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Tract No. 14275 and 14275-1 Hydrology Study
Rt}f ESS/04/4 E R. on 141. No. 13960 Exp. Date3/3// CIVIL 1 ITEM 1 2 6 7 8 100 Year Hydrology 9 100 Year Storm Analysis 10 D-Load Chart 11 Miscellaneous Calculataions 12 Hydrology Map (Inside Back Cover) TABLE OF CONTENTS TRACT: NO. 14275 HYDROLOGY AND HYDRAULICS STUDY DESCRIPTION Introduction 25 Year Hydrology 25 Year Hydrology Study for those areas needing initial subarea analysis 25 Year Hydraulic Gradeline Map Catch Basin Sizing Street Capacity Calculations 21 22 32 33 44 45 46 TRACT NO. 14275 HYDROLOGY AND HYDRAULIC STUDIES This study is to finalize the hydrology and hydraulic studies for Tract 14275 that was previously initiated in the overall study of Tract No. 13750 that has been approved. All discussion in regards to purpose, description of watershed, methodology, etc. has been omitted because of its approval in the previous report. The Land Use Map and Soils Group Mapwill be forth coming to be used for all these tracts. The remainder of this report follows the general accepted standards for this type of study. <I�.00 �nl�,,v v5__ 10fre4 J a/lit 44rtr'd ."111/f 7') 1 Y1/ L � s111////Af 04.e4 Lo-i7/ ✓l.OQdA wow 7` `"/ / dLClQ C/�"' �� " "_ �� 6V)1(11/717- ---'5114'14+4‘-e 5t)6-1444-1 CtuziL wtr , �ct 5zi3 /AdiA3ffr4 eWa-l7 A d-ep medQol? tel i **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial U I00937 Especially prepared for: J.P. KAPP & ASSOCIATES, INC. ************************** DESCRIPTION OF STUDY ************************** * TRACT NO. 14275 * HYDROLOGY STUDY * 25 YEAR STORM ************************************************************************** FILE NAME: HUNTERS.2 TIME/DATE OF STUDY: 9:12 10/11/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.060 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.590 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1-HOUR INTENSITY(INCH/HOUR) = 1.2461 SLOPE OF INTENSITY DURATION CURVE = .7000 **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< NATURAL AVERAGE COVER TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE))** .20 INITIAL SUBAREA FLOW -LENGTH = 410.00 i/ UPSTREAM ELEVATION = 1585.00 A DOWNSTREAM ELEVATION = 1575.00 ELEVATION DIFFERENCE = 10.00 TC = .706*[( 410.00** 3.00)/( 10.00)J** .20 = 16.462 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.081 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) _ .8200 SUBAREA RUNOFF(CFS) = 19.54 TOTAL AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) = 19.54 **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 7.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA(« « UPSTREAM ELEVATION = 1575.00 DOWNSTREAM ELEVATION = 1565.00 STREET LENGTH(FEET) = 450.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 i 3 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 22.92 ***STREETFLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .64 FLOODWIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 5.31 SPLIT DEPTH(FEET) = .28 SPLIT FLOODWIDTH(FEET) = 4.06 SPLIT VELOCITY(FEET/SEC.) = 3.16 STREETFLOW MODEL RESULTS: D,�i STREET FLOWDEPTH(FEET) = .64 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.31 PRODUCT OF DEPTH&VELOCITY = 3.39 STREETFLOW TRAVELTIME(MIN) = 1.41 TC(MIN) = 17.87 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.909 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 6.76 EFFECTIVE AREA(ACRES) = 12.70 AVERAGED Fm(INCH/HR) = .738 TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 24.81 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .64 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 5.31 DEPTH*VELOCITY = 3.39 *************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 7.00 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.909 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.14 EFFECTIVE AREA(ACRES) = 14.60 AVERAGED Fm(INCH/HR) = .705 0 ii 'I TOTAL AREA(ACRES) = 14.60 PEAK FLOW RATE(CFS) = 28.95 TC(MIN) = 17.87 A **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 5.10 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< > » >>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« « < DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.6 UPSTREAM NODE ELEVATION = 1565.00 DOWNSTREAM NODE ELEVATION = 1553.30 FLOWLENGTH(FEET) = 720.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 28.95 TRAVEL TIME(MIN.) = 1.13 TC(MIN.) = 19.00 ********x******************************************************************* FLOW PROCESS FROM NODE 5.10 TO NODE 5.10 IS CODE = 1 >>> »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MINUTES) = 1900. RAINFALL INTENSITY (INCH./HOUR) = 2.79 EFFECTIVE STREAM AREA(ACRES) = 14.60 TOTAL STREAM AREA(ACRES) = 14.60 PEAK FLOW RATE(CFS) AT CONFLUENCE _ ***********************************************************************: FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS' CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<E« < DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** INITIAL SUBAREA FLOW -LENGTH = 750.00 UPSTREAM ELEVATION = 1573.00 DOWNSTREAM ELEVATION = 1560.00 ELEVATION DIFFERENCE = 13.00 TC = .389*[( 750.00** 3.00)/( 13.00)]** .20 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.764 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) SUBAREA RUNOFF(CFS) = 8.26 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) ************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « <C< UPSTREAM ELEVATION = 1560.00 DOWNSTREAM ELEVATION = 1555.00 STREET LENGTH(FEET) = 450.00 CURB HEIGTH(INCHES) = STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .0 OUTSIDE STREET CROSSFALL(DECIMAL) SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) .57 A HALFSTREET FLOODWIDTH(FEET) 14.56 ,eA AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.46 PRODUCT OF DEPTH&VELOCITY = 1.97 STREETFLOW TRAVELTIME(MIN) = 2.16 TC(MIN) 14.53 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.363 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) .4850 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.63 EFFECTIVE AREA(ACRES) = 4.20 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 10.88 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .58 HALFSTREET FLOODWIDTH(FEET) = 15.19 FLOW VELOCITY(FEET/SEC.) = 3.51 DEPTH*VELOCITY = 2.04 5- **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8 >»>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «C<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.363 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.66 EFFECTIVE AREA(ACRES) = 6.00 AVERAGED Fm(INCH/HR) = .485 // W TOTAL AREA(ACRES) = 6.00 A tf?A PEAK FLOW RATE(CFS) = 15.54 TC(MIN) = 14.53 ***********************************************************************ik**** FLOW PROCESS FROM NODE 3.00 TO NODE 5.10 IS CODE = 3 » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« « < DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.1 UPSTREAM NODE ELEVATION = 1555.00 DOWNSTREAM NODE ELEVATION = 1553.30 FLOWLENGTH(FEET) = 200.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 15.54 TRAVEL TIME(MIN.) = .47 TC(MIN.) = 15.00 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.00 RAINFALL INTENSITY (INCH./HOUR) = 3.29 EFFECTIVE STREAM AREA(ACRES) = 6.00 TOTAL STREAM AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.54 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) EFFECTIVE AREA(ACRES) 1 28.95. 19.00 2.787 2 15.54 15.00 3.289 . 71 ▪ 48 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 41.71 20.60 2 43.90 17.52 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 43.90 TIME(MINUTES) = EFFECTIVE AREA(ACRES) = 17.52 TOTAL AREA(ACRES) = 20.60 14.60 6.00 14.998 r • *********iCJk***7K7k**JK7K*71 ******************7k7K********7K*********************7K*** FLOW PROCESS FROM NODE 5.10 TO NODE 5.00 IS CODE = 3 » » )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « <<< » » )USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<« << DEPTH OF FLOW_IN 30.0 INCH PIPE IS 21.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.7 UPSTREAM NODE ELEVATION = 1553.30 DOWNSTREAM NODE ELEVATION = 1552.00 FLOWLENGTH(FEET) = 80.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 43.90 TRAVEL TIME(MIN.) = .11 TC(MIN.) = 15.11 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 5.00 IS CODE = 8 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « <« 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.271 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 5.52 EFFECTIVE AREA(ACRES) = 19.72 AVERAGED Fm(INCH/HR) _ .614 TOTAL AREA(ACRES) = 22.80 PEAK FLOW RATE(CFS) = 47.17 TC(MIN) = 15.11 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 » » )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.11 RAINFALL INTENSITY (INCH./HOUR) = 3.27 EFFECTIVE STREAM AREA(ACRES) = 19.72 TOTAL STREAM AREA(ACRES) = 22.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.17 • **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 9.00 IS CODE = 2 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 750.00 UPSTREAM ELEVATION = 1573.00 i� a DOWNSTREAM ELEVATION = 1560.00 A ELEVATION DIFFERENCE = 13.00 TC = .389*[( 750.00** 3.00)/( 13.00)]** .20 = 12.365 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.764 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 9.44 TOTAL AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) = 9.44 **************************************************************************** 7 FLOW PROCESS FROM NODE 9.00 TO NODE 5.00 IS CODE = 6 ---------------------------------------------------------------------------- >» »COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<« UPSTREAM ELEVATION = 1560.00 DOWNSTREAM ELEVATION = 1552.00 STREET LENGTH(FEET) = 530.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .59 HALFSTREET FLOODWIDTH(FEET) = 15.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.10 PRODUCT OF DEPTH&VELOCITY = 2.44 STREETFLOW TRAVELTIME(MIN) = 2.16 TC(MIN) = 14.52 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.364 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 8.03 EFFECTIVE AREA(ACRES) = 6.30 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = 16.32 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .62 HALFSTREET FLOODWIDTH(FEET) = 17.06 FLOW VELOCITY(FEET/SEC.) = 4.41 DEPTH*VELOCITY = 2.73 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « « < CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.52 RAINFALL INTENSITY (INCH./HOUR) = 3.36 EFFECTIVE STREAM AREA(ACRES) = 6.30 TOTAL STREAM AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.32 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) EFFECTIVE AREA(ACRES) 1 2 47.17 15.11 3.271 .61 16.32 14.52 3.364 .48 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 62.97 26.02 2 63.23 25.25 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 63.23 TIME(MINUTES) _ EFFECTIVE AREA(ACRES) = 25.25 TOTAL AREA(ACRES) = 29.10 19.72 6.30 14.521 J l l **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 2 >>>))RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1579.00 / J;- DOWNSTREAM ELEVATION = 1557.00 A ✓ r.- ELEVATION DIFFERENCE = 22.00 TC = .389*[( 1000.00** 3.00)/( 22.00))** .20 = 13.227 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.591 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) SUBAREA RUNOFF(CFS) = 5.87 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 5.87 *************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 6 » »)COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « « < UPSTREAM ELEVATION = 1557.00 DOWNSTREAM ELEVATION = 1542.00 STREET LENGTH(FEET) = 750.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL.GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 9.33 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .51 // HALFSTREET FLOODWIDTH(FEET) = 11.44 4 /C7G / AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.45 PRODUCT OF DEPTH&VELOCITY = 2.25 STREETFLOW TRAVELTIME(MIN) = 2.81 TC(MIN) = 16.04 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.138 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 6.92 EFFECTIVE AREA(ACRES) = 5.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 11.94 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 13.31 FLOW VELOCITY(FEET/SEC.) = 4.66 DEPTH*VELOCITY = 2.54 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13:00 IS CODE = 8 >>>>)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «<« 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.138 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.39 J '1 J J EFFECTIVE AREA(ACRES) = 6.00 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 14.33 TC(MIN) = 16.04 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 17.00 IS CODE = 3 » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«<< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)«<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.6 UPSTREAM NODE ELEVATION = 1542.00 DOWNSTREAM NODE ELEVATION = 1541.00 FLOWLENGTH(FEET) = 90.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 14.33 TRAVEL TIME(MIN.) = .20 TC(MIN.) = 16.23 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.111 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.02 EFFECTIVE AREA(ACRES) = 7.70 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 7.70 A / A /Yr PEAK FLOW RATE(CFS) = 18.20 TC(MIN) = 16.23 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.23 RAINFALL INTENSITY (INCH./HOUR) = 3.11 EFFECTIVE STREAM AREA(ACRES) = 7.70 TOTAL STREAM AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.20 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1579.00 DOWNSTREAM ELEVATION = 1561.00 �r�~ g A ELEVATION DIFFERENCE = 18.00 TC = .389*[( 1000.00** 3.00)/( 18.00)]** .20 = 13.769 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.492 // /0 1 i SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 7.85 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 7.85 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 17.00 IS CODE = 6 » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION = 1561.00 DOWNSTREAM ELEVATION = 1541.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 j INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = '.040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.63 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 13.31 leg A AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.54 PRODUCT OF DEPTH&VELOCITY = 2.47 STREETFLOW TRAVELTIME(MIN) = 3.67 TC(MIN) = 17.44 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.959 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) SUBAREA ARBA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 7.57 EFFECTIVE AREA(ACRES) = 6.30 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = 14.03 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .57 HALFSTREET FLOODWIDTH(FEET) = 14.56 FLOW VELOCITY(FEET/SEC.) = 4.82 DEPTH*VELOCITY = 2.75 = .4850 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 17.44 RAINFALL INTENSITY (INCH./HOUR) = 2.96 EFFECTIVE STREAM AREA(ACRES) = 6.30 TOTAL STREAM AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.03 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 1 2 18.20 16.23 14.03 17.44 3.111 .49 2.959 .49 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 7.70 6.30 I 1 32.06 13.56 2 31.18 14.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.06 TIME(MINUTES) = 16.234 'EFFECTIVE AREA(ACRES) = 13.56 TOTAL AREA(ACRES) = 14.00 END OF STUDY SUMMARY: TOTAL AREA(ACRES) EFFECTIVE AREA(ACRES) PEAK FLOW RATE(CFS) 14.00 13.56 32.06 END OF RATIONAL METHOD ANALYSIS /2 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00937 Especially prepared for: J.P. KAPP & ASSOCIATES, INC. ************************** DESCRIPTION OF STUDY ************************** * TRACT NO. 14275 HYDROLOGY STUDY * ADDITIONAL HYDROLOGY STUDY TO PROVIDE INITIAL AREAS FOR THOSE AREAS * THAT WERE ADDED AS SUBAREAS TO MAIN LINE ************************************************************************** FILE NAME: HUNTERS.8 TIME/DATE OF STUDY: 11:49 10/11/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.060 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.590 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1-HOUR INTENSITY(INCH/HOUR) = 1.2461 SLOPE OF INTENSITY DURATION CURVE _ .7000 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 7.00 IS CODE = 2 » »)RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 750.00 UPSTREAM ELEVATION = 1577.30 a DOWNSTREAM ELEVATION = 1568.20 A feth= ,_ / ELEVATION DIFFERENCE = 9.10 TC = .389*[( 750.00** 3.00)/( 9.10)]** .20 = 13.279 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.581 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 5.29 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 5.29 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.00 IS CODE = 2 >>»)RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 660.00 UPSTREAM ELEVATION = 1563.00 �-- DOWNSTREAM ELEVATION = 1555.00 A ':-\ ELEVATION DIFFERENCE = 8.00 TC = .389*[( 660.00** 3.00)/( 8.00)]** .20 = 12.620 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.711 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 5.23 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 5.23 *************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 5.00 IS CODE = 2 > » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS «<« DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 850.00 UPSTREAM ELEVATION = 1565.00, 'q ��. �� DOWNSTREAM ELEVATION = 1552.00 R e H ELEVATION DIFFERENCE = 13.00 TC = .389*[( 850.00** 3.00)/( 13.00)]** .20 = 13.329 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.572 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 6.11 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 6.11 *************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE ' 13.00 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE. TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 400.00 UPSTREAM ELEVATION = 1551.00 i1 e-74 1� DOWNSTREAM ELEVATION = 1546.00 f'i ELEVATION DIFFERENCE = 5.00 TC = .389*[( 400.00** 3.00)/( 5.00)]** .20 = 10.266 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.288 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 3.42 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.42 *************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 16.00 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS «<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 500.00 II UPSTREAM ELEVATION = 1551.00 ���� DOWNSTREAM ELEVATION = 1546.20 ELEVATION DIFFERENCE = 4.80 TC = .389*[( 500.00** 3.00)/( 4.80)]** .20 = 11.833 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.882 // 5,4 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) .4850 SUBAREA RUNOFF(CFS) = 4.28 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 4.28 END OF STUDY:SUMMARY: TOTAL AREA(ACRES) EFFECTIVE AREA(ACRES) PEAK FLOW RATE(CFS) 1.40 1.40 4.28 END OF RATIONAL METHOD ANALYSIS J LA COUNTY PUBLIC 'FORKS STORM DRAIN ANALYSIS (INPUT)` PROJECT: Hunter's Ridge Tract No. 14275 DESIGNER: Fred Clark /5 REPT: PC/R04412.1 DATE: 10/11/90 PAGE I CD l2 MAX Q ADJ Q LENGTH FL 1 - FL 2 CTl/TW D W S KJ KE KM LC LI l3 L4 At A3 A4 J 8 1 1542.37 2 2 63.2 63.2 132.63 1540.39 1542.38 0.00 36. 0. 3 0.10 0.00 0.00 1 3 10 11 0. 45. 45. 4.66 0.013 2 3 43.9 43.9 87.38 1542.88 1545.18 0.00 30. 0. 3 0.10 0.00 0.00 0 4 8 0 0. ` 45. 0. 4.66 0.013 2 4 29.0 29.0 352.89 1545.31 1551.80 0.00 27. 0. 3 0.10 0.00 O.QO 0 5 0 0 0. 0. 0. 4.66 0.013 2 5 29.0 29.0 354.61 1551,90 1557.93 0,00 27. 0. 3 0.10 0.00 0.00 0 6 12 0 0. 45. 0. 4.86 0.013 2 6 24.8 24.8 101.77 1558.18 1560.620.00 24. 0. 3 '0.20 0.00 0.00 0 1 0 0 45. 0. 0. 3,17 0.013 2 7 19.5 19.5 107.82 1560.82 1566.00 1571.80 24. 0. 1 0.20 0.00 0.00 0 0 0 0 0. 0. 0. 0.00 .0.013 2 8 15.5 15.5 202.59 1545.18 1548.22 0.00 24. O. 3 0.20 0.00 0.00 4 9 0 0 0. 0. 0. 3.17 0.013 2 9 5.2 5.2 77.94 1548.32 1549.10 0,00 18. 0. 1 0.20 0.00 0.00 0 0 0 0 0. 0. 0, 0.00 0.013 2 10 6.1 5.5 26.20 1543.88 1544.40 0.00 18. 0. 1 0.20 0.00 0.00 3 0 0 0 0, 0, O. 0.00 0.013 2 11 16.3 16.3 15.20 1543.38 1543.68 0.00 24. 0. 1 0,20 0.00 0.00 3 0 0 0 0. 0. 0. 0,00 0.013 2 12 5.3 4.1 15.15 1558.68 1558.98 0.00 18. 0. 1 0.20 0.00 0.00 6 0 0 0 0. 0, 0. 0,00 0.013 J J 1 LA COUNTY PUBLIC WORKS •PROJECT: Hunter's Ridge Tract No. 14275 DESIGNER: Fred Clark STORM DRAIN ANALYSIS / G/0 REPT: PC/R04412.2 DATE: 10/11/90 PAGE 1 LINEQ D W ON DC FLOW -SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS HYDRAULIC GRADE LINE CONTROL=_1542.37 2 63.2 36 0 1.98 2,56 PART 0.00898 12.5 11.3 1540.39 1542.38 1542.41 1544.59 2.02 2.21 0.00 0:00 43.9 30 0 1,48 2.20 PART 0.01145 13.4 9,6 1542.88 1545.18 1544.47 1547.38 1.59 2.20 0.00 0.00 4 29.0 27 0 1.38 1.87 SEAL 0.00877 7,3 11.4 1545.31 1551.80 1548.51 1553.17 3.20 1.37 0.00 0.00 HYD JUHP X : 79.53 X(N) : 340.23 X(J) = 79.53 F(J) ? 11.77 D(8J) : 1.38 D(AJ) : 2.42 5 29.0 27 0 1.41 1,87 PART '0.00817' 11.0 11.0 1551.90'1557.93.1553.31 1559.35 1.41 1.42 0.00 0.00 X = 0.00 X(N) : '237.30 6 24.8 24 0 1.24 1:15 PART 0.01202 11,7 8.5 1558.18 1560.62 1559.46 1562.37 1.28 1.75 0,00 0.00 19,5 24 0 0,87 1,59 SEAL 0.00743 6.2 7.3 1560.82 1566.00 1563.66 1567.59 2,84 1,59 1568.41 1571.80 HYD JUMP X : 1.94 X(N) : 0.00 X(J) : 1.94 F(J) : 9.29 D(BJ) : 0.89 D(AJ) : 2.75 4 HYDRAULIC GRADE LINE CONTROL : 1547.95 8 15.5 24 0 1.07 1.42 SEAL 0,00469 4.9 6.5 1545.18 1548.22 1547.95 1549.64 2.77 1.42 0.00 0.00 HYD JUMP X : 74.22 X(N) : 0.00 X(J) : 85.71 F(J) : 5.14 D(BJ) : 1.08 D(AJ) : 1.84 5.2 18 0 0.74 0.88 FULL 0,00245 2.9 2.9 1548.32 1549.10 1550.92 1551.11 2.60 2.01 1551.25 0.00 2 HYDRAULIC GRADE LINE CONTROL : 1544.53 10 6.1 18 0 0.67 0.95 PART 0.00337 7.2 5.2 1543.88 1544.40 1544.61 1545.35 0.73 0.95 1545.77 0,00 2 HYDRAULIC GRADE LINE CONTROL : 1544.53 11 16.3 24 0 1.01 1.45 PART 0.00519 8.4 6.7 1543.38 1543.68 1544.57 1545.13 1.19 1.45 1545.82 0.00 6 HYDRAULIC GRADE LINE CONTROL : 1559.41 12 5.3 18 0 0.62 0.89 PART 0.00255 6.2 4.9 1558.68 1558.98 1559.41 1559.87 0.73 0.89 1560.24 0.00 J V 1, FL,1, D 1 AND HG 1 REFER TO DOWNSTREAM END V 2, FL 2, 0 2 AND HG 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) 7 DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUHP OCCURS IN LINE F(J). - THE COHPUTED:FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH'OF WATER BEFORE THE HYDRAULIC JUHP (UPSTREAM SIDE) D(AJ) DEPTH OF WATER AFTER THE HYDRAULIC JUHP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYO JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ @ UJT INDICATES THAT HYDRAULIC JUHP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ B DJT INDICATES THAT HYDRAULIC JUHP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE EOJ 10/11/1990 14:27 l ti LA COUNTY PUBLIC WORKS PROJECT: Hunter's Ridge Tract No. 14275 - Line C DESIGNER: Fred Clark CD L2 MAX .Q ADJ Q LENGTH FL 1 " FL 2 CTL/TW 8 1' 1537.92 32.1 32.1 119.87 1536.54 1538.65 0.00 30. 0. 3 0.20 0.00 0.00 STORM DRAIN ANALYSIS (INPUT) REPT: PC/RD4412.1 DATE: 10/11/90 PAGE 1 J. KE KM LC L1 l3 L4 Al A3 A4 J 14.3 14.3 77.22 1539.15 1539.92 0.00 24. •0. 1 0.20 0.00 0.00 /3 1 LA COUNTY PUBLIC WORKS STORH DRAIN ANALYSIS PROJECT: Hunter's Ridge Tract No. 14275 - Line 'C' DESIGNER: Fred Clark REPT: PC/RD4412.2 DATE: 10/11/90 PAGE 1 LINE Q D M ON DC FLOM SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 0 2 TW TM NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REHARKS 1 HYDRAULIC GRADE LINE CONTROL : 1537.92 2 32.1 30 0 1.38 1.93 PART 0.00612 11.2 7.9 1536.54 1538.65 1537.96 1540.58 1.42 1.93 0.00 0.00 3 14.3 24 0 1.16 1.36 FULL 0.00400 4.6 4.6 1539.15 1,539.92 1542.21 1542.513.06 2.59 1542.84 0.00 V 1, FL 1, D`I AND HG I REFER TO DOWNSTREAM END V 2, FL 2, 0 2 AND HG 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE NG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE'S IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW. CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ t UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE NJ 0 DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE EOJ 10/11/1990 15:32 20 J.P. ` KAPP & ASSOCIATES, INC. 15892 Pasadena Avenue TUSTIN, CALIFORNIA 92680 (714) 730-5757 SHEET N CALCULAT g7tri.... sv CDr/I2/7Wn/._ -. to 4-1- 05 J.P. KAPP & ASSOCIATES, INC. 15892 Pasadena Avenue TUSTIN, CALIFORNIA 92680 (714) 730-5757 JOB OF CALCULATED BY DATE CHECKED BY DATE SCALE SHEET NO 7/// .114 • - ................ ... .... C.o ..... //../YD W: • a / Z&" ;. • Li I V ' " • • • / ag z A5',44,4/ ;4// Ne...•=•b-1 -1) r2 /We 4 ,! t.a 3 A A 5 C,:/c15, r : V V-- V 3p P44-A/ li J.P. KAPP & ASSOCIATES, INC. 15892 Pasadena Avenue TUSTIN, CALIFORNIA 92680 (714) 730-5757 .ST., SGdt N1� fit/ JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE.. SCALE a "/N? ofl p.....P_G..'...:.;:: ._ U.9// /6 D, ,2.:_.. ?/ / ..U.>r/v : G" i":: ,e.. fiWu./7 y •lmicT 1oa ,'ti2 tic. Y„a O1471 • J.P. KAPP & ASSOCIATES, INC. 15892 Pasadena Avenue TUSTIN; CALIFORNIA 92680 (714) 730-5757 JOB SHEET NO CALCULATED BY DATE CHECKED BY DATE SCALE &CA, 7—Gbi bv/.- dfc- 70.3 C,/-5s, (4) 77)7it .././A/C2.. 7712Y . ! , GY/..6.7-e-te..C.4-12,47/7>( ; • 7,1 • .. 4-- /x./ G:;5 . ..... **-7 ''''' ••••:, ''' * • F)3 ..... ......... ...... ... ,g; . .Fz/vo. V • • ... ... . ........ . (0)74 I I ! • f 1 S, : ceiva/rm/t/ p V.% V 2e°4//71/ .C4.7-7.7.1-4.._.04//y. t,g.•.--1T 7/Y27 /9,9 ‘; ,)/V W 7-Y W- GA-;eA•eiTy ----- Z a „te /1 /Z.fri.e,././7-fe (ffer7;) 74- z. v e v rt. "ern t hs.-747-4716... Gr.-. to— /0•11 S(X) 10.0 90 8.0 7.0 6.0 50 4.0 3.0 2.0 1.0 0.90 0.80 Q 0.60 Q50 Q40 0.30 0.20 0.10 0.09 Q08 0.07 0.06 Q05 EXAMPLE (S.. Dcsh.d Lin.) Given 0. 82 t S• 10.0%' Find D• 0.60 ft. A. 5.7 ft2 R/W 50' Q(cfs) Q(cfs) 200 300 -4.. 200- 1d o�- 100 0 50 50 40: 40 30 20 -30 20 0.8 I3030.83 8'i21 31.67' - m m a o ; + 4 a 8.33' I q 1-0.10 0.1710;0.67 0.671D*0.81 -0.10 0.101010.17 NOTE' THE 0 DETERMINED FROM THIS CHART IS FOR ONE HALF Of STREET. 2 to °age G-21 A(ft2) D(ft) 12.9 0.83 12.5 0.82 12.2 0.81 11.0 0.78 9.9 0.75 8.9 0.72 8.3 0.70 7.4 0.67 6.9 -0.65 0.60 0.55 -0.50 -0.45 2.0 0.40 1.3 0.35 0.85 0.30 0.49 0.25 0.25--0.20 0.17 .I7 0.13- -0.15 0.099 - 0.059--0.10 LOS ANGELES COUNTY ROAD DEPARTMENT STREET FLOW MAJOR HWY.-Chart 5 of 5 REFERENCE SHEET D-08 2 �- Page G-2 3 PRESSION .5 .6 .7 .0 .8 1.0 'TH - D (FEET) 6 67' and 1.0' are t data and will be when additional available. .1 4" GUTTER DEPRESSION .2 .3 .4 .5 .s .7 .A .9 1.0 GUTTER FLOW DEPTH - D (FEET) CURB OPENING CATCH BASIN CAPACITIES STREET SLOPE - .005 Rev. 6-12- 84 D-I0A 2e :t RESSION 1 gorcign -_ ,"i libil. �. .._ 1 gen - Nigro seam �: } +Wilms r Ii' I_ y11..1110. 1r Inpfill I PPM P dII ill0 nwmi,r� amUIWIamaa 1114 i iffsrN i mina MERE fiimia 1111101111 1nm■ .4 .7 .0 .9 1.0 -H - D (FEET) 671 and 1.01 are c to and will be hrien additionai )"oilable. 60 50 40 30 20 10 a e 7 4 5 41 GUTTER DEPRESSION ;N.. N.NNM.■N:� .. n �iaEn sssssII:cnawnaa .:x::.... arsaaa .r ..a •"4- = lainsmer Ei9==_ OO -Taft' WIMP II .1 I !;IL. • I. .2 .3 .4 .5 .3 .7 .0 .9 LO GUTTER FLOW DEPTH-D (FEET) 50 30 CURB OPENING CATCH BASIN CAPACITIES • STREET SLOPE ..01 n- inR EPRESSION 4" GUTTER DEPRESSION • T i ..,":1-:; 1.'--+�+-+ice---+-}l'�y� :._ t: Sot _ ..t Br. 60 - 50 s --1-1t, 1p•NNw•w 1 • n ! II it 3 0A PAN 40 N.] NI•MI••WNO ' tl•NNNN•Nr.1 nNi••/111/•• WIN•••n NMYuN••a•••••••Nn -20 { All 1111011/A111111MUMINJAIIIIMAIWAM1111104111111101 iV•uN1•LuuICCRIIivmmuiuno •• it iu UU7sIOSWIBUIIIUMU 1�� MO illeMelliraMIMMISMIltedi MOW I•NIWA10•r.fu PQ �ail•NN • 14.•NIUIr.11A•YNN•MY•NW NIN /•MN SUMO/_AUh! 1�NN� INNNIN II .?✓�I�i�>��ls���� -r!r•I�rw•• wr•w— tlg;�M�li�ixa1llellNliNil4 FAME 141111111111111 AMMER - t •u NN• *' •MINIM •Wj IN � ����,III�Iq�IfB11�If:JI�IMU • • NUNNN•►.1I•Ns•{� •p••NN•• N•IU U II,� II,rgININ�N11••N••1•I INIWMIIl1 WUO111► WIWA tl INUYI 1 11 wry U . tartan L4 4 ■ ni r'i MI 1 0 1'll 1 1 11 1 I ,, 11 I 4 .5 .6 .7 .9 .f 1.0 PTH - D (FEti v.67' and 1.01 are f data and will be when additional available. 10 9 a 7 { 1 ' 1 I ; • 1i t'it Ij, s 1' 1 1 1 I' .1 J 1 :f:)! • •1• ••t • ri it . '1�`ti t.I II.i11.11 I I :. I Y, i• 2 I' 1 Y tt :1, .3 r,. Tzt :1t lr i r • .1, , kft a.l .4 .5 .6 .7 — —,= 50 ,• 40 - ' 30 20 •. h a 7 a 5 u.) 4— n2 • .6 .9 LO GUTTER FLOW DEPTH-0 (FEET) 4 3 CURB OPENING CATCH BASIN CAPACITIES STREET SLOPE .:.03 D -- IOC :F :DEPRESSION oraim -- _ F-50 40 30 �siIls,'�ua1111a11111111ra 20 -�• ��� wwww ww• rwuwwwa wal �aa� swt�s► w�i swim . I0 wwr wwsww�irw� 1 .4 .5 .6 .7 .6 .9 1.0 DEPTH - D (FEET) D= 0.67 and 1.0' are f t data and will be u,-e when additional Ire availa ble. 0 Q 7 .I 4" GUTTER DEPRESSION GUTTER FLOW DEPTH - D (FEET) .�D CURB OPENING CATCH BASIN CAPACITIES STREET SLOPE w. 05 D- I 0 D Rev. 6-12-84 SUMP FORMULA Q = 4.3 . �o.s,.., A=AR W= LE OP D= DE NO 8" NORM, HU tuvIvirL_t 1 E JUtiMt. R(3tN(.:tl =A OF OPENING (W x 0.656). LL ............ .:= •-::- ..........--.- •- -- :: • - ` VGTH (FEET) OF CATCH BASIN ENING _100 F _"= 41 0° 010* 1 i PPIPPRP441 semenmsaurimwr mem � 111 Fil ri 1ia1®�� -- itiallar . .... U !II!i11 ® i ; : ..1....marli f• , . . r , , . , . ii „:,.-,q-: .;„,:.:,f.,:: -1.=.;•;.:_i-,:;..-,- L.f4.1,..17,..,:?..i:.!.,,,--r_.17::_:..i.:,-t.1,.....„.72.±:_,_.:-=-i,_..,: .F,_:-..i.= _ _T-- .3 !4 .5 .6 .7 .8 .9 L0 2 3 4 5 -5/ Page G-33 400 300 200 00 90 80 70 60 50 40 0 0 0 9 8 7 6 D= DEPTH OF FLOW (FT) ABOVE NORMAL GUTTER GRADE Los Angeles County Flood Control District CATCH BASIN CAPACITIES FOR SUMP CONDITION TO BE USED FOR C.B. NOS. I, 2 a 3 D-26 • J.P. KAPP & ASSOCIATES, INC. 15892 Pasadena Avenue TUSTIN, CALIFORNIA 92680 (714) 730-5757 4'4.._.:�e�r3s 53 , '6.5 W(0.32.1) f7: • • • • • • (2%i)(JA)3(" 0 /) 4gG Z 2,0, 35 D,) - / 22, z cAV. 0'.D/¢ W/77/JA/ (4t.) J08 , 7 ' E GAPACfTY SHEET NO. OF CALCULATED BY - - - - - CHECKED BY SCALE .1 7-7_1 e ..22 yr®,P37`CC)O. f�. 0.11oac120111 � /+[. Gaa. Mau 01671 J **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00937 Especially prepared for: J.P. KAPP & ASSOCIATES, INC. ************************** DESCRIPTION OF STUDY ************************** * TRACT NO. 14275 * * HYDROLOGY STUDY * 100 YEAR STORM ************************************************************************** FILE NAME: HUNTERS.2 TIME/DATE OF STUDY: 9:24 10/11/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .1.060 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.590 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.5900 SLOPE OF INTENSITY DURATION CURVE _ .7000 **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< NATURAL AVERAGE COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 410.00 UPSTREAM ELEVATION = 1585.00 DOWNSTREAM ELEVATION = 1575.00 ELEVATION DIFFERENCE = 10.00 TC = .706*[( 410.00** 3.00)/( 10.00)]** .20 = 16.462 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.932 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) = .8200 SUBAREA RUNOFF(CFS) = 26.88 TOTAL AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) = 26.88 **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 7.00 IS CODE = 6 >>> »COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « « < UPSTREAM ELEVATION = 1575.00 DOWNSTREAM ELEVATION = 1565.00 STREET LENGTH(FEET) = 450.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 31.39 ***STREETFLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .64 FLOODWIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 5.31 SPLIT DEPTH(FEET) = .51 SPLIT FLOODWIDTH(FEET) = 11.44 SPLIT VELOCITY(FEET/SEC.) = 4.76 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .64 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.31 PRODUCT OF DEPTH&VELOCITY = 3.39 STREETFLOW TRAVELTIME(MIN) = 1.41 TC(MIN) 17.87 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.711 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 9.00 EFFECTIVE AREA(ACRES) = 12.70 AVERAGED Fm(INCH/HR) = .738 TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 33.98 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .64 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 5.31 DEPTH*VELOCITY = 3.39 .4850 *********************************************************f****************** FLOW PROCESS FROM NODE 8.00 TO NODE 7.00 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.711 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.52 EFFECTIVE AREA(ACRES) = 14.60 AVERAGED Fm(INCH/HR) _ .705. TOTAL AREA(ACRES) = 14.60 PEAK FLOW RATE(CFS) = 39.50 TC(MIN) = 17.87 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 5.10 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « <<< • » » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« «< DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.5 UPSTREAM NODE ELEVATION = 1565.00 DOWNSTREAM NODE ELEVATION = 1553.30 FLOWLENGTH(FEET) = 720.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 39.50 TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 18.92 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.10 IS CODE = 1 I ___________________________ -________________________________________________ » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< « < CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 18.92 RAINFALL INTENSITY (INCH./HOUR) = 3.57 EFFECTIVE STREAM AREA(ACRES) = 14.60 TOTAL STREAM AREA(ACRES) = 14.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.50 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 » » )RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE` TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))** .20 INITIAL SUBAREA FLOW -LENGTH = 750.00 UPSTREAM ELEVATION = 1573.00 DOWNSTREAM ELEVATION = 1560.00 ELEVATION DIFFERENCE = 13.00 TC = .389*[( 750.00** 3.00)/( 13.00)]** .20 = 12.365 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.804 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 10.88 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 10.88 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00-IS.-CODE = 6 » » )COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION = 1560.00 DOWNSTREAM ELEVATION = 1555.00 STREET LENGTH(FEET) = 450.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .62 HALFSTREET FLOODWIDTH(FEET) = 17.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.59 PRODUCT OF DEPTH&VELOCITY = 2.23 STREETFLOW TRAVELTIME(MIN) = 2.09 TC(MIN) = 14.45 13.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.307 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 4.82 EFFECTIVE AREA(ACRES) = 4.20 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 14.45 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .63 HALFSTREET FLOODWIDTH(FEET) = 17.69 FLOW VELOCITY(FEET/SEC.) = 3.69 DEPTH*VELOCITY = 2.33 3‘ • J **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8 --- ---------------------------------------------------------- ------ --------- » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.307 SOIL CLASSIFICATION IS "A" RESIDENTIAL-Y 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 6.19 EFFECTIVE AREA(ACRES) = 6.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 20.64 TC(MIN) = 14.45 * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *..�. * * * * FLOW PROCESS FROM NODE 3.00 TO NODE 5.10 IS CODE = 3 >» >>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« « < DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATION = 1555.00 DOWNSTREAM NODE ELEVATION = 1553.30 FLOWLENGTH(FEET) = 200.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 20.64 TRAVEL TIME(MIN.) = .43 TC(MIN.) = 14.89 **************it************************************************************* FLOW PROCESS FROM NODE 5.10 TO NODE 5.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.89 RAINFALL INTENSITY (INCH./HOUR) = 4.22 EFFECTIVE STREAM AREA(ACRES) = 6.00 TOTAL STREAM AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.64 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 1 2 39.50 18.92 20.64 14.89 3.567 .71 14.60 4.218 .48 6.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 56.54 20.60 2 58.80 17.49 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 58.80 TIME(MINUTES) = EFFECTIVE AREA(ACRES) = 17.49 TOTAL AREA(ACRES) = 20.60 14.887 1 ral -77 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.00 IS CODE = 3 >>>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA «<« » » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)< « << DEPTH OF FLOW.IN 33.0 INCH PIPE IS 24.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.5 UPSTREAM NODE ELEVATION = 1553.30 DOWNSTREAM NODE ELEVATION = 1552.00 FLOWLENGTH(FEET) = 80.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 58.80 TRAVEL TIME(MIN.) = .11 TC(MIN.) = 14.99 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 5.00 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< « « 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.197 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 7.35 EFFECTIVE AREA(ACRES) = 19.69 AVERAGED Fm(INCH/HR) = .614 TOTAL AREA(ACRES) = 22.80 PEAK FLOW RATE(CFS) = 63.50 TC(MIN) = 14.99 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.99 RAINFALL INTENSITY (INCH./HOUR) = 4.20 EFFECTIVE STREAM AREA(ACRES) = 19.69 TOTAL STREAM AREA(ACRES) = 22.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 63.50 4**************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 9.00 IS CODE = 2 » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 750.00 UPSTREAM ELEVATION = 1573.00 DOWNSTREAM ELEVATION = 1560.00 ELEVATION DIFFERENCE = 13.00 TC = .389*[( 750.00** 3.00)/( 13.00)]** .20 = 12.365 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.804 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 12.44 TOTAL AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) = 12.44 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 5.00 IS CODE = >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1560.00 DOWNSTREAM ELEVATION = 1552.00 STREET LENGTH(FEET) = 530.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10 00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) ***STREETFLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .64 FLOODWIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 4.38 SPLIT DEPTH(FEET) = .21 SPLIT FLOODWIDTH(FEET) SPLIT VELOCITY(FEET/SEC.) = .62 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .64 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.38 PRODUCT OF DEPTH&VELOCITY = 2.79 STREETFLOW TRAVELTIME(MIN) = 2.02 TC(MIN) = 14.38 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.321 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 10.70 EFFECTIVE AREA(ACRES) = 6.30 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = 21.75 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .64 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.38 DEPTH*VELOCITY = 2.79 17.79 2.19 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<« « » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « « < CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.38 RAINFALL INTENSITY (INCH./HOUR) = 4.32 EFFECTIVE STREAM AREA(ACRES) = 6.30 TOTAL STREAM AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.75 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) EFFECTIVE AREA(ACRES) 2 63.50 14.99 21.75 14.38 4.197 4.321 .61 19.69 .48 6.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 84.55 25.99 2 84.77 25.19 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 84.77 TIME(MINUTES) = EFFECTIVE AREA(ACRES) = 25.19 TOTAL AREA(ACRES) = 29.10 14.383 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 2 >» »RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<« DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1579.00 DOWNSTREAM ELEVATION = 1557.00 ELEVATION DIFFERENCE = 22.00 TC = .389*[( 1000.00** 3.00)/( 22.00))** .20 = 13.227 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.582 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 7.74 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 7.74 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 6 » »>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « « < UPSTREAM ELEVATION = 1557.00 DOWNSTREAM ELEVATION = 1542.00 STREET LENGTH(FEET) = 750.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 12.34 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .56 HALFSTREET FLOODWIDTH(FEET) = 13.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.52 PRODUCT OF DEPTH&VELOCITY = 2.52 STREETFLOW TRAVELTIME(MIN) = 2.77 TC(MIN) = 15.99 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.012 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 9.20 EFFECTIVE AREA(ACRES) = 5.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) 15.87 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .59 HALFSTREET FLOODWIDTH(FEET) = 15.81 FLOW VELOCITY(FEET/SEC.) = 4.82 DEPTH*VELOCITY = 2.87 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 4-19 -- niikm_�;�;•� i/RSiuin une° ssu c i a . _" In :i aisa1a:111l!1CIL taltlfl'' �1i�1•�11M111u*ii =. 5.0 11110"11i11'i11�i iill imui—oommili urFii 481/z" 1I IF II II 2" '' If 19" 1 Chart 4-19 srl iI•, ( .il - 1- tz (rt lilt Ill I 1. It I i±Il t111 II I ( 1�(1(il I I t lil jlltltlll ! �Ilr i+1� ,7rfGuougni ur��..,1 i'. I IIItlI.1I!Lll 1 111I ;tlIr' i i I llilfJ1l1,r111�' l0II 1I ILI I II I + I 1' I : l i T i ,1 I, a r{ I•111M 1W1 11 11�1�11111111N11�1UUN���11R1111EM Milli i I' ; 11 '+ I; 1 r. I l I I' I I! � i I i t l; t!, i N11111111111111m 111r111h11w IIINIII•MIIII�1!%I 1w111 I I ! I r' ! i i I { II ! l i '; ; �! I i!Il PIE 1 I I I )1 I cif! I II :III 1111 II HIM II III! .. rrr. j r�N :Nr.rr rr-E- _ ...... rrrr wrfrf�fm�r.an Nq 1 {Hr� rr MIMI Q all I I rfU��r� i 1� tt�������syy..N ...... if siri / t! i•mini ie- U +il, Ypi n N 11�1 ■ n// NiU uu W �■ ■■■■>tnnneuui■u■ iaaut, usu -- _ _ Km, _ ni '04 ��r���Y��r{{y,,��tYrt/r�s�tfr/f1 M O i> IJ NII / f/Y/ ■■■■r■1_ff/ MIN ■nay /I rrr• `i Iti lS I ASYffM w ♦ .n rrr■r!\7rf !b7 NO, 1 t f1Tf'tt- I-� �, • � r • ■■r■r■rr *" J. it '.� ---r- fr.!: I. tJ _ :. 1 ` _-... t'_ � ;� _' 1 S i.. ELL 1 �/rs�!// q l + 1111 fU ...inn I I r Tt-7 OMEN I n • 1 I I t 1 l i t• 1-I I I NENEssairia 2 T--� rirliNl•�r + I I ,- - t , 1; , t t , t 1 I f t, t • I I ,. • 1---' I I ! t i i I I , i l t I i i I • I t IJ I' _141-- I 1:. il I I_ t lI I III '.�-.- t .... -J-++-r I+ • ' 1 I iTt I I . "ii'._� lJ_;i. lI _ .. ..._. r i ilL LI_. ... L.! I I — 1.0 Q (CAPACITY) — 'CFS 14 /10.0 4-6 J.P. KAPP & ASSOCIATES, INC. JOB 15892 Pasadena Avenue SHEET NO OF TUSTIN, CALIFORNIA 92680 (714) 730-5757 CALCULATED BY DATE CHECKED BY DATE c ' SCALE ( z '15) (1(1'4'3)(Z e3)(--/) , )/Rem f , 0 0 20 c W' .........., .1.. it-Dl T6�1 �%4-?</ B�� Usk �,e ��-1eT d� 1���e- /// /.GAPtle/7y .� ` �%" .. 4( 4 z 'it 5 I (-1227 ) ,471 -31e .3 O.•D1 Al!/V.. ,4-T 5'a/irt/9 °F 77// ' . t3A ) p// /-/ 2 'f'' 5 Cv/.a... Be (eE-A ra Rz--/ ePt` /7/1 z�, 9' 4,q , Gv/77/ 45/ . T. ate�S fr//4-7- "Carr X 1I :.V i.c. G+a .e. 01d71 • 7 OUIRED "D" LOAD FOR REINFORCED CONCRETE PIPE LAID PER STD. DWG. 2-0 177 CASE la BEDDING DESIGN DENSITY u 130 pct 010E DEPTH OF COVER IN FEET SIZE I- 113 " • 2 ;V- * 12 13 IS Cot.c402 40rr • .260 1500 1750 2000 2000 4r. • 11 k 'WS 1710 20.6•6 1236 1750 1? 2000 Ca:4K . 1500. - ..:1250• --i250 1500 1750 2=4 226Q__2500 2760 2250 Lao 2250 20,0 1560 le 19 26— z•-• 094 MO 2769 2769 2769 2730 2759 304C 2269 2250_ 2250 2500 2500 2600 2500 2500 ,../750 27.10 2750 2750 2500 2500 250C 2250 1750 - 2000 4- "/;• Tr 14. 2000 2260 „ • .4 `: 1760 2000 1500 i750 2250 2500 2250 2250 2250 • 4 ,.13 -17 4 • c- 1500 1750 if dia f, • FS11500 2_ • • 1100 1500 1700 1900 1400 211,0 2100 7200 2000 m.o074 1200 ff 1400 LIM:L1790 !SOO 1900 -7/1- 1400 1400 1400 ader, 1100 1--.541, "W:031-ro.,---*4:7"--- 1200 - 37- Imo -. _ --',";r- . ., , ,..,.......4 „..„._...u._. I t.! - : . 4 , !t' ,ii"' 1400 2000 1500 5-4 480. 406 ili0 -450 .4 - -7:7-'s.-?"7-- 1600 1700 t-- 1500 1400 - -TIV5-- _ .._ _ ' - g3 - - •---r!----r.rr:- f4i..t. 11:- —7rr.1— 450 14.60 1460 1560 i450 166.5 itSo zoso 2.56 •-11%3"- 1100 1250 1400 1550 69 000 • • • :-: :-1,k- IZ5- i 5 ----*-- '' i V: •' - ,s00 . . 1660 1160 Li75 090 .. .. ____ ... • . _ ... ..._ • ... .... ... _ •-•-i- —1- .. ••-••., 44- - 1.510 .rrl.....-d - • 1200 1565 1750 a, l•aue, .... --.1„; . • •,11, los° moo . it860 1140 044 440 - .: SOO 900 1100 1500 o 1.14,0 1300 IT110 1000 io2 466 Load tOC101 • II 1...ve load - 1 M20 - Sle uuck psoTE- Far Gene.* Mehra see Sheet 1 trio 3000 2250 2500 2090 2000 1000 z4 IOW 5029 2250 220(.. P. P 6 4.7 225c !‘: ‘00 ;30C 4E1 5. 6t 8 84 6• 9? §6 102 108 1150 1900 1450 ... 2.050./ 210.. 2.200 .Projtction Condtton.. Unresintied Tianch ItIldth REV IS IONS 11ATI1 ••4 60.11‘.1 • ••••••• ••• wjt 1260 1400 1'11:0_ Trench Condition Trench Width 0 D 20 Inches 5000 7550 LOS. ANGELES COUNTY FLOOD CONTROL DISTRICT "D" LOAD TABLE FOR DESIGN OF REINFORCED CONCRETE PIPE APORO•11 • •••••••••• egcm••••••••••• •• 4 / • 1. /, C94.• KALE NONE DATE DEC 70 OWG. NO. 2 - 4 1111ET 4 27 k) 9 J.P. KAPP & ASSOCIATES, INC. 15892 Pasadena Avenue TUSTIN. CALIFORNIA 92680 (714) 730-5757 JOB 7d e) \/&----A--72 7-07-Fit SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE if TI 1.1 I p , 121 ,o(v 40° • • • • • : ./e-e ... . /11k/10 • • . • • • • • • • . • . . j..... 7 .. .: • • •: . i • • • • i i • . • • • ! • • . . • ., ''.. . • . . • : • • • • i . • . . . • . • . . • . • • 22- ! 6y47 • ! .. .w4....46 .49E.: ?A-L"?;k2 7-7-17tee. /-/ ,)E77744?4* Z-te75g• 4M7f-x: 4V/'4.64 /e)- /?_ t4e6,&7w,41,6H-z2 yff ;.57V.7 ; • • • RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 42.73 13.58 2 41.69 14.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.73 TIME(MINUTES) = EFFECTIVE AREA(ACRES) = 13.58 TOTAL AREA(ACRES) = 14.00 16.175 END OF STUDY SUMMARY: 14.00 TOTAL AREA(ACRES) = 13.58 EFFECTIVE AREA(ACRES) 43.58 PEAK FLOW RATE(CFS) 'END OF RATIONAL METHOD ANALYSIS ¢1 UPSTREAM ELEVATION = 1579.00 DOWNSTREAM ELEVATION = 1561.00 ELEVATION DIFFERENCE = 18.00 TC = .389*[( 1000.00** 3.00)/( 18.00))** .20 = 13.769 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.455 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 10.36 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 10.36 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 17.00.IS CODE = 6 » »>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA(« « UPSTREAM ELEVATION .= 1561.00 DOWNSTREAM ELEVATION = 1541.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 15.43 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .59 HALFSTREET FLOODWIDTH(FEET) = 15.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.69 PRODUCT OF DEPTH&VELOCITY = 2.79 STREETFLOW TRAVELTIME(MIN) = 3.55 TC(MIN) = 17.32 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.794 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 10.12 EFFECTIVE AREA(ACRES) = 6.30 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = 18.76 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .62 HALFSTREET FLOODWIDTH(FEET) = 17.06 FLOW VELOCITY(FEET/SEC.) = 5.07 DEPTH*VELOCITY = 3.14 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(« « » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « « < CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 17.32 RAINFALL INTENSITY (INCH./HOUR) = 3.79 EFFECTIVE STREAM AREA(ACRES) = 6.30 TOTAL STREAM AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.76 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 2 24.22 16.18 18.76 17.32 3.980 .49 7.70 3.794 .49 6.30 UI 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.012 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.17 EFFECTIVE AREA(ACRES) = 6.00 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 19.04 TC(MIN) = 15.99 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 17.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « C<< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« «< DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION = 1542.00 DOWNSTREAM NODE ELEVATION = 1541.00 FLOWLENGTH(FEET) = 90.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH)'= 24.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 19.04 TRAVEL TIME(MIN.) = .18 TC(MIN.) = 16.18 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < -1 100 YEAR RAINFALL INTENSITY(INCH/HQUR) = 3.980 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 5.35 EFFECTIVE AREA(ACRES) = 7.70 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 24.22 TC(MIN) = 16.18 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.18 RAINFALL INTENSITY (INCH./HOUR) = 3.98 EFFECTIVE STREAM AREA(ACRES) = 7.70 TOTAL STREAM AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.22 r*************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15:00 IS CODE = 2 >>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< « < DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00