.043 SOIL CLASSIFICATION IS "A" •SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 3.21 TOTAL AREA(ACRES) = 1.11 TOTAL RUNOFF(CFS) 7146 3.21 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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.) = 12.47 RAINFALL INTENSITY(INCH /HR) = ' 4.04 TOTAL STREAM AREA(ACRES) = 1.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.21 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.29 12.68 4.004 1.15 2 3.21 12.47 4.043 1.11 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 NUMBER (CFS) 1 6.44 2 6.46 COMPUTED CONFLUENCE PEAK FLOW- RATE(CFS) TOTAL AREA(ACRES) = Tc (MIN.) 12.47 12.68 ESTIMATES 6. 2.26 INTENSITY (INCH /HOUR) 4.043 4.004 ARE AS FOLLOWS: 46 Tc(MIN.) = 12.68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 27.00 TO NODE 29.00 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 INITIA -L-- SUBA:RE-A— FLOW--L- ENGTH —_ -- 3- 5- 4- 8- 9------- - - - - -- - - -- — - - -- - -- - -- - -- - - -- • UPSTREAM ELEVATION = 501.28 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.66 TC = 0.393 *[( 354.89 * *3) /( 1.66)] * *.2 = 12.022 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.131 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7169 SUBAREA RUNOFF(CFS) = 1.10 TOTAL AREA(ACRES) = 0.37 TOTAL RUNOFF(CFS) = 1.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.02 RAINFALL INTENSITY(INCH /HR) = 4.13 TOTAL STREAM AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 29.00 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 = 385.31 UPSTREAM ELEVATION = 501.43 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.81 TC = 0.393 *[( 385.31,, * *3) /( 1.81)] * *.2 = 12.414 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.053 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7149 SUBAREA RUNOFF(CFS) = 0.99 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 0.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.41 RAINFALL INTENSITY(INCH /HR) = 4.05 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.99 . ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) • 1 1.10 12.02 4.131 0.37 2 0.99 12.41 4.053 0.34 • 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 T STREAM RUNOFF NUMBER (CFS) 1 2.05 2 2.06 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) _ ?ABLE * * Tc INTENSITY (MIN.) (INCH /HOUR) 12.02 4.131 12.41 4.053 ESTIMATES ARE AS FOLLOWS: 2.05 Tc(MIN.) = 12.02 0.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 28.00 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 = 428.89 UPSTREAM ELEVATION = 501.28 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.66 TC = 0.393 *[( 428.89 * *3) /( 1.66)] * *.2 = 13.469 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.863 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7096 SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 0.82 TOTAL RUNOFF(CFS) = 2.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.47 RAINFALL INTENSITY(INCH /HR) = 3.86 TOTAL STREAM AREA(ACRES) = 0.82 PEAK FLOW RATE'(CFS) AT CONFLUENCE = 2.25 - -FLOW PROCESS FROM NODE 2.00 TO.NODE 28.00 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 = 445.98 UPSTREAM ELEVATION = 501.43 DOWNSTREAM ELEVATION = 499.62 ELEVATION DIFFERENCE = 1.81 TC = 0.393 *[( 445.98 * *3) /( 1.81)1 * *.2 = 13.552 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.849 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7092 SUBAREA RUNOFF(CFS) = 2.32 TOTAL AREA(ACRES) = 0.85 TOTAL RUNOFF(CFS) = 2.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 28.00 TO NODE 2.8.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.55 RAINFALL INTENSITY(INCH /HR) = 3.85 TOTAL STREAM AREA(ACRES) = 0.85 PEAK FLOW RATE(CFS)' AT CONFLUENCE = 2.32 ** CONFLUENCE DATA ** STREAM RUNOFF Tc. INTENSITY AREA NUMBER (CPS) (MIN.) (IN(fi/HOCR) (ACRE) 1 2.25 13.47 3.863 0.82 2 2.32 13.55 3:849 0.85 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 T STREAM RUNOFF NUMBER (CFS) 1 4.55 2 4.56 - COMPUTED CONF -LUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) _ kBLE * * Tc INTENSITY (MIN.) (INCH /HOUR) 13.47 3.863 13.55. 3.849 ESTIMATES ARE AS FOLLOWS: 4.56 Tc(MIN.) = 13.55 1.67 --------------------------- - - - - -- • END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 4.56 Tc(MIN.) = 13.55 TOTAL AREA(ACRES) = 1.67 END OF RATIONAL METHOD ANALYSIS 1 • • -, APPENDIX A -3 HYDROLOGY MAP FOR .RATIONAL METHOD • • • APPENDIX A -4 TYPICAL STREET SECTION CAPACITY CALCULATIONS Q= (1.486/n) * (A) * (R A2/3) * (S A1/2) n= (Roughness Coefficient) 0.015 s= slope of open channel, ft /ft 0.005 P= wetted perimeter, ft A= cross - sectional area, s.f. Street Name P q FULL STREET FIFE COURT 51.3 15.21 47.38 cfs KINGSBARNS DR 43.3 11.13 31.52 cfs Appendix PREPARED BY: M O Y s E 79.799 Old Avenue S2 A W Ouinlo, CA 97253 M D O K I G N RPLANNERS Voice: 760. 771 -4013 S C 11 UL T Z FAX: 760.7714073 ENGINEERS SURVEYORS • APPENDIX B -1 Q100 3 -HR UNIT HYDROGRAPH CALCULATIONS • • F L 0 0 D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL.AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: •MDS CONSULTING 79 -799 Old Avenue 52 La Quinta, CA 92253 Tel: (760) 771 -4013 Fax: (760) 771 -4073 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 -YEAR STORM TRACT 31627 * 3 HOUR ANALYSIS * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 588003.DAT TIME /DATE OF STUDY: 10:50 09/19/2003 Z ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** . - -FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------=------------------------------------------------ >> >>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)<< <<< (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 1000.000 FEET LENGTH FROM CONCENTRATION POINT.TO CENTROID = 250.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 8.750 FEET BASIN FACTOR = 0.015 WATERSHED AREA = 20.350 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME = 0.029 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. DESERT S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.216 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.850 USER - ENTERED RAINFALL = 2.25 INCHES RCFC &WCD 3 -Hour Storm (10- Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAP_H TIME UNIT = _1J0�._Q_Q_0__MINUTES__ - -- �� UNIT INTERVAL PERCENTAGE OF LAG -TIME = 575.192 ----------------------=----------------------------------------------------- ---------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 74.540 91.725 2 99.656 30.906 3 99.862 0.254 4 99.966 0.127 5 100.000 0.042 • 9 • Q • UNIT UNIT UNIT EFFECTIVE PERIOD. RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) -------------------------------------------------------------7-------------- 1 0.0585 0.0360 0.0225 2 0.0585 0.0360 0.0225 3 0.0743 0.0360 0.0382 4 0.0743 0.0360 0.0382 5 0.0743 0.0360 0.0382 6 0.0765 0.0360 0.0405 7 0.0990 0.0360 0.0630 8 :' 0.0945 0.0360 0.0585 9 0.1193 0.0360 0.0832 10 0.1148 0.0360 0.0787 11 0.1440 0.0360 0.1080 12 0.1328 0.0360 0.0967 13 0.1643 0.0360 0.1282 14 0.1913 0.0360 0.1552 15 0.3173 0.0360 0.2812 16 0.3173 0.0360 0.2812 17 0.0855 0.0360 0.0495 18 0.0540 0.0360 0.0180 TOTAL STORM RAINFALL(INCHES) = 2.25 TOTAL SOIL- LOSS(INCHES) = 0.65 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.60 •---------------------------- - ------------------------------------------------ TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1.0999 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) ---------------------------------------------------------------------- = 2.7143 - - - - -- • • • 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 FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 10.0 20.0 30.0 40.0 0.083 0.0142 2.06 V Q 0.167 0.0284 2.06 V Q 0.250 0.0474 2.76 V Q 0.333 0.0663 2.76 V Q •0.417 0.0953 4.21 V Q 0.500 0.1243 4.21 V Q 0.583 0.1566 4.70 V Q 0.667 0.1889 4.70 V Q 0.750 0.2213 4.70 VQ 0.833 0.2537 4.70 VQ 0.917 0.2875 4.91 Q 1.000 0.3213 4.91 Q 1.083 0.3698 7.04 V Q 1.167 0.4183 7.04 VQ 1.250 0.4687 7.33 VQ 1.333 0.5192 7.33 Q 1.417 0.5844 9.46 VQ. 1.500 0.6495 .9.46 Q. 1.583 0.7171 9.82 QV 1.667 0.7847 9.82 Q V 1.750 0.8699 12.37 Q 1.833 0.9551 12.37, .. Q V 1.917 1.0394 12.24 Q V 2.000 1.1237 12.24 Q V 2.083 1.2256 .14:79 Q V . 2.167 1.3274 14.79 Q V. 2.250 1.4531 18.24 Q .V 2.333 1.5787 18.24 Q V 2.417 1.7897 30.64 V Q 2.500 2.0007 30.64 VQ 2.583 2.2387 34.55 V Q 2.667 2.4766 34.55 Q V 2.750 2.5684 13.33 Q V 2.833 2.6601 13.33 Q V. 2.917 2.6828 3.29 Q V. 3.000 2.7054 3.29 Q V. 3.083 2.7097 0.62 Q V. 3.167 2.7139 0.62 Q V. 3.250 2.7141 0.02 Q V. 3.333 2.7142 0.02 Q V. 3.417 2.7143 0.00 Q V. 3.500 ---------------------------------------------------------------------- ---------------------------------------------------------------------- 2.7143 0.00 0 V. - - - - -- - - - - -- END OF FLOODSCx ROUTING ANALYSIS � 0 APPENDIX B-2 Q100 6-HR UNIT HYDROGRAPH- CALCULATIONS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L.0 0 D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS CONSULTING 79 -799 Old Avenue 52 La Quinta, CA 92253 Tel: (760) 771 -4013 Fax.: (760) 771 -4073 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * ** * 100 -YEAR STORM TRACT 31627. * 6 HOUR ANALYSIS * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 588006.DAT TIME /DATE OF STUDY: 10:50 09/19/2003 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------- >>>> >SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) <<<<< ----- ---- ------------------------------------------------------------- - - - - -- (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH 1000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 250.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 8.750 FEET BASIN FACTOR = 0.015 . WATERSHED AREA = 20.350 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME = 0.029 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. DESERT S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.216 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.850 USER - ENTERED RAINFALL = 2.75 INCHES RCFC &WCD 6 -Hour Storm (10- Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNI b _lQ ._0.0- O�MINUTES - -- UNIT INTERVAL PERCENTAGE OF LAG -TIME = 575.192 • 1'. -*--- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER ---------------------------------------------------------------------------- MEAN VALUES ORDINATES(CFS) 1 74.540 91.725 2 99.656 30.906 3 99.862 0.254 4 99.966 0.127 5 100.000 0.042 • 1'. -*--- TOTAL STORM RAINFALL(INCHES) = 2.75 TOTAL SOIL- LOSS(INCHES) = 1.23 • TOTAL EFFECTIVE RAINFALL(INCHES) = 1.52 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE- FEET) = 2.0876 TOTAL STORM RUNOFF VOL-UME(ACRE -FEET) = 2.5746 ---------------------------------------------------------------------- - - - - -- UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) ---------------------------------------------------------------------------- (INCHES) (INCHES) (INCHES) 1 0.0302 0.0257 0.0045 2 0.0330 0.0280 0.0049 3 0.0357 0.0304 0.0054 4 0.0385 0.0327 0.0058 5 0.0385 0.0327 0.0058 6 0.0412 0.0351 0.0062 7 0.0440 0.0360 0.0080 8 0.0440 0.0360 0.0080 9 0.0440 0.0360 0.0080 10 0.0440 0.0360 0.0080 11 0.0440 0:0360 0.0080 12 0.0.468 0.0360 0.0107 13 0.0468 0.0360 0.0107 14 0.0495 0.0360 0.0135 15 0.0495 0.0360 0.0135 16 0.0495 0.0360 0.0135 17 0.0550 0.0360 0.0190 18 0.0550 0.0360 0.0190 19 0.0577 0.0360 0.0217 20 0.0605 0.0360 0.0245 21 0.0688 0.0360 0.0327 22 0.0770 0.0360 0.0410 • 23 0.0825 0.0360 0.0465 24 .0.0880 0.0360 0.0520 25 0.0962 0.0360 0.0602 26 0.1073 0.0360 0.0712 27 0.1155 0.0360 0.0795 28 0.1238 0.0360 0.0877 29 0.1320 0.0360 0.0960 30 0.1402 0.0360 0.1042 31 0.1842 0.0360 0.1482 32 0.2228 0.0360 0.1867 33 0.2833 0.0360 0.2472 34 0.0770 0.0360 0.0410 35 0.0302 .0.0257 0.0045 36 0.0137 0.0117 0.0021 TOTAL STORM RAINFALL(INCHES) = 2.75 TOTAL SOIL- LOSS(INCHES) = 1.23 • TOTAL EFFECTIVE RAINFALL(INCHES) = 1.52 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE- FEET) = 2.0876 TOTAL STORM RUNOFF VOL-UME(ACRE -FEET) = 2.5746 ---------------------------------------------------------------------- - - - - -- 6 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 7.5 15.0 22.5 30.0 =------------- ----------------- 0.083 - -------------------------------------------- 0.0029 0.42 Q 0.167 0.0057 0.42 Q 0.250 0.0098 0.59 Q 0.333 0.0139 0.59 Q 0.417 0.0184 0.65 Q 0.500 0.0228 0.65 Q 0.583 0.0276 0.70 Q 0.667 0.0324 0.70 Q 0.750 0.0373 0.71 Q 0.833 0.0422 0.71 Q 0.917 0.0474 0.75 Q 1.000 0.0525 0.75 Q 1.083 0.0589 0.92 VQ 1.167 0.0652 .0.92 Q 1.250 0.0720 0.98 Q 1.333 0.0787 0.98 Q • 1.417 0.0855 0.98 Q 1.500 0.0922 0.98 Q 1.583 0.0990 0.98 Q 1.667 0.1057 0.98 Q 1.750 0.1125 0.98 Q 1.833 0.1192 0.98 Q 1.917 0.1277 1.23 Q 2.000 0.1362 1.23 QV 2.083 0.1453 1.32 QV 2.167 0.1544 1.32 QV 2.250 0.1652 1.57 Q 2.333 0.1760 1.57 Q 2.417 0.1874 1.66 Q 2.500 0.1988 1.66 QV 2.583 0.2102 1.66 QV 2.667 0.2216 1.66 QV 2.750 0.2365 2.16 QV 2.833 0.2514 2.16 QV 2.917 0.2675 2.33 QV 3.000 0.2835 2.33 QV 3.083 0.3013 2.59 QV 3.167 0.3191 2.59 QV 3.250 0.3393 2.92 Q V 3.333 0.3594 2.92 Q V 3.417 0.3853 3.77 Q 3.500 0.4113 3.77 QV 3.583 0.4442 4.78 Q • 3.667 0.4771 4.78 QV 3.750 0.5152 5.54 QV . END OF FLOODSCx ROUTING ANALYSIS • 3.833 0.5534 5.54 QV . • 3.917 0.5962 6.22 QV. 4.000 0.6390 6.22 QV. ; 4.083 0.6883 7.15 QV 4.167 _ 0.7375 7.15 Q V 4.250 0.7955 8.41 QV 4.333 0.8534 8.41 Q V 4.417 0.9189 9.51 Q V 4.500 0.9844 9.51 Q V 4.583 1.0570 10.53 Q V 4.667 1.1295 10.53 Q V 4.750 1.2090 11.55 Q V . 4.633 1.2885 11.55 Q V 4.917 1.3750 12.56 Q V 5.000 1.4615 12.56 Q V 5.083 1.5776 16.85 Q V 5.167 1.6937 16.85 Q V 5.250 1.8435 21.75 Q . 5.333 1.9933 21.75 Q V 5.417 2.1896 28.50 V Q , 5.500 2.3858 28.50 VQ . 5.583 2.4648 11.47 Q V . 5.667 2.5438 11.47 Q V. 5.750 2.5560 1.78 Q V. 5.833 2.5683 1.78 Q V. 5.917 2.57'09 0.38 Q V. 6.000 2.5735 0.38 Q V. 6.083 2.5740 0.08 Q V. • 6.167 2.5746 0.08 Q V. 6.250 2.5746 0.00 Q V. 6.333 2.5746 0.00 Q V. END OF FLOODSCx ROUTING ANALYSIS • APPENDIX B -3 Q100 24HR UNIT HYDROGRAPH CALCULATIONS 0 • • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L 0 0 D R O U T I.N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL, (c) Copyright 1989 -99 Advanced Engineering Software (aes) Ver. 7:0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS CONSULTING 79 -799 Old Avenue 52 La Quinta, CA 92253 Tel: (760) 771 -4013 Fax: (760) 771 -4073 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 -YEAR STORM TRACT 31627 * 24 HOUR ANALYSIS * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 58800FRA.DAT TIME /DATE OF STUDY: 10:35 09/19/2003 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 1000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 250.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 8.750 FEET BASIN FACTOR = 0.015 WATERSHED AREA = 20.350 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME = 0.029 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. DESERT S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.216 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.850 MINIMUM SOIL -LOSS RATE(INCH /HOUR) = 0.108 USER - ENTERED RAINFALL = 5.00 INCHES RCFC &WCD 24 -Hour Storm (15- Minute period) SELECTED *USER SPECTFIED PRECIPITATION DEPTH -AP.EA ADJUSTMENT FACTOR = 1.0000 • UNIT HYDROGRAPH TIME UNIT 15.000 MINUTES UNIT INTERVAL PERCENTAGE'OF LAG -TIME = 862.788 �i UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH' NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 82.806 67.931 2 99.985 14.093 3 99.994 0.007 4 99.999 0.004 5 100.000 0.001 UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) ---------------------------------------------------------------------------- (INCHES) (INCHES) (INCHES) 1 0.0100 0.0085 0.0015 2 0.0150 0.0128 0.0022 3 0.0150 0.0128 0.0022 4 0.0200 0.0170 0.0030 5 0.0150 0.0128 0.0022 6 0.0150 0.0128 0.0022 7 0.0150 0.0128 0.0022 8 0.0200 0.0170 0.0030 9 0.0200 0.0170 0.0030 10 0.0200 0..0170 0.0030 11 0.0250 0..0213 0.0038 12 0.0250 0.0213• 0.0038 13 0.0250 0.0213 0.0038 14 0.0250 0.0213 0.0038 15 0.0250 0.0213 0.0038 16 0.0300 0.0255 0.0045 17 0.0300 0.0255 0.0045 18 0.0350 0.0298 0.0052 19 0.0350 0.0298 0.0052. 20 0.0400 0.0340 0.0060 21 0.0300 0.0255 0.0045 • 22 23 0.0350 0.0400 0.0298 0.0340 0.0052 0.0060 24 0.0400 0.0340 0.0060 25 0.0450 0.0382 0.0067 26 0.0450 0.0382 0.0067 27 0.0500 0.0425 0.0075 28 0.0500 0.0425 0.0075 29 0.0500 0.0425 0.0075 30 0.0550 0.0468 0.0082 31 0.0600 0.0510 0.0090 32 0.0650 0.0553 0.0097 33 0.0750 0..0634 0.0116 34 0.0750 0.0625 0.0125 35 0.,0800 0.0616 0.0184 36 0.0850 0.0607 0.0243 37 0.0950 0.0599 0.0351 38 0.1000 0.0590 0.0410 39 0.1050 0..0582 0.0468 40 0,.1100 0.0574 0.0526 41 0.0750 0.0565 0.0185 42 0.0750 0.0557 0.0193 43 0.1000 0.0549 0.0451 44 0.1000 0.0541 0.0459 45 0.0950 0.0533 0.0417 46 0.0950 0.0525 0.0425 47 0.0850 .0.0517 0.0333 48 0.0900 0.0510 070390 49 50 0.1250 0.1300 0.0502 0.0494 0.0748 0.0806 51 0.1400 0.0487 0.09.13 • 52 53 0.1450 0.1700 0..0480 0.0472 0.0970 0.1228 STORM 54 0.1700 0.0465 0.1235 55 0.1150 0.0458 0.0692 56 0.1150 0.0451 0.0699 57 0.1350 0.0444 0.0906 58, 0.1300 0.0438 0.0662 59 0.1300 0.0431 0.0869 60 0.1250 0.0424 0.0826 61 0.1200 0.0418 0.0782 62 0.1150 0.0411 0.0739 63 0.0950 0.0405 0.0545 64 0:0950 0.0399 0.0551 65 0.0200 0.0170 0.0030 66 0.0200 0.0170 0.0030 67 0.0150 0.0128 0.0022 68 0.0150 0.0128 0.0022 69 0.0250 0.0213 0.0038 .70 0.0250 0.0213 0.0038 71 0.0250 0.0213 0.0038 72 0.0200 0.0170 0.0030 73 0.0200 0.0170 0.0030 74 0.0200 0.0170 0.0030 75 0.0150 0.0128 0.0022 76 0.0100 0.0085 0.0015 77 0.0150 0.0128 0.0022 78 0.0200 0.0170 0.0030 • 79 80 0.0150 0.0100 0.0128 0.0085 0.0022 0.0015 81 0.0150 0.0128 0.0022 82 0.0150 0.0128 0.0022 83 0.0150 0.0128 0.0022 84 0.0100 0.0085 0.0015 85 0.0150 0.0128 0.0022 86 0.0100 0.0085 0.0015 87 0.0150 0.0128 0.0022 88 .0.0100 0.0085 0.0015 89 0.0150 0.0128 0.0022 90 0.0100 0.0085 0.0015 91 0.0100 0.0085 0.0015 92 0.0100 0._0085 0.0015 93 0.0100 0.0085 0.0015 94 0.0100 0.0085 0.0015 95 0.0100 0.0065 0.0015 96, 0.0100 0.0085 0.0015 TOTAL STORM RAINFALL(INCHES) = 5.00 TOTAL SOIL- LOSS(INCHES) = 2.91 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.09 - ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) _, 4.9345 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 3.5428 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) --------=--------------------------------------------------------------- VOLUME(AF) Q(CFS) 0. 5.0 10.0 15.0 20.0 0.083 0.0007 0.10 - --- Q 0.167 0.0014 0.10 Q 0.250 0.0021 0.10 Q 0.333 0.0033 0.17 Q 0.417 0.0045 0.17 Q 0.500 0.0057 0.17 Q 0.583 0.0070 0.18 Q 0.667 0.0082 0.18 Q 0.750 0.0095 0.18 Q 0.833 0.0111 0.24 Q 0.917 0.0128 0.24 Q 1.000 0.0144 0.24 Q 1.083 0.0157 0.20 Q 1.167 0.0171 0.20 Q 1.250 0.0184 0.20 Q 1.333 0.0197 0.18 Q 1.417 0.0210 0.18 Q 1.500 0.0222 0.18 Q 1.583 0.0235 0.18 Q 1.667 0.0248 0.18 Q 1.750 0.0260 0.18 Q 1.833 0.0277 0.24 Q 1.517 0.0293 0.24 Q 2.000 0.0309 0.24 Q 2.083 0.0326 0.25 Q 2.167 0.0343 0.25 Q 2.250 0.0360 0.25 Q 2.333 0.0377 0.25 Q 2.417 0.0394 0.25 Q 2.500 0.0411 .0.25 Q 2.583 0.0431 0.30 Q 2.667 0.0452 0.30 Q 2.750 0.04'72 0.30 Q 2.833 0.0493 0.31 Q 2.917 0.0514 0.31 Q 3.000 0.0536 0.31 Q 3.083 0.0557 0.31 Q 3.167 0.0578 0.31 Q 3.250 0.0599 0.31 Q 3.333 0.0620 0.31 Q 3.417 0.0642 0.31 Q - - 3- •- 5- 0-0---- .._._0 -- 0663 - - - -- -- 0- 3- 1- - -Q -. _..... - - -� -- -- -- - - - - -- - -- - - - - - -- ---- -:._..- .. -- -- ° - - -- . -.. -- 3.583 0.0684 0.31. Q 3.667 0.0705 0.31 Q 3.750 0.0726 0.31 Q 3.833 0.0751 0.36 Q 3.917 0.0776 0.36 Q 4.000 0.0800 0.36 Q 4.083 0.0826 0.37 Q 4.167 0.0851 0.37 Q 4.250 0.08.77 0.37 Q 4.333 0.0906 0.42 QV 4.417 0.0935 0.42 QV 4.500 0.0964 0.42 .QV 4.563 0.0993 0.43 QV 4.667 0.1023 0.43 QV 4.750 0.1053 0.43 QV 4.833 0.1086 0.48 QV 4.917 0.1119 0.48 QV 5.000 0.1152 0.48 QV 5.083 0.1179 0.39 QV 5.167 0.1206 0.39 QV 5.250 0.1233 0.39 QV 5.333 0.1262 0.42 QV 5.417 0.1291 0..42 QV 5.500 0.1319 0.42 QV 5.583 0.1353 0.48 QV 5.667 0.1386 0.48 QV 5.750 0.1419 0.48 QV 5.833 0.1453 0.49 QV 5.917 0.1487 0.49 QV 6.000 0.1521 0.49 QV • 6.083 6.167 0.1558 0.1595 0.54 0.54 .Q Q 6.250 0.1633 0.54 Q 6.333 0.1671 0.55 Q 6.417 0.1709 0.55 Q 6.500 0.1747 0.55 Q 6.583 0.1789 0.60 QV 6.667 0.1831 0.60 QV 6.750 0.1872 0.60 QV 6.833 0.1915 0.62 QV 6.917 0.1957 0.62 QV 7.000 0.1999 0.62 QV 7.083 0.2042 0.62 QV 7.167 0.2084 0.62 QV 7.250 0.2126 0.62 QV 7.333 0.2172 0.67 QV 7.417 0.2218 0.67 QV 7.500 0.2264 0.67 QV 7.583 0.2314 0.73 QV 7.667 0.2364 0.73 QV 7.750 0.2414 0.73 QV 7.833 0.2469 0.79 QV 7.917 0.2523 0.79 QV 8.000 0.2578 0.79 .QV 8.083 0.2641 0.93 .QV 8.167 0.2705 0.93 Q V 8.2-50 0. -2 76'9 0. 93 Q V • 8.333 8.417 0.2839 0.2909 1.01 1.01 . QV QV 8.500 0.2979 1.01 QV 8.583 0.3077 1.43 QV 8.667 0.3175 1.43 QV 8.750 0.3273 1.43 QV 8.833 0.3404 1.91 Q 8 -917 0.3536 1.91 Q 9.000 0.3667 1.91 QV 9.083 0.3855 2.73 VQ 9.167 0.4043 2.73 VQ 9.250 0..4231 2.73 VQ 9.333 0.4456 3.28 VQ 9.417 0.4682 3.28 VQ 9.500 0.4908 3.28 VQ 9.583 0.5167 3.76 V Q 9.667 0.5425 3.76 VQ 9.750 0.5684 3.76 VQ 9.833 0.5976 4.24 V Q . 9.917 0.6268 4.24 VQ . 10.000 0.6560 4.24 VQ . 10.083 0.6697 2.00 Q V 10.167 0.6835 2.00 Q V 10.250 0.6972 2.00 Q V 10.333 0.7080 1.57 Q V 10.417 0.7189 1.57 Q V . 10.500 0.7297 1.57 Q V . 10.583 0.7527 3.34 Q V . 10.667 0.7756 3.34 Q V . 10.750 0.7986 3.34 Q V. 10.833 10.917 0.8245 0.8503 3.75 3.75 Q V. Q V. 11.000 0.8762 3.75 Q V. 11.083 0.9002 3.48 Q V 11.167 0.9241 3.48 Q V 11.250 0.9481 3.48 Q V 11.333 0.9720 3.47 Q V 11.417 0.9960 3.47 Q V 11.500 1.0199 3.47 Q V 11.583 1.0396 2.86 Q V 11.667 1.0593 2.86 Q V 11.750 1.0790 2.86 Q -V 11.833 1.1005 3.12 Q V 11.917 1.1220 3.12 Q V 12.000 1.1435 3.12 Q V 12.083 1.1823 5.63 Q V 12.167 .1.2210 5.63 Q V 12.250 1.2598 5.63 Q V 12.333 1.3048 6.53 QV 12.417 1.3497 6.53 Q V 12.500 1.3947 6,.53 Q V 12.583 1.4452 7.34 Q V 12.667 1.4957 7.34 Q V 12.750 1.5463 7.34 Q V 12.833 1.6005 7.RR Q V . 12.917 1.6548 7.88 Q V - - - - ---13 . 000 1 . 7 69 -0 7 . 8'8 13.083 13.167 1.7759 1.8428 9.71 9.71 QV QV 13.250 1.9096 9.71 Q V 13.333 1.9793 10.12 Q V • 13.417 2.0490 10.12 Q V 13.500 2.1187 10.12 Q V 13.583 2.1630 6.44 Q V 13.667 2.2074 6.44 Q V 13.750 2.2517 6.44 Q V 13.833 2.2911 5.72 Q V 13.917 2.3306 5.72 Q V 14.000 2.3700 5.72 Q V 14.083 2.4191 7.14 Q V 14.167 2.4683 7.14 Q V 14.250 2.5174 .7.14 Q V 14.333 2.5666 7.14 Q V 14.417 2.6157 7.14 Q V. 14.500 2.6649 7.14 Q V 14.583 2.7139 7.12 Q V 14.667 2.7630 7.12 Q V 14.750 2.8120 7.12 Q V 14.833 2.8591 .6.83 Q V 14.917 2.9061 6.83 Q V 15.000 2.9532 6.83 Q V 15.083 2.9978 6.48 Q V 15.167 3.0424 6.48 Q V 15.250 3.0870 6.48 Q V 15.333 3.1292 6.12 Q V 15.417 3.1713 6.12 Q V 15.500 3.2135 6.12 Q V 15.583 3.2462 4.74 Q. V 15.667 3.2788 4.74 Q. V 15.750 3.3115 4.74 Q. V 15.833 3.3426 4.51 Q- V 15.917 3.3736 4.51 Q. V 16.000 3.4047 4.51 Q. V 16.083 3.4115 0.98 Q V 16.167 3.4182 0.98 Q V 16.250 3.4250 0.98 Q V 16.333 3.4267 0.25 Q V 16.417 3.4284 0.25 Q V 16.500 3.4301 0.25 Q V 16.583 3.4314 0.20 Q V 16.667 3.4328 0.20 Q V 16.750 3.4341 0.20 Q V 16.833 3.4354 0.18 Q V 16.917 3.4367 0.18 Q V 17.000 3.4379 0.18 Q V 17.083 3.4399 0.29 Q V 17.167 3.4419 0.29 Q V 17.250 3.4439 0.29 Q V 17.333 3.4460 0.31 Q V 17.417 3.4481 0.31 Q V 17.500 3.4502 0.31 Q V 17.583 3.4523 0.31 Q V 17.667 3.4545 0.31 Q V. 17.750 3.4566 0.31 Q V. 17.833 3.4563 0.26 Q V: 17.917 • 3.4601 0.26 Q V. 18.000 3.4619 0.26 Q V. 18.083 3.4636 0.25 Q V. • 18.167 3.4653 0.25 Q V. 18.250 3.4670 0.25 Q V. 18.333 3.4687 0.25 Q- V. 18.417 3.4704 0.25 Q V. 18.500 3.4720 0.25 Q V. 18.583 3.4734 0.20 Q V. 18.667 3.4747 0..20 Q V: 18.750 3.4761 0.20 Q V. 18.833 3.4770 0.13 Q V. 18.917 3.4779 0.13 Q V. 19.000 3.4788 0.13 Q V. 19.083 3.4800 0.17 Q V. 19.167 3.4812 0.17 Q V. 19.250 3.4824 0.17 Q V. 19.333 3.4841 0.24 Q V. 19.417 3.4857 0.24 Q V. 19.500 3.4873 0.24 Q V. 19.583 3.4886 0.20 Q V. 19.667 3.4900 0.20' Q V. 19.750 3.4913 0.20 Q V. 19.833 3.4923 0.13 Q V. 19.917 3.4932 0.13 Q V. 20.000 3.4941 0.13 Q -V. 20.083 3.4953 0.17 Q V. 20.167 3.4965 0.17 Q V. 20.250 3.4977 0.17 Q V. 20.333 3.4990 0.18 Q V. • 20.417 3.5002 0.18 Q V. 20.500 3.5015 0.18 Q V. 20.583 3.5028 0.18 Q V. 20.667 3.5040 0.18 Q V. 20.750 3.5053 0.18 Q V. 20.833 3.5062 0.13 Q V. 20.917 3.5072 0.13 Q V. 21.000 3.5081 0.13 Q V. 21.083 3.5093 0.17 Q V. 21.167 3.5105 0.17 Q V. 21.250 3.5117 0.17 Q V. 21.333 3.5126 0.13 Q V. 21.417' 3.5135 0.13 Q V. 21.500 3.5144 0.13 Q V. 21.583 .3.5156 0.17 Q V. 21.667 3.5168 0.17 Q V. 21.750 3,.5180 0.17 'Q V. 21.833 3.5189 0.13 Q V. 21.917 3.5199 0.13 'Q V. 22.000 3.5208 0.13 Q V. 22.083 3.5220 - 0.17 Q V. 22.167 3.5232 0.17 Q V. 22.250 3.5244 0.17 Q V. 22.333 3.5253 0.13 Q V. 22.417 3.5262 0.13 Q V. - - -2-2.500 3:52-71- 0 .13 4 V. 22.583 3.5280 0.12 Q V • 22.667 3.5288 0.12 Q V. 22.750 3.5297 0.12 Q V. 22.833 3.5305 0.12 Q V. 22.917 3.5314 0.12 Q V. 23.000 3.5322 0.12 'Q V. 23.083 3.5331 0.12 Q V. 23.166 3.5339 0.12 Q V. 23.250 3.5348 0.12 Q V. 23.333 3.5356 0.12 Q V. 23.416• 3.5365 0.12 Q V. 23.500 3.5373 0.12 Q V. 23.583 3.5382 0.12 Q V. 23.666 3.5390 0.12 Q V. 23.750 3.5399 0.12 Q V. 23.833 3.5407 0.12 Q V. 23.916 3.5416 0.12 Q 57. 24.000 3.5424 0.12 Q V. 24.083 3.5425 0.02 Q V. 24.166 3.5427 0.02 Q V. 24.250 3.5428 0.02 Q V. 24.333 3.5428 0.00 Q V 24.416 3.5428 0.00 Q V 24.500 3.5428 0.00 Q V END OF FLOODSCx ROUTING ANALYSIS APPENDIX B -4 HYDROLOGY MAP FOR UNIT HYDROGRAPH 0 de CO- 41; 2 I 9; it ir ! m APPENDIX B -5 PRECIPITATION TABLE 0 0 0 PERCIPITATION: Storm Duration Percipiation From Table E -5 2 Year Storm (inch) 100 Year Strom (inch) 3 Hour 0.80 2.25 6 Hour 1.00 2.75 24 Hour i 1.60 5.00 • • • MDS Consulting 78900 Avenue 47, Suite 208 La Quinta, Ca 92253 Plione (760) 771 -4013 Fax (760) 771 -4073 email:mdslaquinta @mdsconsulting.net • Adjusted Basin Volume Storage Capacity Elev Area 2 Area Avg Area h Depth V CUMUL V (Ft) (Ac) (Ac) (Ac) (Ft) [Ft) (Ac Ft) (Ac Ft) 495.5 1.1473 0.0000 2.6427 1.32135 1.0000 1.32135 496.5 1 1.4954 1.0000 1.3214 3.1675 1.5838 0.5000 0.7919 497.0 1.6721 2.0000 2.1132 3.7701 1.8851 1.0000 1.8851 498.0 2.0980 3.0000 3.9983 4.3743 2.1872 0.1400 0.3062 498.14 2.2763 3.1400 4.3045 •Tract 31627 City of La Quinta Adjusted Basin Volume 1 County of Riverside [File:l: \58800 \HYDROLOGY /Rev basin vcl.xls) +fin aceoS .00 N f vo -or-e qx3 ilwo • • C, RETENTION BASIN VOLUME TABLE Req'd Basin Volume: Blow -off Water Req'd = 0.36 ac -ft Basin Vol. Req'd = 3.54 ac -ft Total Volume Req'd = 3.90 ac -ft HWS Elev. Area Avg. Area Diff. Elev. Vol. rSFI rSFI FT AC/FT 498.14 120919.2 120131.8 0.14 0.39 498. 119344.5 113749.1 1 2.61 497 108153.8 105374.9 0.5_J_1.21 496.5 102596.1 Actual t'roposecl t3asin Volumel4.z_ 1 I • CVWD BlowofF Requirement: Normal Operation: 2000 gpm for 5 min. Worst Case Scenerio: 2000 gpm for 1 hour Required Retention Volume: 2000 gpm for 1 'hour = 120,000 gal. = 120,000 gal (1 AC -FT /330,000 gal) 0.36 AC -FT Required Basin Vol.= 0.36 AC -FT • • APPENDIX B -7 SANDFILTER SIZING CALCULATIONS • SANDFILTER SIZING CALCULATIONS Calculation #I -*How many standard size sandtilters are needed? No:* of Sandfilters. = 33 homes.' 40 homes /sandfilter Round all. fractions up: to the nearest whole number Comment: Each sandfilter has 48 sf of filter surface (ie 6'x 8�; assume the incoming nuisance water will percolate through -the sand at the rate of 4.6 inches per hour. The sandfilter must be sized to handle the 'surge .inflow rate" of 0.458 cf /house /hour, which.is based on the assumption that average; =each house releases 12 gallons in a 3.5 hour °surge °. period. Therefore, each sandfilter is capable of handling 18.4 cf %hour: Asa result, each sandfilter can handle the nuisance water released by 40 homes (18.4/0.458= 40)... Calcula' 6442 = How "much leach line length is needed? Leach Line Length *. = 3 3 homes x 0:617 If /home - a O. y Ih1e f fo be divided evenly between 6n-the- number ofsandfilters _. Comment: Usually, the critical aspect in sizing the leach line length is related to .its storage capacity during the surge period'. During the surge period, the sandfilter delivers filtered nuisance water-to the leach line chamber at a rate faster than it percolates into the soil (the soil percolation rate is assumed to be 2 inches per hour). Therefore, the leach line chamber should be sized to handle the.entire 3.5.hour surge flow of 1.604 cf.per house. The leach line chamber has a:2.6 cf capacity'per lineal foot, therefore, the per house length of leach line chamber is . 0.617 If /home (1:604/2.6= 0.617) NaTE: The:previous calculation is good for soil conditions where the soil infiltration rate is as low as"1.5 inches per hour. If the infiltration rate is less than: 1.5 inches per hour, the leach line must be sized using the following formula, which has a 2.0 factor of safety included in the formula. LLL =2 x(2.674x NH) T(5.66xSIR) Where: LLL =' Leach Line Length; SIR = Soil Infiltration Rate (in/hr); NH = Number of Houses Appendix PREPARED BY: M O R S E 79 -799 Old Avg... 52 . L. Quint., CA 92253 O O N I C H • %i— 760 -771 -4013 S C H U L 7 2 FAX: 760- 771 -4073 SLAIN RS ENGINEERS SURVEYORS .� �s:� 0 a sI I -n 9 0 A 4 PLATE D At' �E- b m PLATE D-4.61 0 R C F C a W C D SYNTHETIC UNIT HYDROGRAPH METHOD Project Sheet HYDROLOGY Basic Data Calculation Form f Date MANUAL Chocked Dote � 03 l LOSS RATE DATA" z o rx � o <\ O ^ WWCZ^ \ O U• HH-O' <NJIu W7ILY -^ u `nI I`I IM ^ WW N >� u OY V 1-- U n W u d r J�< -O J OC cL V! U' - ci q •' J a N n O W W n u < w. W '\ CQ W Q Z - ° n to F =u L ^ o <\w 1� WCZ - u oz <.' V) O m <ZW >W Q �+ 3WCCH -U < W < W U C dJ WWIL S6 Od0 -... � J (n 7 " ° Q N W Z QJO o v Z W O N -ac '�► CZ \V, Q u O H -W zW =►- J J W WC2« < - C Q - m �o � M CW u WH fD <' In C Z ^ WW N >� u OY V 1-- U n W u d r J�< -O J OC cL V! U' - ci q •' J a N n O W PLATE E-2.1(2 of 2 ) G: L _O � J E n co o `- ~ m L t N O it = F- co \ H Z d p 0 d a _ = v 6 v N. z •f- E CV 91 O a V � `\ , W cc LL d V w M 41 cli O p 7 L_ C) * > , - n w � 1 u O p Q w I to 0 cm f°1 ,, ti O o f) ?YI W N a C/-) a in O „ —J w p o «y w EE —J i �: m E �. :- �C � N U. v E Q tr<.. U Lt F- PLATE E-2.1(2 of 2 ) • • RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Quality of Soil Group Cover Type (3) Cover (2) A B C D 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 4-4 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 15 W C C -RUNOFF INDEX NUMBERS FOR HYDROLOGY MANUAL PERVIOUS AREAS PLATE E-6.1 0 of 2) RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Quality of Soil Group Cover Type (3) Cover (2) A B C D . AGRICULTURAL COVERS (cont.) - Legumes, Close Seeded Poor 66 77 85 89 (Alfalfa, sweetclover, timothy; etc.) Good 58 72 81 85 Orchards, Deciduous See No 4 (Apples, apricots, pears, walnuts, etc.) Orchards, Evergreen Poor 57 73 82 86 (Citrus, avocados, etc.) Fair 44 65 77 82 Good 33 58 72 79 Pasture, Dryland Poor 67 78 86 89 (Annual grasses) Fair 50 69 79 84 Good 38 61 74 80 Pasture, Irrigated Poor 58 74 83 87 (Legumes and perennial grass) Fair 44 65 77' 82 Good 33 58 72 79 Row Crops Poor 72 81 88 91 (Field crops - tomatoes, sugar beets, etc.) Good 67 78 85 89 Small Grain Poor 65 76 84 88 (wheat, oats, barley, etc.) Good 63 75 83 87 • Vineyard See Note 4 Notes: 1. All runoff index (RI). numbers are for Antecedent Moisture Condition (AMC) II. 2., Quality of cover definitions: Poor - Heavily grazed or.regularly burned areas. Less than 50 per- cent of the ground surface is protected by plant cover or brush and tree canopy. Fair- Moderate cover with 50 percent to 75 percent of the ground sur- face protected. Good -Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Plate C -2 for a detailed description of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under "Cover Type Descriptions" on Plate C -2. 5. Reference Bibliography item 17. R C F C II W C D RUNOFF INDEX NUMBERS HYDROLOGY &JANUAL. FOR PERVIOUS AREAS PLATE E-6.1 (GOT L ) ACTUAL IMPERVIOUS COVER Recommended Value Range- Percent Land Use (1) For Average Conditions- Percent(2 Natural or Agriculture 0 - 10 0 Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 ­25 20 20,000 S. F. (It 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 80 -100_ 90 Business or industrial Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some. areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical.horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. RCFC WCD HYDROLOGY IMA NUAL: IMPERVIOUS -COVER FOR DEVELOPED AREAS PLATE E -6.3 • 0 RUNOFF COEFFICIENT CURVE DATA The data in the following tables may be used to develop runoff coefficient (C) curves for any combination of runoff index (RI) number and antecedent mositure condition (AMC). For an RI number with an AMC of II (from Plate D -5.5) enter the tables on the following pages and plot the "C" curve data directly on Plate D-5.8. "C curve data is given for even RI numbers only, but values may easily be interpolated for odd RI numbers. For an AMC of I or III enter the tabulation on this page with the RI for AMC II, and read the appropriate RI for AMC I or III. Use this revised RI to enter the tables on the.following pages to deter- mine "C ". For example if RI = 40 for AMC.II, then RI = 22 for AMC I and RI = 60 for AMC III. AMC ADJUSTMENT RELATIONSHIPS RI FOR RI FOR OTHER RI FOR RI FOR OTHER AMC II AMC CONDITIOHs. AMC II AMC CONDITI OHS: AMC 'I AMC III AMC I AMC III 70 — 22 55 3S 'T• it -- 24 56 36 TS ]2 — 25 57 37 75 ]3 -- 27 58 38 76 14 26 59 39 77 15 -- 30 60 40 78 16 -- 31 61' 4 78 1T -- 33 62 42 79 10 -- 34 63 43 80 . 19 — 36 64 ♦♦ el 20 -- 37 65 AS 62 21 10 38 66 46 82 22 10 39 67 A7 83 23 11 Al 68 48 BA 2A 11 42 69 50 84 25 12 43 TO 51 85 26 12 ♦♦ 11 52 66 27 13 46 72 53 66 28 1• ♦T 73 5. 87 29 1• 4.9 T♦ 55 88 30 15 50 75 57 8B 31 16 Sl 76 58 B9 32 16 S2 77 S9 89 33 IT 53 T8 60 90 34 18 SA 79 62 91 35 IB SS 80 63 91 , 36 19 S6 61 64 92 37 20 57 82 66 92 ' 32 21 58 83 67 93 39 21 S9 84 68 93 40 22 60 85 70 94 Al 23 61 86 72 91 ` 42 24 62 87 73 95 43 25 63 86 75 95 . N 25 64 89 76 96 4s _ _26 as 90 78 96 46 27 66 91 80 97 , 47 28 -67 92 81 97 . 46 29 68 93 83 98 49 30 69 94 85 98 50� 31 70 95 87 98 51 31 70 96 89 99 52 9 32 71 97 91 9 '53 33 72 96 9A 99 54 34 73 99 9,7 �– R C F C a W C D RUNOFF COEFFICIENT HYDROLOGY, IMANUAL CURVE' DATA PLATE D -5.7 0 of 12) Storm Frequency Point Rainfall (inches) Plate No 100 Yr 124 hr 5:0 E -5.6 100 Yr / 6 hr 2.75 E -5.4 100 Yr / 3 hr 2.25 E -5.2 Investigate Detention Basin storage requirement for 100 yr 124, hr storm frequency, since this is the storm that will yield the largest amount of runoff volume. 10 • L�- 4 A p p e dix D PREPARED BY: M 0 R S F 79 -799 Old A-- 52 La Ooiela, CA 92253 O O K I C K • Voice: 760 - 771.4013 5 C H U t 7 Z FAX: 760. 771 -4073 E N G I N E E R S SURVEYORS "'LT-P[AtE J E- 5-.21 CATCH BASIN CALCULATIONS Grated inlet Analysis Area of Openning 1 Grate= 3'- 5 -3/8" x 2' -0" = 6.8958 sf 18 Bars = (18) (1/2" x S- 5 -3/8 ") = 2.2260 sf 3 Lugs = (3)(3" x 3/4 ") = 0.0469 sf Net Area = 4.6223 sf Capacity of CB-assuming 6" depth at sump Q= ca(2gh)0,5(0.5 clogging factor) c =0.8 g= 32.2ft/s2 h = 0.5' (assuming ponding to.R/w) Q single grate inlet Q = (0.8)(4.6223)((2)(32.2)(0.5))'-'(0.5) = 10.49 cfs Q double grate inlet Q = ( 0.8)(9.2446)((2)(32.2)(0.5)) 0.5 (0.5) = 20.98 cfs Q triple grate inlet Q = (0.8)(13.8669)((2)(32.2,)(0.5))'-'(0.5) = 31.48 cfs NOTES: SINGLE GRATED CATCH BASINS ARE ADEQUATE THROUGHOUT. CB WIDTHS HAVE BEEN INCREASE ON THE PLAN TO ALLOW CONNECTION OF PIPES IN SERIES. g:1ed \cbs • PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01101199 License ID 1269 Analysis prepared by: MDS CONSULTING 79 -799 Old Avenue 52 La Quinta, CA 92253 Tel: (760) 771 -4013 Fax: (760) 771 -4073 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LINE 'A' * TRACT 31627 * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 58800A.DAT TIME /DATE OF STUDY: 14: 3 9/23/2003 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 89.13 FLOWLINE ELEVATION = 493.00 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 5.30 ASSUMED DOWNSTREAM CONTROL HGL = 498.140 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS NODE 89.13 : HGL= < 498.140 >;EGL = < 498.280 >;FLOWLINE = < 493.000> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 89.13 TO NODE 104.32 IS CODE = 1 UPSTREAM NODE 104.32 ELEVATION = 494.95 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 5.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 15.19 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 5.30)/( 105.043)) * *2 = 0.0025457 HF =L *SF = ( 15.19) *( 0.0025457) = 0.039 NODE 104.32 : HGL= < 498.179 >;EGL = < 498.318 >;FLOWLINE = < 494.950> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 104.32 TO NODE 106.32 IS CODE = 5 UPSTREAM NODE 106.32 ELEVATION = 494.96 _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -• - - - - CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 5.3 18.00 1.767 2.999 7.017 0.140 2 5.3 18.00 1.767 2.999 -- 0.140 • 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 5 0.0 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*V1*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00255 DOWNSTREAM FRICTION SLOPE = 0.00255 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00255 JUNCTION LENGTH(FEET) = 2.00 FRICTION LOSS = 0.005 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS)+ (ENTRANCE LOSSES) JUNCTION LOSSES = 0.002+ 0.140- 0.140 +( 0.005) +( 0.000) = 0.007 NODE 106.32 : HGL= < 498.186 >;EGL = < 498.326 >;FLOWLINE = < 494.960> PRESSURE FLOW UPSTREAM NODE --------------- CALCULATE PRE PIPE FLOW = PIPE LENGTH = HF =L *SF = ( NODE 293.69 -------------------------------------------------=-------- ---------------------------------------------------------- PROCESS FROM NODE 106.32 TO NODE 293.69 IS CODE = 1 293.69 ELEVATION = 495.89 ---------------------------------------------------------- 3SURE FLOW FRICTION LOSSES(LACFCD): 5.30 CFS PIPE DIAMETER = 18.00 INCHES 187.37 FEET MANNINGS N = 0.01300 {( 5.30)/( 105.043)) * *2 = 0.0025457 187.37) *( 0.0025457) = 0.477 HGL= < 498.663 >;EGL = < 498.803 >;FLOWLINE = < 495.890> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 293.69 TO NODE 295.69 IS CODE = 2 UPSTREAM NODE 295.69 ELEVATION = 495.89 ---------------------------------------------------------------------- - - - - -- CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD): PIPE FLOW 5.30 CFS PIPE DIAMETER = 18.00 INCHES PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 3.00 FEET PER SECOND VELOCITY HEAD­ 0.140 HMN = .05 *(VELOCITY HEAD) = .05 *( 0.140) = 0.007 NODE 295.69 : HGL= < 498.670 >;EGL = < 498.810 >;FLOWLINE = < 495.890> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 1 • • PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01101199 License ID 1269 Analysis prepared by: MDS CONSULTING 79 -799 Old Avenue 52 La Quinta, CA 92253 Tel: (760) 771 -4013 Fax: (760) 771 -4073 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LATERAL 'A -1' * TRACT 31627 * * FILE NAME: 58800A1.DAT TIME /DATE OF STUDY: 14:18 9/23/2003 -------------------------------------------=-------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. • DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 2.00 FLOWLINE ELEVATION = 495.99 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 1.37 ASSUMED DOWNSTREAM CONTROL HGL = 498.670 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NODE 2.00 : HGL= < 498.670 >;EGL = < 498.679 >;FLOWLINE = < 495.990> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 2.00 TO NODE 13.54 IS CODE = 1 UPSTREAM NODE 13.54 ELEVATION = 496.05 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 1.37 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 11.54 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 1.37)/( 105.043)) * *2 = '0.0001701 HF =L *SF = ( 11.54) *( 0.0001701) = 0.002 NODE 13.54 : HGL= < 498.672>;EGL= < 498.681 >;FLOWLINE = < 496.050> ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 13.54 TO NODE 15.54 IS CODE = 8 UPSTREAM NODE 15.54 ELEVATION = 496.16 --------------------------------------------------------------------------- CALcuLATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): • PIPE FLOW(CFS) = 1.37 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD 0.009 CATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) _ .2 *( 0.009) = 0.002 • NODE 15.54 : HGL= < 498.683 >;EGL = < 498.683 >;FLOWLINE = < 496.160> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 1 • • PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS CONSULTING 79 -799 Old Avenue 52 La Quinta, CA 92253 Tel: (760) 771 -4013 Fax: (760) 771 -4073 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LATERAL 'A -2' * TRACT 31627 * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 58800A2.DAT TIME /DATE OF STUDY: 14:18 9/23/2003 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. • DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 2.00 FLOWLINE ELEVATION = 495.99 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 3.93 ASSUMED DOWNSTREAM CONTROL HGL = 498.670 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS -------------------------------------------------------------=-------------- ---------------------------------------------------------------------------- NODE 2.00 : HGL= < 498.670>;EGL= < 498.747 >; FLOWLINE = < 495.990> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 2.00 TO NODE 12.31 IS CODE = 1 UPSTREAM NODE 12.31 ELEVATION = 496.05 ---------------------------------------------------------------------- - - - - -- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 3.93 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 10.31 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 3.93)/( 105.043)) * *2 = 0.0013997 HF =L *SF = ( 10.31) *( 0.0013997) = 0.014 NODE- 12.31 : HGL= < 498.684 >;EGL = < 498.761 >; FLOWLINE = < 496.050> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 12.31 TO NODE 14.31 IS CODE = 8 UPSTREAM NODE 14.31 ELEVATION = 496.16 CALCULATE—PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 3.93 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = 0.077 CATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) =..2*( 0.077) = 0.015 • NODE 14.31 : HGL= < 498.777 >;EGL = < 498.777 >;FLOWLINE = < 496.160> ----------------------- ---------------------- .END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 1 • • PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS CONSULTING 79 -799 Old Avenue 52 La Quinta, CA 92253 Tel: (760) 771 -4013 Fax: (760) 771 -4073 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LINE 'B' * TRACT 31627 * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 58800B.DAT TIME /DATE OF STUDY: 14: 8 9/23/2003 NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA • DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 121.07 FLOWLINE ELEVATION = 493.00 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 6.61 ASSUMED DOWNSTREAM CONTROL HGL = 498.140 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS NODE 121.07 : HGL= < 498.140 >;EGL = < 498.357>;FLOWLINE= < 493.000> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 121.07 TO NODE 135.31 IS CODE = 1 UPSTREAM NODE 135.31 ELEVATION = 495.19 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 6.61 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 14.24 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 6.61)1( 105.043)) * *2 = 0.0039597 HF =L *SF = ( 14.24) *( 0.0039597) = 0.056 NODE 135.31 HGL= < 498'.196 >;EGL = < 498.414 >; FLOWLINE = < 495.190> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 135.31 TO.NODE 137.31 IS CODE = 5 UPSTREAM NODE 137.31 ELEVATION = 495.20 . -------------------------------- - - - - -- ------------------------------------ • CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 6.6 18.00 1.767 3.740 8.471 0.217 • 2 6.6 18.00 1.767 3.740 3 0.0 0.00 0.000 0.000 4 0.0 0.00 0.00.0 0.000 5 0.0 = = =Q5 EQUALS BASIN INPUT = == -- 0.217 0.000 - 0.000 - LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00396 DOWNSTREAM FRICTION SLOPE = 0.00396 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00396 JUNCTION LENGTH(FEET) = 2.00 FRICTION LOSS = 0.008 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.005+ 0.217- 0.217 +( 0.008) +( 0.000) = 0.013 NODE 137.31 : HGL= < 498.209 >;EGL = < 498.426 >;FLOWLINE = < 495.200> PRESSURE FLOW UPSTREAM NODE --------------- CALCULATE PRE; PIPE FLOW = PIPE LENGTH = • SF'= (Q /K) * *2 = HF =L *SF = NODE 276.39 ---------------------------------------------------------- ---------------------------------------------------------- PROCESS FROM NODE 137.31 TO NODE 276.39 IS CODE = 1 276.39 ELEVATION = 495.90 ---------------------------------------------------------- 3SURE FLOW FRICTION LOSSES(LACFCD): 6.61 CFS PIPE DIAMETER = 18.00 INCHES 139.08 FEET MANNINGS N = 0.01300 (( 6.61)/( 105.043)) * *2 = 0.0039597 139.08) *( 0.0039597) = 0.551 HGL= < 498.760 >;EGL = < 498.977 >;FLOWLINE = < 495.900> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 276.39 TO NODE 279.14 IS CODE = 8 UPSTREAM NODE .279.14 ELEVATION = 495.90 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 6.61 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = 0.217 CATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) = .2 *( 0.217) = 0.043 NODE 279.14 : HGL= < 499.021 >;EGL = < 499.021 >;FLOWLINE = < 495.900> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 279.14 TO NODE 303.14 IS CODE = 1 UPSTREAM NODE 303.14 ELEVATION = 496.12 --------------- CALCULATE PRE PIPE FLOW = PIPE LENGTH = SF= (Q /K) * *2 = IIF =L *SF = ( NODE 303.14 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - SSURE FLOW FRICTION LOSSES(LACFCD): 2.05 CFS PIPE DIAMETER = 18.00 INCHES 24.00 FEET MANNINGS N = 0.01300 (( 2.05)/( 105.043)) * *2 = 0.0003809 24.00) *( 0.0003809) = 0.009 HGL= < 499. 009 >;EGL - < 499.030>;FLOWLINE= < 496.120> • PRESSURE FLOW PROCESS FROM NODE 303.14 TO NODE 305.14 IS CODE = 8 UPSTREAM NODE 305.14 ELEVATION- 496.24 --------- - - - - -- ------------------------- _____________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 2.05 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = 0.021 CATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) _ .2 *( 0.021)'= 0.004 _- NODE _ -- 305.1.4 _ HGL=-<-- 499034 >= EGL =- <-- 499034>= FLOWLINE = - <_- 496240 > END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 1 r� �i m PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: . MDS CONSULTING 79 -799 Old Avenue 52 La Quinta, CA 92253 Tel: (760) 771 -4013 Fax: (760) 771 -4073 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LINE 'C' * TRACT 31627 * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 588000.DAT TIME /DATE OF STUDY: 14: 8 9/23/2003 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA • DESIGN MANUALS, DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 117.78 FLOWLINE ELEVATION = 493.00 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 6.46 ASSUMED DOWNSTREAM CONTROL HGL = 498.140 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS NODE 117.78 HGL= < 498.140 >;EGL = < 498.348 >;FLOWLINE = < 493.000> PRESSURE FLOW PROCESS FROM NODE 117.78 TO NODE 139.45 IS CODE = 1 UPSTREAM NODE 139.45 ELEVATION = 496.36 ------------------------7--------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 6.46 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 21.67 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 6.46)/( .105.043)) * *2 = 0.0037821 HF =L *SF = ( 21.67) *( 0.0037821) = 0.082 NODE 139.45 HGL= < 498.222>;EGL= < 498.430 >;FLOWLINE = < 496.360> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 139.45 TO NODE 141.45 IS CODE = 5 UPSTREAM NODE 141.45 ELEVATION = 496.37 ----------------------------------------------- - - - - -- --------------- - - - - -- CALCULATE PRESSURE FLOW JUNCTION LOSSES: . NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 6:5 18.00 1.767 3.656 8.518 0.208 2 6.5 18.00 1.767 3.656 3 0.0 0.00 0.000 0.000 4 0.0 0.00 0.000 0.000 5 0.0 = = =Q5 EQUALS BASIN INPUT = == -- 0.208 0.000 - 0.000 - LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00378 DOWNSTREAM FRICTION SLOPE = 0.'00378 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00378 JUNCTION LENGTH(FEET) = 2.00 FRICTION LOSS = 0.008 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.005+ 0.208- 0.208 +( 0.008) +( 0.000) = 0.012 NODE 141.45 : HGL= < 498.234 >;EGL = < 498.442 >;FLOWLINE = < 496.370> PRESSURE FLOW UPSTREAM NODE CALCULATE PREI PIPE FLOW = PIPE LENGTH = • SF =(Q /K) * *2 = HF =L *SF = ( NODE 242.21 ---------------------------------------------------------- ---------------------------------------------------------- PROCESS FROM NODE 141.45 TO NODE 242.21 IS CODE = 1 242.21 ELEVATION = 496.87 3SURE FLOW FRICTION LOSSES(LACFCD): 6.46 CFS PIPE DIAMETER = 18.00 INCHES 100.76 FEET MANNINGS N = 0.01300 (( 6.46)/( 105.043)) * *2 = 0.0037821 100.76) *( 0.0037821) = 0.381 HGL= < 498.615 >;EGL = < 498.823 >;FLOWLINE = < 496.870> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 242.21 TO NODE 244.21 IS CODE = 3 UPSTREAM NODE 244.21 ELEVATION = 496.88 ---------------------------------------------------------------------- - - - - -- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 6.46 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 11.250 DEGREES PIPE LENGTH = 2.00 FEET MANNINGS N = 0.01300 PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 3.66 FEET PER SECOND VELOCITY HEAD = 0.208 BEND COEFFICIENT(KB) = 0.0884 HB =KB *(VELOCITY HEAD) _ ( 0.08.8) *( 0.208) = 0.018 PIPE CONVEYANCE FACTOR = 105.043 FRICTION SLOPE(SF) = 0.0037821 FRICTION LOSSES = L *SF = ( 2.00) *( 0.0037821) = 0.008 NODE 244.21 : HGL= < 498.6.41 >;EGL = < 498.849 >;FLOWLINE = < 496.880> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 244.21 TO NODE 267.37 IS CODE = 1 UPSTREAM NODE 267.37 ELEVATION = 497.00 -------------------------- - --------------------------------- - - - - -- - - - - - -- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): • PIPE FLOW = 6.46 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 23.16 FEET MANNINGS N = 0.01300 SF= (QIK) * *2 = (( 6.46)/( 105.043)) * *2 = 0.0037821 HF= L *SF.= ( 23.16) *.( 0.0037821) = 0.088 NODE 267.37 HGL= < 498.729 >;EGL = < 498.936 >;FLOWLINE = < 497.000> -----=---------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 267.37 TO NODE 269.37 IS CODE = 8 UPSTREAM NODE . 269.37 ELEVATION = 497.10 ---------------------------------------------------------------------------- CALCULATE PRESSURE'FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 6.46 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = 0.208 CATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) _ .2 *( 0.208) = 0.042 NODE 269.37 : HGL= < 498.978 >;EGL = < 498.978 >;FLOWLINE = <. 497.100> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 1 .......... PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS CONSULTING 79 -799 Old Avenue 52 La Quinta, CA 92253 Tel: (760) 771 -4013 Fax: (760) 771 -4073 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LINE 'D' * TRACT 31627 * * FILE NAME: 58800D.DAT TIME /DATE OF STUDY: 14: 9 9/23/2003 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS, DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 122.79 FLOWLINE ELEVATION = 493.00 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 6.59 ASSUMED DOWNSTREAM CONTROL HGL = 498.140 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS NODE' 122.79 : HGL= < 498.140 >;EGL = < 498.356 >; FLOWLINE = < 493.000> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 122.79 TO NODE 151.00 IS CODE = 1 UPSTREAM NODE 151.00 ELEVATION = 495.02 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 6.59 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 28.21 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 6.59)/( 105.043)) * *2 = 0.0039358 HF =L *SF = ( 28.21) *( 0.0039358) = 0.111 NODE 151.00 HGL= < 498.251 >;EGL = < 498.467 >; FLOWLINE = < 495.020> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 151.00 TO NODE 153.00 IS CODE = 5 UPSTREAM NODE 153.00 ELEVATION = 495.03 ------------------------------------ - - - - -- ------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 6.6 18.00 1.767 3.729 3.803 0.216 2 6.6 18.00 1.767 3.729 -- 0.216 • 3 0.0 0.00 0.000 0.000 0.000 = 4 0.0 0.00 0.000 0.000 0.000 5 0.0 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00394 DOWNSTREAM FRICTION SLOPE = 0.00394 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00394 JUNCTION LENGTH(FEET) = 2.00 FRICTION LOSS = 0.008 ENTRANCE LOSSES = 0.000 JUNCTION•LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.001+ 0.216- 0.216 +( 0.008) +( 0.000) = 0.009 NODE 153.00 : HGL= < 498.260 >;EGL = < 498.476 >;FLOWLINE = < 495.030> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 153.00 TO NODE 156.52 IS CODE = 1 UPSTREAM NODE 156.52 ELEVATION = 495.05 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 6.59 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 3.52 FEET MANNINGS N = 0.01300 • SF= (Q /K) * *2 = (( 6.59)/( 105.043)) * *2 = 0.0039358 HF =L *SF = ( 3.52) *( 0.0039358) = 0.014 NODE 156.52 HGL= < 498.274 >;EGL = < 498.490 >;FLOWLINE = < 495.050> PRESSURE FLOW PROCESS FROM NODE 156.52 TO NODE 158.52 IS CODE = 3 UPSTREAM NODE 158.52 ELEVATION = 495.06 ---------------------------------------------------------------------- - - - - -- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 6.59 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 22.500 DEGREES PIPE LENGTH = 2.00 FEET MANNINGS N = 0.01300 PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 3.73 FEET PER SECOND VELOCITY HEAD = 0.216 BEND COEFFICIENT(KB) = 0.1250 HB =KB *(VELOCITY HEAD) _ ( 0.125) *( 0.216) = 0.027 PIPE CONVEYANCE FACTOR = 105.043 FRICTION SLOPE(SF) = 0.0039358 FRICTION LOSSES = L *SF = ( 2.00) *( 0.0039356) = 0.008 NODE 158.52 : HGL= < 498.309 >;EGL = < 498.525 >;FLOWLINE = < 495.060> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 158.52 TO NODE 186.86 IS CODE = 1 UPSTREAM NODE 186.86 ELEVATION = 495.20 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): • PIPE FLOW = 6.59 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH.= 28.34 FEET MANNINGS .N = 0.01300 SF= (Q /K) * *2 = (( 6.59)/( 105.043)) * *2 = 0.0039358 • HF =L *SF = ( 28.34) *( 0.0039358) = 0.112 NODE 186.86 HGL= < 498.420 >;EGL = < 498.636 >;FLOWLINE = < 495.200> PRESSURE FLOW PROCESS FROM NODE 186.86 TO NODE 188.86 IS CODE = 3 UPSTREAM NODE 188.86 ELEVATION = 495.21 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 6.59 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 45.000 DEGREES PIPE LENGTH = 2.00 FEET MANNINGS N = 0.01300 PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 3.73 FEET PER SECOND VELOCITY HEAD = 0.216 BEND COEFFICIENT(KB) = 0.1768 HB =KB *(VELOCITY HEAD) _ ( 0.177) *( .0.216) = 0.038 PIPE CONVEYANCE FACTOR = 105.043 FRICTION SLOPE(SF) = 0.0039358 FRICTION LOSSES = L *SF = ( . 2.00) *( 0.0039358).= 0.008 NODE 188.86 : HGL= < 498.466 >;EGL = < 498.682 >;FLOWLINE = < 495.210> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 188.86 TO NODE 313.97 IS CODE = 1 UPSTREAM NODE 313.97 ELEVATION = 495.84 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 6.59 CFS PIPE DIAMETER = 18.00 INCHES • PIPE LENGTH = 125.11 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 6.59)/( 105.043)) * *2 = 0.0039358 HF =L *SF = ( 125.11) *( 0.0039358) = 0.492 NODE 313.97 : HGL= < 498.959 >;EGL = < 499.174 >;FLOWLINE = < 495.840> PRESSURE FLOW PROCESS FROM NODE 313.97 TO NODE 315.97 IS CODE = 3 UPSTREAM NODE 315.97 ELEVATION = 495.85 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 6.59 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 22.500 DEGREES PIPE LENGTH = 2.00 FEET MANNINGS N = 0.01300 PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 3.73 FEET PER SECOND VELOCITY HEAD = 0.216 BEND COEFFICIENT(KB) = 0.1250 HB =KB *(VELOCITY HEAD) _ ( 0.125) *( 0.216) = 0.027 PIPE CONVEYANCE FACTOR = 105..043 FRICTION SLOPE(SF) = 0.0039358 FRICTION LOSSES = L *SF = ( 2.00) *( 0.0039358) = 0.008 NODE 315.97 : HGL= < 498.993 >;EGL = < 499.209 >;FLOWLINE = < 495.850> PRESSURE FLOW PROCESS FROM NODE 315.97 TO NODE 327.04 IS CODE = 1 UPSTREAM NODE 327.04 ELEVATION = 495.90 ------------------------------- . --------------------------------------------- • CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 6.59 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 11.07 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = ii 6.59)/( 105.043)) * *2 = 0.0039358 HF =L *SF = ( 11.07) *( 0.0039358) = 0.044 NODE 327.04 HGL= < 499.037 >;EGL = < 499.253 >;FLOWLINE = < 495.900> PRESSURE FLOW PROCESS FROM NODE 327.04 TO NODE 329.79 IS CODE = 8 UPSTREAM NODE 329.79 ELEVATION = 496.00 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 6.59 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = 0.216 CATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) _ .2 *( 0.216) = 0.043 NODE 329.79 : HGL= < 499.296 >;EGL = < 499.296 >;FLOWLINE = < 496.000> PRESSURE FLOW PROCESS FROM NODE 329.79 TO NODE 353.79 IS CODE = 1 UPSTREAM NODE 353.79 ELEVATION = 496.12 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 1.66 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 24.00 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 1.66)1( 105.043)) * *2 = 0.0002497 HF =L *SF = ( 24.00) *( 0.0002497) = 0.006 NODE 353.79 HGL= < 499.288 >;EGL = < 499.302 >;FLOWLINE = < 496.120> PRESSURE FLOW PROCESS FROM NODE 353.79 TO NODE 355.79 IS CODE = 8 UPSTREAM NODE 355.79 ELEVATION = 496.24 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS-) = 1.66 PIPE DIAMETER(INCH) = 18.00 - PRESSURE FLOW VELOCITY HEAD = 0.014 CATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) _ .2 *( 0.014) = 0.003 NODE 355.79 : HGL= < 499.305 >;EGL = < 499.305>;FLOWLINE= < 496.240> 1 • END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM • * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS CONSULTING 79 -799 Old Avenue 52 La Quinta, CA 92253 Tel: (760) 771 -4013 Fax: (760) 771 -4073 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LINE 'E' * TRACT 31627 * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 58800E.DAT TIME /DATE OF STUDY: 14:10 9/23/2003 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. • DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 85.74 FLOWLINE ELEVATION = 493.00 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 6.49 ASSUMED DOWNSTREAM CONTROL HGL = 498.140 L.A. THOMPSON'S EQUATION.IS USED FOR JUNCTION ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NODE 85.74 : HGL= < 498.140 >;EGL = < 498.349 >; FLOWLINE = < 493.000> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 85.74 TO NODE 105.00 IS CODE = 1 UPSTREAM NODE 105.00 ELEVATION = 494.89 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 6.49 CFS PIPE DIAMETER 18.00 INCHES PIPE LENGTH = 19.26 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 6.49)/( 105.043)) * *2 = 0.0038173 HF =L *SF = ( 19.26) *( 0.0038173) = 0.074 NODE 105.00 : HGL= < 498.214 >;EGL = < 498.423 >; FLOWLINE = < 494.890> ---------------------------------------=-------------------=---------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 105.00 TO NODE 107.00 IS CODE = 5. UPSTREAM NODE 107.00 ELEVATION = 494.90 ---------------------------------------------=------- - - - - -- ---- ---- - - - - -- CALCULA`PE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 6.5 18.00 1.767 .3.673 5.312 0.209 2 6.5 18.00 1.767 3.673 -- 0.209 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 5 0.0 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00382 DOWNSTREAM FRICTION SLOPE = 0.00382 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00382 JUNCTION LENGTH(FEET) = 2.00 FRICTION LOSS = 0.008 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.002+ 0.209- 0.209 +( 0.008) +( 0.000) = 0.009 NODE 107.00 : HGL= < 498.223 >;EGL = < 498.432 >;FLOWLINE = < 494.900> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 107.00 TO NODE 110.41 IS CODE = 1 UPSTREAM NODE 110.41 ELEVATION = 494.92 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 6.49 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = •3.41 FEET MANNINGS N = 0.01300 SF =(Q /K) * *2 = (( 6.49)/( 105.043)) * *2 = 0.0038173 HF =L *SF = ( 3.41) *( 0.0038173) = 0.013 NODE 110.41 HGL= < 498.236 >;EGL = < 498_.445 >;FLOWLINE = < 494.920> -----------------------------------------=---------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 110.41 TO NODE 112.4 '1 IS CODE = 3 UPSTREAM NODE 112.41 ELEVATION = 494.93 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 6.49 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 11.250 DEGREES PIPE LENGTH = 2.00 FEET MANNINGS N = 0.01300 PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 3.67 FEET PER SECOND VELOCITY HEAD = 0.209 BEND COEFFICIENT(KB) = 0.0884 HB =KB *(VELOCITY HEAD) _ ( 0.088) *( 0.209) = 0.019, PIPE CONVEYANCE FACTOR = 105.043 FRICTION SLOPE(SF) = 0.0038173 FRICTION LOSSES = L *SF = ( 2.00) *( 0.0038173) = 0.008 NODE 112.41 : HGL= <' 498.262 >;EGL = < 498.472. >;FLOWLINE = < 494.930> ---------------=------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 112.41 TO NODE 166.57 IS CODE = 1 UPSTREAM NODE 166.57 ELEVATION = 495.20 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 6.49 CFS 'PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 54.16 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 6.49)/( 105.043)) * *2 = 0.0038173 • HF =L *SF = ( 54.16) *( 0.0038173) = 0.207 NODE 166.57 HGL= < 498.469 >;EGL = < 498.678 >;FLOWLINE = < 495.200> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 166.57 TO NODE 168.57 IS CODE = 3 UPSTREAM NODE 168.57 ELEVATION = 495.21 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = ' 6.49 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE =.11.250 DEGREES PIPE LENGTH = 2.00 FEET MANNINGS N = 0.01300 PRESSURR FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 3.67 FEET PER SECOND VELOCITY HEAD = 0.209 BEND COEFFICIENT(KB) = 0.0884 HB =KB *(VELOCITY HEAD) _ ( 0.088) *( 0.209) = 0.019 PIPE CONVEYANCE FACTOR = 105.043 FRICTION SLOPE(SF) = 0.0038173 FRICTION LOSSES = L *SF = ( 2.00) *( 0.0038173) = 0.008 NODE 168.57 : HGL= < 498.495 >;EGL = < 498.704 >;FLOWLINE = < 495.210> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 168.57 TO NODE 215.03 IS CODE = 1 UPSTREAM NODE 215.03 ELEVATION = 495.44 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 6.49 CFS PIPE DIAMETER = 18.00 INCHES • PIPE LENGTH = 46.46 FEET MANNINGS N'= 0.01300 SF= (Q /K) * *2 = (( 6.49)/( 105.043)) * *2 = 0.0038173 HF =L *SF = ( 46.46) *( 0.0038173) = 0.177 NODE 215.03 : HGL= < 498.672 >;EGL = < 498.882>;FLOWLINE= < 495.440> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 215.03 TO NODE 217.03 IS CODE = 3 UPSTREAM NODE 217.03 ELEVATION = 495.46 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 6.49 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 22.500 DEGREES PIPE LENGTH = 2.00 FEET MANNNINGS N = 0.01300 PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 3.67 FEET PER SECOND VELOCITY HEAD = 0.209 BEND COEFFICIENT(KB) = 0.1250 HB =KB *(VELOCITY HEAD) _ ( 0.125) *( 0.209) = 0.026 PIPE CONVEYANCE FACTOR•= 105.043 FRICTION SLOPE(SF) = 0.0038173 FRICTION LOSSES = L *SF = ( 2.00) *( 0.0038173) = 0.008 NODE 217.03 : HGL= < 498.706 >;EGL = < 498.916 >;FLOWLINE = < 495.460> PRESSURE FLOW PROCESS FROM NODE 217.03 TO NODE 220.29 IS CODE = 1 UPSTREAM NODE 220.29 ET,FVATION = 495.47 ---------------------------------------------------------------------------- • CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 6.49 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = • SF= (Q /K) * *2 = HF =L *SF = ( NODE 220.29 3.26 FEET MANNINGS N = 0.01300• (( 6.49)/( 105.043)) * *2 = 0.0038173 3.26) *( 0.0038173) = 0.012 HGL= < 498.719>;EGL= < 498.928 >;FLOWLINE = < 495.470> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 220.29 TO NODE 222.29 IS CODE = 3 UPSTREAM NODE 222.29 ELEVATION = 495.48 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 6.49 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 11.250 DEGREES PIPE LENGTH = 2.00 FEET MANNINGS N = 0.01300 PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 3.67 FEET PER SECOND VELOCITY HEAD = 0.209 BEND COEFFICIENT(KB) = 0.0884 HB =KB *(VELOCITY HEAD) _ ( 0.088) *( 0.209) = 0.019 •PIPE CONVEYANCE FACTOR = 105.043 FRICTION SLOPE(SF) = 0.0038173 FRICTION LOSSES = L *SF = ( 2.00) *( 0.0038173) = 0.008 NODE 222.29 : HGL= < 498.745 >;EGL = < 498.954 >;FLOWLINE = < 495.480> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 222.29 TO NODE 228.74 IS CODE = 1 UPSTREAM NODE 228.74 ELEVATION = 495.51 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): • PIPE FLOW = 6.49 CFS PIPE DIAMETER = 16.00 INCHES PIPE LENGTH = 6.45 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 6.49)/( 105.043)) * *2 = 0.0038173 HF =L *SF = ( 6.45) *( 0.0038173) = 0.025 NODE 228.74 HGL= < 498.769 >;EGL = < 498.979 >;FLOWLINE = < 495.510> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 228.74 TO NODE 230.74 IS CODE = 3 UPSTREAM NODE 230.74 ELEVATION = 495.52 ---------------------------------------------------------------------- - - - - -- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 6.49 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 22.500 DEGREES PIPE LENGTH = 2.00 FEET MANNINGS N = 0.01300 PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 3.67 FEET PER SECOND VELOCITY HEAD = 0.209 BEND COEFFICIENT(KB) = 0.1250 HB =KB *(VELOCITY HEAD) _ ( 0.125) *( 0.209) = 0.026 PIPE CONVEYANCE FACTOR = 105.043 FRICTION SLOPE(SF) = 0.0038173 FRICTION LOSSES = L *SF = ( 2.00) *( 0.0038173) = 0.008 NODE 230.74 : HGL= < 498.803 >;EGL = < 499.013>;FLOWLINE= < 495.520> PRESSURE FLOW PROCESS FROM NODE 230.74 TO NODE 296.11 IS CODE = 1 UPSTREAM NODE 296.11 ELEVATION = 495.85 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD ): PIPE FLOW = 6.49 CFS PIPE DIAMETER = 18.00 INCHES • PIPE LENGTH = 65.37 FEET MANNINGS N = 0.01300 SF= (Q /K) * *.2 = (( 6.49)/( 105.043)) * *2 = 0.0038173 HF =L *SF = ( 65.37) *( 0.0038173) = 0.250 NODE 296.11 : HGL= < 499.053>;EGL= < 499.262 >;FLOWLINE = < 495.850> PRESSURE FLOW PROCESS FROM NODE 296.11 TO NODE 298.11 IS CODE = 3 UPSTREAM NODE 298.11 ELEVATION = 495.86 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 6.49 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 22.500 DEGREES PIPE LENGTH = 2.00 FEET MANNINGS N = 0.01300 PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 3.67 FEET PER SECOND VELOCITY HEAD = 0.209 BEND COEFFICIENT(KB) = 0.1250 HB =KB *(VELOCITY HEAD) _ ( 0.125) *( 0.209) = 0.026 PIPE CONVEYANCE FACTOR = 105.043 FRICTION.SLOPE(SF) = 0.0038173 FRICTION LOSSES = L *SF = ( 2.00) *( 0.0038173) = 0.008 NODE 298.11 : HGL= < 499.087 >;EGL = < 499.296>;FLOWLINE= < 495.860> PRESSURE FLOW PROCESS FROM NODE 298.11 TO NODE 306.53 IS CODE = 1 UPSTREAM NODE 306.53 ELEVATION = 495.90 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 6.49 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 8.42 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 6.49)/( 105.043)) * *2 = 0.0038173 HF =L *SF = ( 8.42) *( 0.0038173) = 0.032 NODE 306.53 HGL= < 499.119 >;EGL = < 499.328 >;FLOWLINE = < 495.900> PRESSURE FLOW PROCESS FROM NODE 306.53 TO NODE 309.2'8 IS CODE = 8 UPSTREAM NODE 309.28 ELEVATION = 496.00 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 6.49 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = 0.209 CATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) = .2 *( 0.209) = 0.042 NODE 309.28 : HGL= < 499.370>;EGL= < 499.370 >;FLOWLINE = < 496.000> PRESSURE FLOW PROCESS FROM NODE 309.28 TO NODE 333.28 IS CODE = 1 UPSTREAM NODE 333.28 ELEVATION = 496.12 --------------- CALCULATE PRE PIPE FLOW = PIPE LENGTH = SF= (Q /K) * *2 = • HF =L *SF = ( NODE 333.28 ---------------------------------------------------------- SSURE FLOW FRICTION LOSSES(LACFCD): 2.42 CFS PIPE DIAMETER = 18.00 INCHES 24.00 FEET MANNINGS N = 0.01300 (( 2.42)/( 105.043)) * *2 = 0.0005308 24.00) *( 0.0005308) = 0.013 HGL= < 499.354 >;EGL = < 499.383 >;FLOWLINE = < 496.120> PRESSURE FLOW PROCESS FROM NODE 333.28 TO NODE 336.03 IS CODE = 8 UPSTREAM NODE 336.03 ELEVATION = 496.24 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 2.42 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = 0.029 CATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) _ .2 *( 0.029) = 0.006 NODE 336.03 : HGL= <. 499.389 >;EGL = < 499.389>;FLOWLINE= < 496.240> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 336.03 TO NODE 350.28 IS CODE= 1 UPSTREAM NODE 350.28 ELEVATION = 496.31 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 0.96 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 14.25 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 0.96)1( 105.043)) * *2 = 0.0000835 HF =L *SF = ( 14.25) *( 0.0000835) = 0.001 NODE 350.28 HGL= < 499.385 >;EGL = < 499.390 >.;FLOWLINE = < 496.310> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 1 L7 • PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS CONSULTING 79 -799 Old Avenue 52 La Quinta, CA 92253 Tel: (760) 771 -4013 Fax: (760) 771 -4073 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • LINE 'F' • TRACT 31627 * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 58800F.DAT TIME /DATE OF STUDY: 14:12 9/23/2003 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS-COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. • DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 116.39 FLOWLINE ELEVATION = 493.00 PIPE'DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 6.89 ASSUMED DOWNSTREAM CONTROL HGL = 498.140 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NODE 116.39 : HGL= < 498.140 >;EGL = < 498.376 >;FLOWLINE = < 493.000> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 116.39 TO NODE 134.00 IS CODE = 1 UPSTREAM NODE 134.00 ELEVATION = 495.27 ---------------------------------------------------------------------- - - - - -- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 6.89 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 17.61 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 6.89)/( 105.043)) * *2 = 0.0043023 HF =L *SF = ( 17.61) *( 0.0043023) = 0.076 NODE 134.00 : HGL= < 498.216>;EGL= < 498.452 >;FLOWLINE = < 495.270> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 134.00 TO NODE 136.00 IS CODE = 5 UPSTREAM NODE 136.00 ELEVATION = 495.28 ---------------------------------------------------------------------- - - - - -- _.. -._ ._- __C- ALC-1- ATE--PRESS-U -E FLOW- JUN "CTTON' LOSSES • NO. DISCHARGE DIAMETER AREA VELOCITY' DELTA HV 1 6.9 18.00 1.767 3.899 7.056 0.236 2 6.9 18.00 1.767 3.899 3 0.0 0.00 0.000 0.000 4 0.0 0.00 0.000 0.000 5 0.0 = = =Q5 EQUALS BASIN INPUT = == -- 0.236 0.000 - 0.000 - LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1+A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00430 DOWNSTREAM FRICTION SLOPE = 0.00430 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00430 JUNCTION LENGTH(FEET) = 2.00 FRICTION LOSS = 0.009 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.004+ 0.236- 0.236 +( 0.009) +( 0.000) = 0.0.12 NODE 136.00 : HGL= < 498.228 >;EGL = < 498.464 >;FLOWLINE = < 495.280> PRESSURE FLOW UPSTREAM NODE --------------- CALCULATE PRE: PIPE FLOW = PIPE LENGTH = • SF= (Q /K) * *2 = HF =L *SF = ( NODE 260.85 ---------------------------------------------------------- ---------------------------------------------------------- PROCESS FROM NODE 136.00 TO NODE 260.85 IS CODE = 1 260.85 ELEVATION = 495.90 ---------------------------------------------------------- iSURE FLOW FRICTION LOSSES(LACFCD): 6.89 CPS PIPE DIAMETER = 18.00 INCHES 124.85 FEET MANNINGS N = 0.01300 (( 6.89)/( 105.043)) * *2 = 0.0043023 124.85) *('0.0043023) = 0.537 HGL= < 498.765 >;EGL = < 499.001 >;FLOWLINE = < 495.900> -------------------------------------------------------------=-------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 260.85 TO NODE 263.60 IS CODE = 8 UPSTREAM NODE 263.60 ELEVATION = 496.00 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 6.89 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = 0.236 CATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) = .2 *( 0.236) = 0.047 NODE 263.60 : HGL= < 499.048 >;EGL = < 499.048 >;FLOWLINE = < 496.000> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 263.60 TO NODE 287.60 IS CODE = 1 UPSTREAM NODE 287.60 ELEVATION = 496.12 CALCULATE PRE PIPE "FLOW = PIPE LENGTH = SF= (Q /K) * *2 = HF =L *SF = ( NODE 287.60 ---------------------------------------------------------- SSURE FLOW FRICTION LOSSES(LACFCD): 1.42 CPS PIPE DIAMETER = 18.00 INCHES. 24.00 FEET MANNINGS N = 0.01300 (( 1.42)/( 105.043)) * *2 = 0.0001827 24.00) *( 0.0001827) = 0.004 HGL= < 499.043 >;EGL = < 499...053.>;FLOWLINE= < 496- .12'05; PRESSURE FLOW PROCESS FROM NODE 287.60 TO NODE 289.60 IS CODE = 8 _- UPSTREAM NODE 289.60 ELEVATION 496.24 = CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 1.42 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD 0.010 CATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) _ .2 *( 0.010.) = 0.002 NODE 289.60 : HGL= < 499.055 >;EGL = < 499.055 >;FLOWLINE = < 496.240> 1 • END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM N PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS CONSULTING 79 -799 Old Avenue 52 La Quinta, CA 92253 Tel: (760) 771 -4013 Fax: (760) 771 -4073 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LINE 'G' * TRACT 31627 * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 58800G.DAT TIME /DATE OF STUDY: 14:13 9/23/2003 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. . DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 52.21 FLOWLINE ELEVATION = 493.00 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 4.98 ASSUMED DOWNSTREAM CONTROL HGL = 498.140 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NODE 52.21 : HGL= < 498.140 >;EGL. = < 498.263 >; FLOWLINE = < 493.000> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 52.21 TO NODE 249.86 IS CODE = 1 UPSTREAM NODE 249.86 ELEVATION = 493.99 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 4.98 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 197.65 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 4.98)/( 105.043)) * *2 = 0.0022476 HF =L *SF = ( 197.65) *( 0.0022476) = 0.444 NODE 249.86 : HGL= < 498.584 >;EGL = < 498.708 >; FLOWLINE = < 493.990> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE.FLOW PROCESS FROM NODE 249.86 TO NODE 251.86 IS CODE = 3 UPSTREAM NODE 251.86 ELEVATION = 494.00 CALCLTLAI'E "PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 4.98 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 30.000 DEGREES PIPE LENGTH = 2.00 FEET MANNINGS N = 0.01300 • PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 2.82 FEET PER SECOND VELOCITY HEAD.= 0.123 BEND COEFFICIENT(KB) = 0.1443 HB =KB *(VELOCITY HEAD) _ ( 0.144) *( 0.123) = 0.018 PIPE CONVEYANCE FACTOR = 105.043 FRICTION SLOPE(SF) = 0.0022476 FRICTION LOSSES = L *SF = ( 2.00) *( 0.0022476) = 0.004 NODE 251.86 : HGL =.< 498.607 >;.EGL = < 498.730 >;FLOWLINE = < 494.000> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 251.86 TO NODE 257.86 IS CODE = 1 UPSTREAM NODE 257.86 ELEVATION= 494.03 ---------------------------------------------- ------------------------ - - - - -- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 4.98 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 6.00 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 4.98)/( 105.043)) * *2 = 0.0022476 HF =L *SF = ( 6.00) *( 0.0022476) = 0.013 NODE 257.86 :.HGL= < 498.620 >;EGL = < 498.743 >;FLOWLINE = < 494.030> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 257.86 TO NODE 259.86 IS CODE = 3 UPSTREAM NODE 259.86 ELEVATION = 494.04 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 4.98 CFS PIPE DIAMETER = 18.00 INCHES • CENTRAL ANGLE = 30.000 DEGREES PIPE LENGTH = 2.00 FEET MANNINGS N = 0.01300 PRESSURE.FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 2.82 FEET PER SECOND VELOCITY HEAD = 0.123 BEND COEFFICIENT(KB) = 0.1443 HB =KB *(VELOCITY HEAD) _ ( 0.144) *( 0.123) = 0.018 PIPE CONVEYANCE FACTOR = 105.043 FRICTION SLOPE(SF) = 0.0022476 FRICTION LOSSES = L *SF = ( 2.00) *( 0.0022476) = 0.004 NODE 259.86 : HGL= < 498.642 >;EGL = < 498.766 >;FLOWLINE = < 494.040> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 259.86 TO NODE 265.86 IS CODE = 1 UPSTREAM NODE 265.86 ELEVATION = 494.07 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 4.98 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 6.00 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 4.98)/( 105.043)) * *2 = 0.0022476 - HF=L*SF = ( 6.00) *( 0.0022476) = 0.013 NODE 265.86 HGL= <. 498.656 >;EGL = < 498.779 >;FLOWLINE = < 494.070> PRESSURE FLOW PROCESS FROM NODE 265.86 TO NODE 267.86 IS CODE = 3 UPSTREAM NODE 267.86 ELEVATION = 49.4.08 - CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): • PIPE FLOW = 4.98 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 30.000 PIPE LENGTH = 2. PRESSURE FLOW AREA = FLOW VELOCITY = 2.82 VELOCITY HEAD = 0.123 HB =KB *(VELOCITY HEAD) PIPE CONVEYANCE FACTOR FRICTION LOSSES = L *SF NODE 267.86 : HGL= < DEGREES DO FEET MANNINGS N = 0.01300 1.767 SQUARE FEET FEET PER SECOND BEND COEFFICIENT(KB) = 0.1443 ( 0.144) *( 0.123) = 0.018 105.043 FRICTION SLOPE(SF) _ ( 2.00) *( 0.0022476) = 0.004 498.678 >;EGL = < 498.801 >;FLOWLINE = < 0.0022476 494.080> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 267.86 TO NODE 272.43 IS CODE = 1 UPSTREAM NODE 272.43 ELEVATION = 494.10 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 4.98 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 4.57 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 4.98)/( 105.043)) * *2 = 0.0022476 HF =L *SF = ( 4.57) *( 0.0022476) = 0.010 NODE 272.43 HGL= < 498.688 >;EGL = < 498.812 >;FLOWLINE = < 494.100> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 272.43 TO NODE 274.43 IS CODE = 5 UPSTREAM NODE 274.43 ELEVATION = 494.11 ---------------------------------------------------------------------- - - - - -- LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00225 DOWNSTREAM FRICTION SLOPE = 0.00225 AVERAGED FRICTION SLOPE-IN JUNCTION ASSUMED AS 0.00225 JUNCTION LENGTH(FEET) = 2.00 FRICTION LOSS = 0.004 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.016+ 0.123- 0.123 +( 0.004) +( 0.000) = 0.021 NODE 274.43 : HGL= < 498.709 >;EGL = < 498.832 >;FLOWLINE = < 494.110> PRESSURE FLOW PROCESS FROM NODE 274.43 TO NODE 332.61 IS CODE = 1 UPSTREAM NODE 332.61 ELEVATION =4.9-4-.40--- - CALCULATE PRESSURE.FLOW FRICTION.LOSSES(LACFCD): PIPE FLOW = 4.98 CFS PIPE DIAMETER = 18.00 INCHES CALCULATE PRESSURE FLOW JUNCTION LOSSES: • NO. DISCHARGE DIAMETER 1 5.0 18.00 AREA 1.767 VELOCITY 2.818 DELTA HV 20.783 0.123 2 5.0 18.00 1.767 2.818 -- 0.123 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00225 DOWNSTREAM FRICTION SLOPE = 0.00225 AVERAGED FRICTION SLOPE-IN JUNCTION ASSUMED AS 0.00225 JUNCTION LENGTH(FEET) = 2.00 FRICTION LOSS = 0.004 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.016+ 0.123- 0.123 +( 0.004) +( 0.000) = 0.021 NODE 274.43 : HGL= < 498.709 >;EGL = < 498.832 >;FLOWLINE = < 494.110> PRESSURE FLOW PROCESS FROM NODE 274.43 TO NODE 332.61 IS CODE = 1 UPSTREAM NODE 332.61 ELEVATION =4.9-4-.40--- - CALCULATE PRESSURE.FLOW FRICTION.LOSSES(LACFCD): PIPE FLOW = 4.98 CFS PIPE DIAMETER = 18.00 INCHES i G PIPE LENGTH = 58.18 FEET _ SF= (Q /K) * *2 = (( 4.98)/( 105.043 N) * *2 = 0,00300 HF =L *SF = ( 58.18) *( 0.0022476) _ NODE 332.61 HGL= < 498.840 >•EGL = < 0'131 ________________________ 498.963 >;FLOWLINE = < 494.400-, END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 1 PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS CONSULTING 79 -799 Old Avenue 52 La Quinta, CA 92253 Tel: (760) 771 -4013 Fax: (760) 771 -4073 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LATERAL 'G -1' * TRACT 31627 * * FILE NAME: 58800G1.DAT TIME /DATE OF STUDY: 14:19 9/23/2003 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 2.00 FLOWLINE ELEVATION = 494.50 PIPE DIAMETER(INCH) = 18:00 PIPE FLOW(CFS) = 1.82 ASSUMED DOWNSTREAM CONTROL HGL = 498.840 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NODE 2.00 : HGL= < 498.840 >;EGL = < 498.856 >;FLOWLINE = < 494.500> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 2.00 TO NODE 12.00 IS CODE = 1 UPSTREAM NODE 12.00 ELEVATION = 494.55 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 1.82 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 10.00 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 1.82)/( 105.043)) * *2 = 0.0003002 HF =L *SF = ( 10.00) *( 0.0003002) = 0.003 NODE 12.00 : HGL= < 498.843 >;EGL= < 498.859 >;FLOWLINE = < 494.550> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 12.00 TO NODE 14.00 IS CODE = 8 UPSTREAM NODE 3.4.00 ELEVATION = 494.55 �GKLGU-L•ATE— PRESSURE- -FIVOW CATCH BASIN ENTRANCE LOSSES (LACFCD) : • PIPE FLOW(CFS) = 1.82 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY'HEAD = 0.016 • CATCH BASIN-ENERGY LOSS = .2 *(VELOCITY HEAD) _ .2 *( 0.016) = 0.003 NODE 14..00 : HGL= < 498.863 >;EGL = < .498.863 >;FLOWLINE = < 494..550> ---------------------------------------------------------------------------- END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 1 • I* PRESSURE PIPE- FLOW'HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS CONSULTING 79 -799 Old Avenue 52 La Quinta, CA 92253 Tel: (760) 771 -4013 Fax': (760) 771 -4073 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LATERAL 'G -2 * TRACT 31627 * * FILE NAME: 58800G2.DAT TIME /DATE OF STUDY: 14:20 9/23/2003 ---------------------------=------------------------------------------------ ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA • DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 2.00 FLOWLINE ELEVATION = 494.50 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) _ 3.16 ASSUMED DOWNSTREAM CONTROL HGL = 498.840 L-sA. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS. NODE 2.00 : HGL= < 498.840 >;EGL = < 498.890 >; FLOWLINE = < 494.500> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 2.00 TO NODE 19.08 IS CODE­ 1 UPSTREAM NODE 19.08 ELEVATION = 496.45 ----------------------------------------------------------- •----------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 3.16 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 17.08 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 3.16)/( 105.043)) * *2 = 0.0009050 HF= L *SF = ( 17.08) *( 0.0009050) = 0.015 NODE 19.08 HGL= < 498.855 >;EGL = < 498.905 >; FLOWLINE = < 496.450> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 19.08 TO NODE 21.08 IS CODE = 8 UPSTREAM NODE 21.08 ELEVATION = 496.45 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 3.16 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = 0.050 I* � .10 CATCH BASIN ENERGY LOSS* :2 *(VELOCITY HEAD) _ .2 *( 0.050) =-0.0,10 NODE 21.08 : HGL= < 498.915 >;EGL =.< 498.915 >;FLOWLINE = < 496.450> END OF PRESSURE-.FLOW HYDRAULICS PIPE SYSTEM 1 0 5 4 t h A V E N U E EXHIBIT 1 FILE 1.\58800\HYDRO\HYRDR0—Ol.dwg 09116103