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Home My WebLink AboutHunter's Ridge Hydrology Study�J LI L L ' HUNTERS RIDGE HYDROLOGY STUDY u ' PREPARED FOR : FIRST CITIES PROPERTIES H" d lll�ll D 1� JULY 14, 1988 JN : 364001 H **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) N� Ver. 4.1C Release Date: 5/11/87 Serial # 100937 ~� Especially prepared for: R� J.P. KAPP & ASSOCIATES, INC. DESCRIPTION OF STUDY ************************** * HUNTERS RIDGE HYDROLOGY * * Q� * ��* * ************************************************************************** FILE NAME: HUNTERS.DAT TIME/DATE OF STUDY: 13:50 7/14/1988 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME-OF-CONCENTRATION MODEL*-- 0� USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED .PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 0� *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.700 COMPUTED RAINFALL INTENSITY DATA: N� STORM EVENT = 25.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3716 SLOPE OF INTENSITY DURATION CURVE = .7000 **************************************************************************** 0J FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 2 ----------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 8� NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 U� INITIAL SUBAREA FLOW-LENGTH = 1850.00 «� UPSTREAM ELEVATION = 2352.00 DOWNSTREAM ELEVATION = 2160.00 U� ELEVATION DIFFERENCE = 192.00 TC = .525*[( 1B50.00** 3.00)/( 192.00)]** .20 = 16.742 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.352 SOIL CLASSIFICATION IS "A" NATURAL POOR-COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 SUBAREA RUNOFF(CFS) = 38.92 TOTAL AREA(ACRES) = 14.70 PEAK FLOW RATE(CFS) = 38.92 0 � **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 �-__________________________________________________________________________ - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ I DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> .4 DWELLING/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH = 1100.00 UPSTREAM ELEVATION = 2680.00 DOWNSTREAM ELEVATION = 2352.00 ELEVATION DIFFERENCE = 328.00 U�TC = .487*[( 1100.00** 3.00)/( 328.00)]** .20 = 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.737 SOIL CLASSIFICATION IS "A" N� I RESIDENTIAL-> .4 DWELLING/ACRE SUBAREA LOSS RATE, m� SUBAREA RUNOFF(CFS) = 37.21 10.214 Fm(INCH/HR) = .8730 TOTAL AREA(ACRES) = 10.70 PEAK FLOW RATE(CFS) = 37.21 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 IS CODE = 3 �-__________________________________________________________________________ m� >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ~~ DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.6 UPSTREAM NODE ELEVATION = 2352.00 0� DOWNSTREAM NODE ELEVATION = 2090.00 FLOWLENGTH(FEET) = 2400.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 37.21 TRAVEL TIME(MIN.) = 1.69 TC(MIN.) = 11.91 ************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 8 ___________________________ t >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================== 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.255 H� SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 1 DWELLING/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .7760 SUBAREA AREA(ACRES) = 14.40 SUBAREA RUNOFF(CFS) = 45.09 EFFECTIVE AREA(ACRES) = 25.10 U� AVERAGED Fm(INCH/HR) = .817 TOTAL AREA(ACRES) = 25.10 PEAK FLOW RATE<CFS> = 77.65 U� TC(MIN) = 11.91 �� *** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 ------- ---- ---- ---- -- ---- ---- -- ---- -�� >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED P%PESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 28.3 UPSTREAM NODE ELEVATION = 2090.00 n �DOWNSTREAM NODE ELEVATION = 1948.00 FLOWLENGTH(FEET) = 1300.()0 MANNINGS N = .013 N�ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 0� PIPEFLOW THRU SUBAREA(CFS) = 77.65 TRAVEL TIME(MIN.) = .77 TC(MIN.) = 12.67 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 8 �--__________________________________________________________________________ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.073 U� SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .6790 SUBAREA AREA(ACRES) = 12.20 SUBAREA RUNOFF(CFS) = 37.27 N� EFFECTIVE AREA(ACRES) = 37.30 AVERAGED Fm(INCH/HR) = .772 TOTAL AREA(ACRES) = 37.30 U� PEAK FLOW RATE(CFS) = 110.82 TC(MIN) = 12.67 ************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 3 ____------------------------ l: >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================== DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 31.2 UPSTREAM NODE ELEVATION = 1948.00 DOWNSTREAM NODE ELEVATION = 1815.00 U� FLOWLENGTH(FEET) = 1180.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 110.82 TRAVEL TIME(MIN. ) = .63 TC(MIN. ) = 13.30 ************************************************************************** N� FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 8 ____________________________________________________________________________ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< m� 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.937 SOIL CLASSIFICATION IS "A" U� COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 5.18 EFFECTIVE AREA(ACRES) = 38.80 U� AVERAGED Fm(INCH/HR) = .746 TOTAL AREA(ACRES) = 38.80 PEAK FLOW RATE(CFS) = 111.44 TC(MIN) = 13.30 ************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: RAINF IME OF CONCENTRATION(MINUTES) = 14.11 INTENSITY (INCH./HOUR) = 3.78 EFFECTIVE STREAM AREA(ACRES) = 42.80 TOTAL STREAM AREA(ACRES) = 42.80 L PEAK FLOW RATE(CFS) AT CONFLUENCE = 118.60 ************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 2 __________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 u� INITIAL SUBAREA FLOW-LENGTH = 1200.00 11 UPSTREIM ELEVATION = 1950.00 DOWNSTREAM ELEVATION = 1815.00 ELEVATION DIFFERENCE = 135.00 TC = .525*[( 1200.00** 3.00)/( 135.00)]** .20 = 13.855 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.827 U� SOIL CLASSIFICATION IS "A" NATURAL E B R� POOR COVER "BARREN" SUBAREA LOSS RATE. Fm(INCH/HR) = .4100 �'��_'_ �-_. -- _ -''_ ' SUBAREA RUNOFF(CFS) = 14.14 8� TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 14.14 �� EFLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS _ CODE = 3 ____________ __________________________________________ _ _ _ _____ _ _ _____ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 26.8 Q�UPSTREAM NODE ELEVATION = 1815.00 DOWNSTREAM NODE ELEVATION = 1712.00 FLOWLENGTH(FEET) = 1300.00 MANNIN8S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 N, PIPEFLOW THRU SUBAREA (CFS) = 111.44 TRAVEL TIME(MIN.) = .81 TC(MIN.) = 14.11 FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS ---- _------- _---- _---- _____---- ____ ---- _____---- ____ CODE = 8 ---- __________________ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.778 U� SOIL CLASSIFICATION IS "A" MOBILE HOME PARK SUBAREA LOSS RATE, Fm(INCH/HR) = .2425 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 12.73 U� EFFECTIVE AREA(ACRES) = 42.80 AVERAGED Fm(INCH/HR) = .699 U� TOTAL AREA(ACRES) = 42.80 PEAK FLOW RATE(CFS) = 118.60 ~~ TC(MIN) = 14.11 ************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: RAINF IME OF CONCENTRATION(MINUTES) = 14.11 INTENSITY (INCH./HOUR) = 3.78 EFFECTIVE STREAM AREA(ACRES) = 42.80 TOTAL STREAM AREA(ACRES) = 42.80 L PEAK FLOW RATE(CFS) AT CONFLUENCE = 118.60 ************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 2 __________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 u� INITIAL SUBAREA FLOW-LENGTH = 1200.00 11 UPSTREIM ELEVATION = 1950.00 DOWNSTREAM ELEVATION = 1815.00 ELEVATION DIFFERENCE = 135.00 TC = .525*[( 1200.00** 3.00)/( 135.00)]** .20 = 13.855 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.827 U� SOIL CLASSIFICATION IS "A" NATURAL E B R� POOR COVER "BARREN" SUBAREA LOSS RATE. Fm(INCH/HR) = .4100 �'��_'_ �-_. -- _ -''_ ' SUBAREA RUNOFF(CFS) = 14.14 8� TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 14.14 �� IV ILOW - PROCESS - FROM - NODE ----- ?.00 - TO - NODE ----- 7.00 - IS CODE ------------ lt = D = E = P = T " H =" O " F "" F = L " O " W "" I " N "=" 2 = 1 =" O "" I " N = C = H "" P " I = P " E == I = S ="= 1 = 5 = . " B == I = N = C = H = E " S "= .... PIPEFLOW VELOCITY(FEET/SEC.) = 7~3 I UPSTREAM NODE ELEVATION = 1815.00 N�DOWNSTREAM NODE ELEVATION = 1712.00 � FLOWLENGTH(FEET) = 1500.00 MANNINGS N = .035 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 14.14 N� TRAVEL TIME(MIN. ) = 3.44 TC(MIN. ) = 17.29 FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.277 SOIL CLASSIFICATION IS "A" U� RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = 23.60 SUBAREA RUNOFF(CFS) = 57.24 EFFECTIVE AREA(ACRES) = 28.20 U�AVERAGED Fm(INCH/HR) = .554 w� TOTAL AREA(ACRES) = 28.20 PEAK FLOW RATE(CFS) = 69.11 0� TC(MIN) = 17.29 ************************************************************************** 0� FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< U� >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 17.29 0� RAINFALL INTENSITY (INCH. /HOUR) = 3.28 EFFECTIVE STREAM AREA(ACRES) = 28.20 TOTAL STREAM AREA(ACRES) = 28.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 69.11 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO N� CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 185.37 65.81 2 168.40 71.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 185.37 TIME(MINUTES) = 14.111 EFFECTIVE AREA(ACRES) = 65.81 U� TOTAL AREA(ACRES) = 71.00 CONFLUENCE INFORMATION: 0� STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 1 118.60 14.11 3.778 .70 42.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO N� CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 185.37 65.81 2 168.40 71.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 185.37 TIME(MINUTES) = 14.111 EFFECTIVE AREA(ACRES) = 65.81 U� TOTAL AREA(ACRES) = 71.00 �� FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 3 ___________________________________________________________________________ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.7 UPSTREAM NODE ELEVATION = 1712.00 DOWNSTREAM NODE ELEVATION = 1706.00 FLOWLENGTH(FEET> = 150.00 MANNINGS N = .013 U� ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 185.37 TRAVEL TIME(MIN.) = .11 TC(MIN.) = 14.22 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 ___________________________________________________________________________ w� >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ U� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.22 RAINFALL INTENSITY (INCH./HOUR) = 3.76 EFFECTIVE STREAM AREA(ACRES) = 65.81 TOTAL STREAM AREA(ACRES) = 71.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 185.37 *************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 2 ��________>>>>>RATIONAL __________METHOD _____INITIAL __________SUBAR�A __________ANALYSIS<<<<< ________________________________ N� ============================================================================ NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH = 540.00 UPSTREAM ELEVATION = 1955.00 0� DOWNSTREAM ELEVATION = 1875.00 ELEVATION DIFFERENCE = 80.00 TC = .525*[( 540.00** 3.00)/( 80.00)]** .20 = 9.527 N� 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.973 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 Q� SUBAREA RUNOFF(CFS) = 37.79 TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 37.79 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3 lt _____________________________ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =========================================================================== U� DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.2 UPSTREAM NODE ELEVATION = 1875.00 DOWNSTREAM NODE ELEVATION = 1810.00 N� FLOWLENGTH(FEET) = 560.00 MANNINGS N = .035 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 37.79 N� TRAVEL TIME(MIN. ) = .83 TC(MIN. ) = 10.36 �� ^ li 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) = 4.691 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 0� SUBAREA AREA (ACRES) = 13.50 SUBAREA RUNOFF(CFS) = 52.01 EFFECTIVE AREA(ACRES) = 22.70 AVERAGED Fm(INCH/HR) = .410 U� TOTAL AREA(ACRES) = 22.70 m� PEAK FLOW RATE(CFS) = 97.45 TC(MIN) = 10.36 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 3 �-___________________________________________________________________________ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 24.9 UPSTREAM NODE ELEVATION = 1810.00 U� DOWNSTREAM NODE ELEVATION = 1716.00 FLOWLENGTH(FEET) = 1300.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 N� PIPEFLOW THRU SUBAREA(CFS) = 87.45 TRAVEL TIME(MIN.) = .87 TC(MIN.) = 11.23 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8 ��_____________>>>>>ADDITION ___OF ______SUBAREA _____TO __________MAINLINE __PEAK ________FLOW<<<<< _ ___________________________ U� ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.433 SOIL CLASSIFICATION IS "A" u� RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = 14.90 SUBAREA RUNOFF(CFS) = 51.65 N� EFFECTIVE AREA(ACRES) = 37.60 AVERAGED Fm(INCH/HR) = .478 TOTAL AREA(ACRES) = 37.60 PEAK FLOW RATE(CFS) = 133.84 TC(MIN) = 11.23 FLOW PROCESS FROM NODE 13.10 TO NODE 14.00 I8 CODE = 8 ____________________________________________________________________________ U� >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.433 SOIL CLASSIFICATION IS "A" N� RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = 32.00 SUBAREA RUNOFF(CFS) = 110.92 EFFECTIVE AREA(ACRES) = 69.60 U� AVERAGED Fm(INCH/HR) = .526 TOTAL AREA(ACRES) = 69.60 PEAK FLOW RATE(CFS) = 244.76 TC(MIN) = 11.23 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 10.00 IS CODE = 3 @H --------------------------------------------------------------------------- W� >>>>>COMPUTE PIPEFLOW TRAVB-TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 21.3 UPSTREAM NODE ELEVATION = 1716.00 N� DOWNSTREAM NODE ELEVATION = 1706.00 FLOWLENGTH(FEET) = 400.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 0� PIPEFLOW THRU SUBAREA(CFS) = 244.76 TRAVEL TIME(MIN.) = .31 TC(MIN.) = 11.54 *************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 0� >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.54 RAINFALL INTENSITY (INCH./HOUR) = 4.35 EFFECTIVE STREAM AREA(ACRES) = 69.60 8� TOTAL STREAM AREA(ACRES) = 69.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 244.76 *************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 3 _____ ----------------------- _ it>>>*.'>>COMPUTEPIPEFLOWTRAVELTIMETHRUSUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =========================================================================== DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 31.2 UPSTREAM NODE ELEVATION = 1706.00 DOWNSTREAM NODE ELEVATION = 1630.00 U� FLOWLENGTH(FEET) = 1550.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 423.81 TRAVEL TIME(MIN. ) = .83 TC(MIN. ) = 12.37 m� CONFLUENCE INFORMATION: m� STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 1 185.37 14.22 3.758 .65 65.81 2 244.76 11.54 4.349 .53 69.60 0� RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: 0� STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) pq 1 392.31 135.41 N� 2 423.81 123.02 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 423.81 TIME(MINUTES) = 11.541 U� EFFECTIVE AREA(ACRES) = 123.02 TOTAL AREA(ACRES) = 140.60 *************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 3 _____ ----------------------- _ it>>>*.'>>COMPUTEPIPEFLOWTRAVELTIMETHRUSUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =========================================================================== DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 31.2 UPSTREAM NODE ELEVATION = 1706.00 DOWNSTREAM NODE ELEVATION = 1630.00 U� FLOWLENGTH(FEET) = 1550.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 423.81 TRAVEL TIME(MIN. ) = .83 TC(MIN. ) = 12.37 m� * ************************************************* ��FLOW PROCESS FROM NODE 21.00 TO NODE 24.00 IS CODE = 2 ---------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ' NATURAL POOR COVER N�TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 �� 0�INITIAL SUBAREA FLOW-LENGTH = 430.00 UPSTREAM ELEVATION = 1585.00 DOWNSTREAM ELEVATION = 1575.00 ��ELEVATION DIFFERENCE = 10.00 N�TC = .525*[( 430.00** 3.00)/( 10.00)]** .20 = 12.596 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.090 SOIL CLASSIFICATION IS "A" U�NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 SUBAREA RUNOFF<CFS> = 32.13 TOTAL AREA(ACRES) = 9.70 PEAK FLOW RATE(CFS) = 32.13 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 23.00 IS CODE = 3 *************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 ________________________________________ g� >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: U� TIME OF CONCENTRATION(MINUTES) = 14.54 RAINFALL INTENSITY (INCH. /HOUR) = 3.70 EFFECTIVE STREAM AREA(ACRES) = 30.60 TOTAL STREAM AREA(ACRES) = 30.60 D� PEAK FLOW RATE(CFS) AT CONFLUENCE = B9.19 ' >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< �DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.1 INCHES U�UPSTREAM PIPEFLOW VELOCITY(FEET/SEC.) = 12.0 NODE ELEVATION = 1575.00 DOWNSTREAM NODE ELEVATION = 1545.00 FLOWLENGTH(FEET) = 1400.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 N� PIPEFLOW THRU SUBAREA(CFS) = 32.13 TRAVEL TIME(MIN.) = 1.94 TC(MIN.) = 14.54 **************************************************************************** N� FLOW PROCESS FROM NODE 23.00 TO NODE ---- _------- _---- _---- ____----- ____ ---- ____----- 23.00 IS ____ CODE = 8 ---- __________________ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.700 0� SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 20.90 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) = 30.60 = 60.47 AVERAGED Fm(INCH/HR) = .461 TOTAL AREA(ACRES) = 30.60 Q� PEAK FLOW RATE(CFS) = 89.19 ~~ TC(MIN) = 14.54 *************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 ________________________________________ g� >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: U� TIME OF CONCENTRATION(MINUTES) = 14.54 RAINFALL INTENSITY (INCH. /HOUR) = 3.70 EFFECTIVE STREAM AREA(ACRES) = 30.60 TOTAL STREAM AREA(ACRES) = 30.60 D� PEAK FLOW RATE(CFS) AT CONFLUENCE = B9.19 ' To PROCESS FROM NODE 19.00 TO NODE 15.00 IS CODE = 8 ______________________________________________________________________ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCHyHOUR) = 4.143 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 29.70 SUBAREA RUNOFF(CFS) = 97.78 EFFECTIVE AREA(ACRES) = 152.72 �� AVERAGED Fm(INCH/HR) = .561 N� TOTAL AREA(ACRES) = 170.30 PEAK FLOW RATE(CFS) = 492.39 TC(MIN) = 12.37 IF *********************************************************************** LOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 � �� >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 36.4 UPSTREAM NODE ELEVATION = 1630.00 DOWNSTREAM NODE ELEVATION = 1590.00 FLOWLENGTH(FEET> = 600.00 MANNINGS N = . 013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 492.39 TRAVEL TIME(MIN.) = .27 TC(MIN.) = 12.64 FLOW PROCESS FROM NODE 17.00 TO NODE 16.00 IS CODE = 8 ---------------------------------------------------------->>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR> = 4.080 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS�ACRE SUBAREA LOSS RATE, Fm(INCH�HR� = . 4850 SUBAREA AREA(ACRES) = 39.30 SUBAREA RUNOFF(CFS) = 127.15 E EFFECTIVE AREA(ACRES> = 192.02 AVERAGED Fm(INCH/HR) = . 545 TOTAL AREA(ACRES> = 209.60 PEAK FLOW RATE(CFS) = 610.84 TC(MIN) = 12.64 FLOW PROCESS FROM NODE 18.00 TO NODE 16.00 IS CODE = 8 ___________________________________________ �� >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.080 SOIL CLASSIFICATION IS "A " SCHOOL SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 47.22 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = EFFECTIVE AREA(ACRES) = 207.02 AVERAGED Fm(INCH/HR) = .548 TOTAL AREA(ACRES) = 224.60 PEAK FLOW RATE(CFS) = 658.06 TC(MIN) = 12.64 PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE 3 �� >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< / >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 36.4 UPSTREAM NODE ELEVATION = 1630.00 DOWNSTREAM NODE ELEVATION = 1590.00 FLOWLENGTH(FEET> = 600.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 492.39 TRAVEL TIME(MIN.) = .27 TC(MIN.) = 12.64 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 16.00 IS CODE = 8 0�--------------------------------------------------------------------------- � >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================== M� 25 YEAR RAINFALL INTENSITY(INCH/HOUR> = 4.080 ~� SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 39.30 SUBAREA RUNOFF(CFS) = 127.15 EFFECTIVE AREA(ACRES) = 192.02 AVERAGED Fm(INCH/HR) = .545 TOTAL AREA(ACRES) 0� u� = 209.60 PEAK FLOW RATE(CFS) = 610.84 TC(MIN) = 12.64 ��FLOW PROCESS FROM NODE 16.00 TO NODE 20.00 IS CODE = 3 _____________________________________________________________________ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 66.0 INCH PIPE IS 53.3 INCHES 0�PIPEFLOW VELOCITY(FEET/SEC.) = 32.0 �� UPSTREAM NODE ELEVATION = 1590.00 DOWNSTREAM NODE ELEVATION = 1573.00 I FLOWLENGTH(FEET) = 430.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 658.06 ,,TRAVEL TIME(MIN.) = .22 TC(MIN.) = 12.87 **************************************************************************** FLOW PROCESS FROM NODE 17.10 TO NODE 20.00 IS CODE = 8 __________________________________________________________________________ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================== U� 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.030 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 II SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 29.03 EFFECTIVE AREA(ACRES) = 215.22 AVERAGED Fm(INCH/HR) = .531 TOTAL AREA(ACRES) = 232.80 0� PEAK FLOW RATE(CFS) = 677.81 TC(MIN) = 12.87 t FLOW PROCESS FROM NODE 20.00 TO NODE 23.00 IS CODE = 3 _____________________________________________________________________ _ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================== L DEPTH OF FLOW IN 72.0 INCH PIPE IS 53.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 29.9 UPSTREAM NODE ELEVATION = 1573.00 N� DOWNSTREAM NODE ELEVATION = 1545.00 FLOWLENGTH(FEET) = 900.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 11 PIPEFLOW THRU SUBAREA(CFS) = 677.81 TRAVEL TIME(MIN. ) = .50 TC(MIN.) = 13.37 FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 13.37 RAINFALL INTENSITY (INCH./HOUR) = 3.92 EFFECTIVE STREAM AREA(ACRES) = 215.22 TOTAL STREAM AREA(ACRES) = 232.80 U� PEAK FLOW RATE(CFS) AT CONFLUENCE = 677.81 �� 0 N� FLOW PROCESS FROM NODE 22.00 TO NODE 25.00 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ~~ NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 N� INITIAL SUBAREA FLOW-LENGTH = 480.00 UPSTREAM ELEVATION = 1600.00 DOWNSTREAM ELEVATION = 1577.00 N� ELEVATION DIFFERENCE = 23.00 w� TC = .525*[( 480.00** 3.00)/( 23.00)]** .20 = 11.391 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.389 U� SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 SUBAREA RUNOFF(CFS) = 21.49 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 21.49 *************************************************************************** B� FLOW PROCESS FROM NODE 25.00 TO NODE 23.00 IS CODE = 3 ____________________________________________________________________________ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPEGIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.2 UPSTREAM NODE ELEVATION = 1577.00 m� DOWNSTREAM NODE ELEVATION = 1545.00 FLOWLENGTH(FEET) = 800.00 MANNINGS N = .013 �U ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 21.49 TRAVEL TIME(MIN.) = .94 TC(MIN.) = 12.33 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 8 ___________________________________________________________________________ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =========================================================================== H� 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.151 SOIL CLASSIFICATION IS "A" APARTMENTS SUBAREA LOSS RATE, Fm(INCH/HR) = .1940 SUBAREA AREA(ACRES) = 12.60 SUBAREA RUNOFF(CFS) = 44.88 N� EFFECTIVE AREA(ACRES) = 18.60 AVERAGED Fm(INCH/HR) = .264 TOTAL AREA(ACRES) = 18.60 U� PEAK FLOW RATE(CFG) = 65.08 m� TC(MIN) = 12.33 0 **************************************************************************** 0� FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 ----- ___________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 12.33 RAINFALL INTENSITY (INCH./HOUR) = 4.15 EFFECTIVE STREAM AREA(ACRES) = 18.60 TOTAL STREAM AREA(ACRES) = 18.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 65.08 CONFLUENCE INFORMATION: TO NODE 23.10 IS CODE = 3 STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE 8� ______________________________________________________________ NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 1 677.81 2 89.19 13.37 3.924 .53 14.54 3.700 .46 215.22 30.60 FLOW)<<<<< 3 65.08 12.33 4.151 .26 18.60 INCHES RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO N� CONFLUENCE FORMULA USED FOR 3 STREAMS. UPSTREAM NODE ELEVATION = 1545.00 DOWNSTREAM NODE ELEVATION = 1533.60 SUMMARY RESULTS: FLOWLENGTH(FEET) = 700.00 MANNINGS N STREAM CONFLUENCE EFFECTIVE ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER Q(CFS) AREA(ACRES) PIPEFLOW THRU SUBAREA(CFS) = 826.75 1 826.75 261.96 TRAVEL TIME(MIN. ) = .47 [i 2 779.78 264.42 3 818.58 243.11 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 826.75 TIME(MINUTES) = 13.368 R� EFFECTIVE AREA(ACRES) = 261.96 TOTAL AREA(ACRES) = 282.00 FLOW PROCESS FROM NODE 23.00 TO NODE 23.10 IS CODE = 3 ��_______>>>>>COMPUTE ___________PIPEFLOW ______TRAVELTIME __THRU __SUBAREA<<<<< ________________________ �� >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =========================================================================== DEPTH OF FLOW IN 87.0 INCH PIPE IS 66.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 24.6 U� UPSTREAM NODE ELEVATION = 1545.00 DOWNSTREAM NODE ELEVATION = 1533.60 FLOWLENGTH(FEET) = 700.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 826.75 �� TRAVEL TIME(MIN. ) = .47 TC(MIN. ) = 13.84 t FL0 ** W PROCESS FROM NODE 27.00 TO NODE 23.10 IS CODE = 8 _____________________________________________________________________ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.829 CLASSIFICATION IS "A" PUBLIC PARK SUBAREA LOSS RATE, Fm(INCH/HR) = .8245 ,,SOIL SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 15.95 EFFECTIVE AREA(ACRES) = 267.86 I AVERAGED Fm(INCH/HR) = .511 NTOTAL AREA(ACRES) = 287.90 PEAK FLOW RATE(CFS) = 826.75 ' 11 TC(MIN) = 13.84 ************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 23.10 IS CODE = 8 __________________________________________________________________________ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================== 0� 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.829 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 U�SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 18.47 �� °�EFFECTIVE AREA(ACRES) = 273.36 AVERAGED Fm(INCH/HR) = .503 TOTAL AREA(ACRES) = 293.40 PEAK FLOW RATE(CFS) = 826.75 TC(MIN) = 13.84 FLOW PROCESS FROM NODE 20.00 TO NODE 23.10 IS CODE = 8 ��__________________________________________________________________________ N� >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.829 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 13.10 �0 EFFECTIVE AREA(ACRES) = 277.26 AVERAGED Fm(INCH/HR) = .497 AREA(ACRES) = 297'30 0� , TOTAL PEAK FLOW RATE(CFS) = 831-39 � �� TC(MIN) = 13.84 - FLOW PROCESS FROM NODE 23.10 TO NODE 26.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 87.0 INCH PIPE IS 66.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 24.4 UPSTREAM NODE ELEVATION = 1533.60 DOWNSTREAM NODE ELEVATION = 1532.00 U� FLOWLENGTH(FEET) = 100.00 - MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 831.39 �� TRAVEL TIME(MIN ) = .07 TC(MIN.) = 13.91 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 ___________________________________________________________________________ - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 13.91 RAINFALL INTENSITY (INCH./HOUR) = 3.82 EFFECTIVE STREAM AREA(ACRES) = 277.26 TOTAL STREAM AREA(ACRES) = 297.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 831.39 *************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 29.00 IS CODE = 2 ___________________________________________________________________________ m� >>>>>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 = 2100.00 UPSTREAM ELEVATION = 1580.00 � DOWNSTREAM ELEVATION = 1539.00 ELEVATION DIFFERENCE = 41.00 TC = .389*[( 2100.00** 3.00)/( 41.00)]** .20 = 18.227 U� 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.158 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 U� SUBAREA RUNOFF(CFS) = 32.96 u� TOTAL AREA(ACRES) = 13.70 PEAK FLOW RATE(CFS) = 32.96 *************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 26.00 IS CODE= 3 Ul __-______>>>>>COMPUTE _____PIPEFLOW _TRAVELTIME _THRU _SUBAREA<<<<< ------------------------- >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =========================================================================== U� DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.4 INCHES m� PIPEFLOW VELOCITY(FEET/SEC.) = 8.8 UPSTREAM NODE ELEVATION = 1539.00 0A DOWNSTREAM NODE ELEVATION = 1532.00 8� FLOWLENGTH(FEET) = 800.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 32.96 ' N� TRAVEL TIME(MIN. ) = 1.52 TC(MIN. ) = 19.74 FLOW PROCESS FROM NODE 26.10 TO NODE 26.00 IS CODE = 8 ____________________________________________________________________________ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.986 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 9.10 EFFECTIVE AREA(ACRES) = 17.20 U� AVERAGED Fm(INCH/HR) = .406 TOTAL AREA(ACRES) = 17.20 PEAK FLOW RATE(CFS) = 39.94 TC(MIN) = 19.74 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 N �---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ 0� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 19.74 RAINFALL INTENSITY (INCH./HOUR) = 2.99 EFFECTIVE STREAM AREA(ACRES) = 17.20 N� TOTAL STREAM AREA(ACRES) = 17.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.94 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 33.00 IS CODE = 2 N �---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH = 1900.00 W� UPSTREAM ELEVATION = 1716.00 «� DOWNSTREAM ELEVATION = 1610.00 ELEVATION DIFFERENCE = 106.00 TC = .304*1 ( 1900.00** 3.00)/( 106.00)3** .20 = 11.093 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.471 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 8� SUBAREA RUNOFF(CFS) = 11.02 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 11.02 FLOW PROCESS FROM NODE 31.00 TO NODE 33.00 IS CODE = 8 ________________________________________________________________________ M� >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.471 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = 33.50 SUBAREA RUNOFF(CFS) = 117.25 0� EFFECTIVE AREA(ACRES) = 36.30 AVERAGED Fm(INCH/HR) = .545 TOTAL AREA(ACRES) = 36.30 N� PEAK FLOW RATE(CFS) = 128.27 ~~ TC(MIN) = 11.09 *** * * * * * * * FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 3 _------------ _-------- _---------- _---- _------------ ________________________ M� >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.5 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 23.0 UPSTREAM NODE ELEVATION = 1610.00 ' DOWNSTREAM NODE ELEVATION = 1590.00 U� FLOWLENGTH(FEET) = 430.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 128.27 U� TRAVEL TIME(MIN. ) = .31 TC(MIN. ) = 11.40 * ***************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 3 ---- _------- _---- _---- ____----- ____ ---- ____----- ____ ---- __________________ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.3 INCHES 11 PIPEFLOW VELOCITY(FEET/SEC.) = 22.3 UPSTREAM NODE ELEVATION = 1590.00 DOWNSTREAM NODE ELEVATION = 1553.00 FLOWLENGTH(FEET) = 850.00 MANNIN8S N = .013 1 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 NPIPEFLOW THRU SUBAREA(CFS) = 128.27 TRAVEL TIME(MIN.) = .63 TC(MIN.) = 12.04 **************************************************************************** FLOW PROCESS FROM NODE 34.20 TO NODE 35.00 IS CODE = 8 ---- _------- _---- _---- ____----- ____ ---- ____----- ____ ---- __________________ N� >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.222 N� SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 11+ DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .1940 SUBAREA AREA(ACRES) = 16.20 SUBAREA RUNOFF(CFS) = 58.73 N� EFFECTIVE AREA(ACRES) = 52.50 AVERAGED Fm(INCH/HR) = .436 TOTAL AREA(ACRES) = 52.50 �� PEAK FLOW RATE(CFS) = 178.87 0� "� TC(MIN) = 12.04 ************************************************************************** - FLOW PROCESS FROM NODE 35.00 TO NODE 26.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================== DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.0 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 21.3 UPSTREAM NODE ELEVATION = 1553.00 DOWNSTREAM NODE ELEVATION = 1532.00 FLOWLENGTH(FEET) = 700.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 178.87 TRAVEL TIME(MIN. ) = .55 TC(MIN.) = 12.59 ************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 26.00 IS CODE = 8 ____________________________________________________________________________ >>>>>A[)DITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.093 SOIL CLASSIFICATION IS "A" 8� COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 «� SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 9.71 EFFECTIVE AREA(ACRES) = 55.20 AVERAGED Fm(INCH/HR) = .420 U� TOTAL AREA(ACRES) = 55.20 PEAK FLOW RATE(CFS) = 182.47 TC(MIN) = 12.59 I 11 ************************************************************************** 011 PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 _____________________________________________________________________ W >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< A>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< N ==== ====================================================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 0�TIME OF CONCENTRATION(MINUTES) = 12.59 �� ~~ RAINFALL INTENSITY (INCH. /HOUR) = 4.09 EFFECTIVE STREAM AREA(ACRES) = 55.20 TOTAL STREAM AREA(ACRES) = 55.20 8� PEAK FLOW RATE(CFS) AT CONFLUENCE = 182.47 ************************************************************************* FLOW PROCESS FROM NODE 26.00 TO NODE 36.10 IS CODE = 3 N�--------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< nrpTu no rim Tm I 9� o TNrH PPE IS 74.1 INCHES CONFLUENCE INFORMATION: � �� = 24.9 U�STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE u �NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) ______________________________________________________________ 1 831.39 13.91 3.816 .50 277.26 N� 2 39.94 19.74 2.986 .41 17.20 NUMBER OF PIPES = 3 182.47 12.59 4.093 .42 55.20 N�RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO TRAVEL TIME(MIN.) = .32 CONFLUENCE FORMULA USED FOR 3 STREAMS. 14.23 SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) __________________________________________ 1 1037.30 344.58 2 790.98 349.66 3 1033.84 317.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 00 PEAK FLOW RATE(CFS) = 1037.30 TIME(MINUTES) = 13'911 EFFECTIVE AREA(ACRES) = 344.58 TOTAL AREA(ACRES) = 369.70 ************************************************************************* FLOW PROCESS FROM NODE 26.00 TO NODE 36.10 IS CODE = 3 N�--------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< nrpTu no rim Tm I 9� o TNrH PPE IS 74.1 INCHES '�'� �� PIPEFLOW VELOCITY(FEET/SEC.) � �� = 24.9 UPSTREAM NODE ELEVATION = 1532.00 DOWNSTREAM NODE ELEVATION = 1525.00 FLOWLENGTH(FEET) = 480.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = U� PIPEFLOW THRU SUBAREA(CFS) = 1037.30 TRAVEL TIME(MIN.) = .32 TC(MIN.) = 14.23 * ** * ** **************************************************** �� FLOW PROCESS FROM NODE 37.10 TO NODE 36.10 IS CODE = 8 _____________________________________________-_----------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ��.========================================================================== �� ^� 25 YEAR RAINFALL INTENSITY(INCH/HOUR> = 3.755 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 U� SUBAREA AREA(ACRES) = 16.60 SUBAREA RUNOFF(CFS) = 48.86 m� EFFECTIVE AREA(ACRES) = 361. 18 AVERAGED Fm(INCH/HR) = .482 N� TOTAL AREA(ACRES) = 386.30 PEAK FLOW RATE(CFS) = 1064.13 TC(MIN) = 14.23 **************************************************************************** FLOW PROCESS FROM NODE 36.10 TO NODE 36.00 IS CODE = 3 ___________________________________________________________________________ m� >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ~~ DEPTH OF FLOW IN 90.0 INCH PIPE IS �2.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 28.0 UPSTREAM NODE ELEVATION = 1525.00 U� DOWNSTREAM NODE ELEVATION = 1506.00 FLOWLENGTH(FEET> = 950.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS> = 1064. 13 TRAVEL TIME(MIN.) = .57 TC(MIN.) = 14.80 FLOW PROCESS FROM NODE 26.00 TO NODE 36.00 IS CODE = 8 ____________________________ l:- >>>>>ADDITION OF SUBAREA TO' MAINLINE PEAK FLOW<<<<< ============================================================================ EN 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.654 SOIL CLASSIFICATION IS "A " COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 10.89 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = EFFECTIVE AREA(ACRES) = 364.58 w� AVERAGED Fm(INCH/HR) = .470 TOTAL AREA(ACRES) = 389.70 PEAK FLOW RATE(CFS) = 1064.13 N� TC(MIN) = 14.80 �� FLOW PROCESS FROM NODE 37.10 TO NODE 36.10 IS CODE = 8 _____________________________________________-_----------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ��.========================================================================== �� ^� 25 YEAR RAINFALL INTENSITY(INCH/HOUR> = 3.755 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR> = .4850 m� SUBAREA AREA(ACRES> = 16.60 SUBAREA RUNOFF(CFS) = 48.86 EFFECTIVE AREA(ACRES) = 361. 18 N� AVERAGED Fm(INCH/HR) = .482 TOTAL AREA(ACRES) = 386.30 PEAK FLOW RATE(CFS) = 1064.13 TC(MIN) = 14.23 **************************************************************************** FLOW PROCESS FROM NODE 36.10 TO NODE 36.00 IS CODE = 3 m� ___________________________________________________________________________ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ~~ DEPTH OF FLOW IN 90.0 INCH PIPE IS �2.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 28.0 UPSTREAM NODE ELEVATION = 1525.00 U� DOWNSTREAM NODE ELEVATION = 1506.00 FLOWLENGTH(FEET> = 950.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH> = 90.00 PIPEFLOW THRU SUBAREA(CFS> = 1064. 13 NUMBER OF PIPES = 1 TRAVEL TIME(MIN.) = .57 TC(MIN.) = 14.80 *************************************************************************** N� FLOW PROCESS FROM NODE 37.00 TO NODE 36.00 IS CODE = 8 ____________________________________________________________________________ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.654 SOIL CLASSIFICATION IS "A" U� RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 23.50 SUBAREA RUNOFF(CFS) = 67.03 EFFECTIVE AREA(ACRES) = 388.08 X� AVERAGED Fm(INCH/HR) = .479 m� TOTAL AREA(ACRES) = 413.20 PEAK FLOW RATE(CFS) = 1109.22 TC(MIN) = 14.80 **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 1 ___________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =========================================================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.80 RAINFALL INTENSITY (INCH./HOUR) = 3.65 W� EFFECTIVE STREAM AREA(ACRES) = 388.08 N� TOTAL STREAM AREA(ACRES) = 413.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1109.22 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 39.00 IS CODE = 2 �-___________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHAN' )]** .20 INITIAL SUBAREA FLOW-LENGTH = 1600.00 N� UPSTREAM ELEVATION = 1550.00 DOWNSTREAM ELEVATION = 1518.00 ELEVATION DIFFERENCE = 32.00 U� TC = .389*[( 1600.00** 3.00)/( 32.00)]** .20 = 16.270 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.420 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 m� SUBAREA RUNOFF(CFS) = 61.27 TOTAL AREA(ACRES) = 23.20 PEAK FLOW RATE(CFS) = 61.27 **************************************************************************** FLOW PROCESS FROM NODE 39.00 TO NODE 36.00 IS CODE = 3 ___________________________________________________________________________ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =========================================================================== 6 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.1 UPSTREAM NODE ELEVATION = 1518.00 DOWNSTREAM NODE ELEVATION = 1506.00 FLOWLENGTH(FEET) = 1100.00 MANNIN8S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 H� PIPEFLOW THRU SUBAREA(CFS) = 61.27 TRAVEL TIME(MIN.) = 1.65 TC(MIN.) = 17.92 *************************************************************************** FLOW PROCESS FROM NODE 38.00 TO NODE 36.00 IS CODE = 8 ___________________________________________________________ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.196 N� SOIL CLASSIFICATION IS "A" N� RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 21.60 SUBAREA RUNOFF(CFS) = 52.70 EFFECTIVE AREA(ACRES) = 44.80 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 44.80 PEAK FLOW RATE(CFS) = 109.31 0 TC(MIN) = 17.92 m� 0 ul ************************************************************************** N� FLOW PROCESS FROM NODE 38.00 TO NODE 36.00 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) = 17.92 N� RAINFALL INTENSITY (INCH./HOUR) = 3.20 EFFECTIVE STREAM AREA(ACRES) = 44.80 TOTAL STREAM AREA(ACRES) = 44.80 U� PEAK FLOW RATE(CFS) AT CONFLUENCE = 109.31 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) ______________________________________________________________ 1 1109.22 14.80 3.654 .48 388.08 2 109.31 17.92 3.196 .48 44.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) ____________________________________________ 1 1214.74 425.07 2 1058.44 432.88 0� COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1214.74 TIME(MINUTES) = 14.797 EFFECTIVE AREA(ACRES) = 425.07 U� TOTAL AREA(ACRES) = 458.00 *************************************************************************** N� FLOW PROCESS FROM NODE 36.00 TO NODE 41.00 IS CODE = 3 ____________________________________________________________________________ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 96.0 INCH PIPE IS 74.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 29.2 N� UPSTREAM NODE ELEVATION = 1506.00 DOWNSTREAM NODE ELEVATION = 1503.00 FLOWLENGTH(FEET) = 150.00 MANNINGS N = .013 U� ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1214.74 TRAVEL TIME(MIN.) = '09 TC(MIN.) = 14.88 *************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 44.00 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 = 1850.00 UPSTREAM ELEVATION = 1594.00 N� DOWNSTREAM ELEVATION = 1562.00 ELEVATION DIFFERENCE = 32.00 TC = .389*[( 1850.00** 3.00)/( 32.00)]** .20 = 17.751 25 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.217 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 69.10 TOTAL AREA(ACRES) = 28.10 PEAK FLOW RATE(CFS) = 69.10 FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS APARTMENTS TC = K*[ (LENGTH** 3 00) / (ELEVATION CHANGE) 3** 20 . . INITIAL SUBAREA FLOW-LENGTH = 1300.00 UPSTREAM ELEVATION = 1557.00 PR mi DOWNSTREAM ELEVATION = 1529.00 �� m� ELEVATION DIFFERENCE = 28.00 TC = .324*[( 1300.00** 3.00)/( 28.00)3** .20 = 12.288 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.162 SOIL CLASSIFICATION IS "A" APARTMENTS SUBAREA LOSS RATE, Fm(INCH/HR) = .1940 SUBAREA RUNOFF(CFS) = 38.57 TOTAL AREA(ACRES) = 10'80 PEAK FLOW RATE(CFS) = . 38'57 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.80 N� EFFECTIVE AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 38.57 =========================================================================== N� END OF RATIONAL METHOD ANALYSIS �� BILL MANN & ASSOCIATES, INC. Civil Engineering • Drainage — Flood Control • Special Studies February_22, 1988 Mr. Joe Dilorio The Caryn Company 2834 Terry Road Laguna Beach, CA 92651 Subject: Design of San Sevaine Basin No. 5 Interim Development Mitigation Dear Joe: File: 87 -25 87 -27 Enclosed is a copy of the Interim Development Mitigation Report as required under Task No. 3 of the Agreement for the Design of San Sevaine Basin No. 5. The report_ reviews and recommends measures to mitigate the increase in drainage runoff to be generated by proposed developments. The Executive Summary briefly summarizes the report and recommendations. The recommendations are outlined in Section V of the report and the various miti- gation methods are discussed in Section IV. The primary effort will be to modify the existing basin drain and spillway of Basin No. 5 and partially excavate the proposed basin. Although not specifically called for in the Agreement, the hydrology model referenced in the report is presently being developed by Hall & Foreman and Bill Mann & Associates. Any comments and /or recommendations you have on - the report will be appre- ciated. Cordially, BILL C. MANN, 'Consulting ngineer BCM:sw Enclosure cc: Dave Hall, Engineering- Science w /encl Lew Neeb, Flood Control District w /encl Bob Schoenborn, City of Fontana w /encl 1814 COMMERCENTER WEST - SUITE A • SAN BERNARDINO, CA 92408 • (714) 885 -4309 • (714) 885 -5418 BILL MANN & ASSOCIATES, INC Civil Engineering • Drainage — Flood Control • Special Studies February 22, 1988 Fontana Heritage West'End Associates c/o Barclay Associates 230 Newport Center Drive, Suite 300 Newport Beach, California 92660 Attention: Mr. Doug'Ford Subject: Design of San Sevaine Basin No., 5 Interim Development Mitigation Report Dear Doug: File: 87 -25 87 -27 Enclosed is a copy of the Interim Development Mitigation Report as required under -Task No. 3 of the Agreement for the Design of San Sevaine Basin No. 5. The, report reviews and, recommends measures to mitigate the increase in drainage runoff to be generated by proposed developments. The Executive Summary briefly summarizes the report and recommendations. The recommendations are outlined in Section V of the report and the various miti- gation methods are discussed in Section IV. The primary effort will be to modify the existing basin drain and spillway of Basin No. 5 and partially . excavate the proposed basin. Although not specifically called for in the Agreement, the hydrology model referenced in the report is presently being developed by Hall & Foreman and Bill Mann & Associates. Any comments and /or recommendations you have on the report will be appre— ciated. Cordially, .�-- -- BILL C. MANN, .E. Consulting ngineer BCM:sw Enclosure cc: Dave Hall, Engineering— Science w /encl. Lew N.eeb, Flood Control District w /encl Bob Schoenborn, City of,Fontana w /encl a 1814 COMMERCENTER WEST - SUITE A • SAN BERNARDINO, CA 92408 • (714) 885 -4309 • (714) 885 -5418 BILL MANN & ASSOCIATES, INC. Civil Engineering • Drainage — Flood Control • Special Studies February 22, 1988 Fontana Heritage West End Associates c/o Barclay Associates 230 Newport Center Drive, Suite 300 Newport Beach, California 92660 Attention: Mr. Roger Hatch Subject: Design of San Sevaine Basin No. 5 Interim Development Mitigation Report Dear Roger: File: 87 -25 87 -27 Enclosed is a copy of the Interim Development Mitigation Report as required under Task No. 3 of the Agreement for the Design of San Sevaine Basin No. 5. The report reviews and recommends measures to -mitigate the increase in drainage runoff to be generated by proposed The Executive Summary briefly summarizes the report and recommendations. The recommendations are outlined in Section V of the report and the various miti- gation methods are discussed in Section IV. The primary effort will be to modify the existing basin drain and spillway of Basin No. 5 and partially excavate the proposed basin. Although not specifically called for in the Agreement, the hydrology model referenced in the report is presently being developed by Hall & Foreman and Bill Mann & Associates.. Any comments and /or recommendations you-have on the report will' be appre- ciated. Cordially, BI L C. MANN, .E. Consulting Knginecr BCM:sw Enclosure cc: Dave Hall, Engineering- Science w/encl Lew Neeb, Flood Control District w /encl Bob Schoenborn, City of Fontana w /encl 1 1 814 COMMERCENTER WEST - SUITE A • SAN BERNARDINO, CA 92408 • (714) 885 -4309 • (714) 885 -5418 BILL MANN & ASSOCIATES, INC. Civil Engineering • Drainage — Flood Control • Special Studies February 22, 1988 Mr. Barry Karcher -Barry 200 North Harbor Boulevard Suite 203 .Anaheim, California 92805 Subject: Design of San Sevaine Basin No. 5 Interim Development Mitigation Report Dear Mr. Barry: File: 87 -25 87 -27 Enclosed is a copy of the Interim Development Mitigation Report as required under Task No. 3 of the Agreement for the Design of San Sevaine Basin No. 5. The report reviews and recommends measures to mitigate the increase in drainage runoff to be generated by proposed developments. The Executive Summary briefly summarizes the report and recommendations. The recommendations are outlined in Section V of the report and the various miti- gation methods are discussed in Section IV. The primary effort will be to modify the existing basin drain and spillway of Basin No. 5 and partially excavate the proposed basin. Although not specifically called for in the Agreement, the hydrology model referenced in the report is presently being developed by Hall & Foreman and Bill Mann & Associates. Any comments and /or recommendations you have on the report will be appre- ciated. Cordially, BI L C. MANN, .E. Consulting ngineer BCM:sw Enclosure cc: Dave Hall, Engineering- Science w /encl Lew Neeb, Flood Control District w /e,ncl / Bob Schoenborn, City of Fontana w /encl/ 1814 COMMERCENTER WEST - SUITE A • SAN BERNARDINO, CA 92408 • (714) 885 -4309 • (714) 885 -5418 BILL- MANN & ASSOCIATES, INC. Civil. Engineering • Drainage -- Flood Control • Special Studies February 22, 1988 File: 87 -25 87 -27 Lewis Homes of California c/o Lewis /Coussoulis /Johnson Post Office Box 670 Upland, California 91785 Attention: Mr. Rick Gomes Senior Project Manager Subject: Design of San Sevaine Basin No. 5 Interim Development Mitigation Report Dear Mr. Gomes: Enclosed is a copy of the Interim Development Mitigation Report as required under Task No. 3'of the Agreement for the Design of San Sevaine Basin No. 5. The report reviews and recommends measures to mitigate the increase in drainage runoff to be generated by proposed developments. The Executive Summary briefly summarizes the report and recommendations. The recommendations are outlined in Section V of the report and the various miti— gation methods are discussed in Section IV. The primary effort will be to modify the existing basin drain and. spillway of Basin No. 5 and partially excavate the.proposed basin. Although not specifically called for in the Agreement, the hydrology model referenced in the report i's presently being developed by Hall & Foreman and Bill Mann & Associates. Any comments and /or recommendations you have on the report will -be appre— ciated. Cordially, BILL C. MAN �E. Consulting pngi.neer BCM:sw Enclosure cc: Dave Hall, Engineering— Science w /encl Lew Neeb, Flood Control District w /encl 'Bob Schoenborn, City of Fontana w /encl 1814 COMMERCENTER WEST - SUITE A • SAN BERNARDINO, CA 92408 • (714) 885 -4309 • (714) 885 -5418 BILL MANN & ASSOCIATES, INC. Civil Engineering • Drainage — Flood Control • Special Studies February 22, 1988 File: 87 -25 87 -27 Mr. David Mansfield The Centennial Group, Inc. 282 South Anita Drive Orange, California 92668 Subject: Design of San Sevaine'Basin No. 5 Interim Development Mitigation Report. Dear Mr. Mansfield: Enclosed is a copy of the Interim Development Mitigation Report as required under Task No. 3 of the Agreement for the Design of San Sevaine Basin No. 5. The report reviews and recommends measures to mitigate the increase in drainage runoff to be generated by proposed developments. The Executive Summary briefly summarizes the report and recommendations. The recommendations are outlined in Section V of the report and the various miti- gation. methods are discussed in Section IV. The primary effort will be to modify the existing basin drain and spillway of Basin No. 5 and partially excavate the proposed basin. Although not specifically called for in the Agreement, the hydrology model referenced in the report is presently being developed by Hall & Foreman and Bill Mann & Associates. Any comments and /or recommendations you have on the report will be appre- ciated. Cordially, 4t�c.. BI L C. MANN/,P.E. Consulting j?nsi.neer BCM:sw Enclosure cc: Dave Hall, Engineering- Science w /encl Lew Neeb, Flood Control District w /encl Bob Schoenborn, City of Fontana w /encl 1814 COMMERCENTER WEST - SUITE A • SAN BERNARDINO, CA 92408 • (714) 885 -4309 • (714) 885 -5418 BILL MANN Rc A SSOCIATES, INC. Civil Engineering • Drainage — Flood Control • Special Studies February 22, 1988 File: 87 -25 87 -27 Mr. Nicholas Pappas First City Properties, Inc. 8383 Wilshire Boulevard Suite 800 Beverly Hills, California 90211 Subject: Design of San Sevaine Basin No. 5 Interim Development Mitigation Report Dear Mr. Pappas: Enclosed is a copy of the Interim Development Mitigation Report as required under Task No. 3 of the Agreement for the Design of San Sevaine Basin No. 5. The report reviews and recommends measures to mitigate the increase in drainage runoff to be generated by proposed developments. The Executive Summary briefly summarizes the report and recommendations. The recommendations are outlined in Section V of the report and the various miti- gation methods are discussed in Section IV. The primary effort will be to modify the existing basin drain and spillway of Basin No. 5 and partially excavate the proposed basin. Although not specifically called for in the Agreement, the hydrology model referenced in the report is presently being developed by Hall & Foreman and Bill Mann & Associates. Any comments and /or recommendations you have on the report will be appre- ciated. Cordially, BILL C. MANN, E. Consulting gngineer - BCM:sw Enclosure cc: Dave Hall, Engineering- Science w /encl Lew Neeh, Flood Control District w /encl Bob Schoenborn, City of Fontana w /encl -' c. � . P. 1eO12P • �� s � ro co r) 1814 COMMERCENTER WEST - SUITE A • SAN BERNARDINO, CA 92408 • (714) 885 -4309 • (714) 885 -5418 T _ _ ....... .. --- _____ _ _ - iliVERTECH ____ , , INC __CONSULTANTS IN WATER RESOURCES ENGINEERING --- _.._. .__7.117._. c :..- =:- June 29, 1988 Mr. Pat Mead, P.E. Environmental Public Works Agency County of San Bernardino 825 East Third Street, Room 120 San Bernardino, CA 92415 -0835 Re: Proposed Concept for Stormwater Management - Rich Basin and Hawker - Crawford Channel. Dear Mr. Mead: In accordance with your advise, we are submitting a proposed concept to manage the stormwater in Rich Basin and Hawker - Crawford Channel. During our previous meetings, Mr. Lewis Neeb and yourself had indicated that Rich Basin and Hawker - Crawford Channel represent regional facilities that should be analyzed as integral parts of the San Sevaine retention basin system. In compliance with this requisite, we have developed a conceptual plan for Rich Basin and Hawker - Crawford Channel. The concept is based on a two - phased construction program. The first phase would offset the increased storm runoff as a result of the proposed Hunters Ridge Development. The second phase, or ultimate phase, would provide a solution for the fully developed watershed conditions. The following paragraphs describe the objectives of the proposed concept: • Provide a solution to allow progression of Hunters Ridge Development while satisfying the requirements of the Environmental Public Works Agency. • Provide regional facilities which meet the near future requirements and have the expansion capacity for fully developed watershed conditions. Our proposed concept is shown in the attached drawing entitled " Proposed Concept Plan for Rich Basin and Hawker - Crawford Channel ". Our preliminary hydrologic and 1400 QUAIL STREET / SUITE 210 / NEWPORT BEACH, CA 92660 / (714) 752 - 8722 Mr. Pat Mead, P.E. June 29, 1988 Page 2 . . . . hydraulic analysis, based on the revised criteria for detention basins, revealed that only a portion of the property allocated for detention at Rich Basin may be used to offset the increased runoff as a result of Hunters Ridge Development. Fortunately, the required storage is such that the proposed Rich Basin modifications will not fall under State of California jurisdiction. This is shown in the attached Figure. I would appreciate it proposed concept for mod Crawford Channel. After convenience, we would Neeb, and Ms. Vana Olson subject modifications. Sincerely, RIVERTECH IN . A/S" very much if you could review our ification of Rich Basin and Hawker - your review, and at your earliest like to meet with you, Mr. Lewis to obtain further guidance on the Hasan Nouri President HN:lg cc: Mr. Nicholas Pappas Mr. Ron Sheldon 1615 1610 1605 LL z z O 1600 w J W 1595 1590 158 i i i I I 1595.2=EXISilNG SPILLWAY ELEV. i I 1 i �2 �,,k, i " f i ST 1584.0 PILLWAY TOE ELEV. I 0 5 20 30 40 44.5 50 STORAGE -IN AC -FT. 60 70 80 mns RIVERTECH PROPOSED ELEVATION - STORAGE RELATIONSHIP FIGURE v INC AT RICH BASIN J. P. KAPP & ASSOCIATES, INC. CIVIL ENGINEERS, LAND PLANNERS, & SURVEYORS July 18, 1988 City of Fontana 8353 Sierra Fontana, California 92335 Attention: Bob Porter Subject: Hunter's Ridge Dear Bob: We are pleased to submit these hydrology calculations and map for the plan check on Hunter's Ridge project. This refinement of the previous calculations is based on a 25 year storm for main line, 100 year storm within the curbs, is consistent with the approved tentative map, and used the latest SBCFCD manual. Please give me a call when your plan check is completed so that we may discuss your comments. Sincerely, J. P. KAPP AND ASSOCIATES, INC. Ronald P. Sheldon, P.E. Vice President /Project Manager RPS /jk Attachments 15892 PASADENA AVE., TUSTIN, CALIFORNIA 92680, 714/730 -5757 J. P. KAPP & ASSOCIATES, NC. CIVIL ENGINEERS, LAND PLANNERS, &SURVEYORS July 8, 1988 George Caswell City of Fontana Public Works Department 8353 Sierra Avenue Fontana, California 92335 Subject: Hunter's Ridge Dear George: Please find attached a copy of our conceptual proposal recently submitted to the San Bernardino Flood Control District for the improvement of Rich Basin. We are suggesting these improvements as mitigation of the peak flows for the Hunter's Ridge project. Should you have any comments, your prompt written response is appreciated. Sincerely, Ronald P. Sheldon, P.E. Vice President Attachments RPS : j s cc: Nick Papas Diana Needham Reed Flory Bob Porter , �eJ' 1 90 T 4 - 0 15892 PASADENA AVE., TUSTIN, CALIFORNIA 92680, 714/730 -5757