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HomeMy WebLinkAboutMaster Storm Drain Hydrology Vol V h(Reer e?OteMetelt, _IIP CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING MASTER STORM DRAIN HYDROLOGY CALCS. a FOR THE CITY OF FONTANA VOL. V BY HALL & FOREMAN, INC. 3170 REDHILL AVE. COSTA MESA, CA 92626 (714)641 -8777 MAY, 1992 JOB #4042 HYDRCALC ,vs •w Aio leo ar •.r 13821 NEWPORT AVENUE • SUITE 200 • TUSTIN, CALIFORNIA 92680 -7803 • (714) 544-3404 • FAX (714) 544-3155 �`"° TUSTIN • ONTARIO MASTER STORM DRAINAGE PLAN REFERENCE INDEX (ALL VOLUMES) Volume I - Engineer's Report Summary Report Detention Basin Policy and Design Criteria Cost Estimates Exhibit Map Storm Drain Profiles Volume IA - Hawker - Crawford Channel and Rich Basin Drainage Analysis Discussion Calculations Recommendations Cost Estimates Volume II A, B, C and D Systems Hydrology Calculations Volume III Lines T -1 to T -8 and West Fontana Channel (East of Hemlock) Hydrology Calculations Street Capacity Charts. Volume V Lines DZ -4 thru DZ -16, Lines M1 thru M8 and the I -10 Channel System Hydrology Calculations Lines SS2 thru SS11, Lines T1C through T4C, and West Fontana Channel Hydrology Calculations Street Capacity Calculations INDEX Volume I .• 1. Report 2. Cost Estimates 3. Plan and Profile Sheets Volume IA 1. Hawker - Crawford Channel 2. Rich Basin Volume II 1. Line "A" a. Hawker 1 b. Hawker 2 c. Crawford 2. Line "B" a. Line "B -3" b. Line "B -5" 3. Line "C" 4. Line "D" a. Line "DA" Volume III 1. Lines T -1 to T -8 2. West Fontana Channel (East of Hemlock) 3. Street Capacity Charts Volume IV 1. Lines DZ -4 to DZ -7 2. Lines DZ -8 to DZ -10 3. Lines DZ -11 to DZ -16 4. Lines M1 to M8 5. I -10 Channel Volume V 1. Lines SS -2 - SS -2D 2. Lines SS -5A - SS -7 3. Lines SS -8 - SS -11 4. Lines T -1 to T -4 5. West Fontana Channel (West of Hemlock) 6. Street Capacity Calculations Ew 4- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN, INC. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D. PLAN: LINE SS -2 * Q 25 -YEAR, NOT DESIGN Q • * L. GATES, J.N. 4042 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONTSS2.DAT • TIME /DATE OF STUDY: 14:14 1/30/1992 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 1 " *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .950 ' 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.400 :OMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1070 SLOPE OF INTENSITY DURATION CURVE = .6000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 265.00 TO NODE 265.10 IS CODE = 2 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< DEVELOPMENT IS COMMERCIAL • TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 • UPSTREAM ELEVATION(FEET) = 1116.00 DOWNSTREAM ELEVATION(FEET) = 1109.00 ELEVATION DIFFERENCE(FEET) = 7.00 TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 7.00)] ** .20 = 12.997 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.772 ". SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 . SUBAREA RUNOFF(CFS) = 24.07 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 24.07 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 265.10 TO NODE 266.10 IS CODE = 5 •» »COMPUTE TRAPEZOIDAL- CHANNEL FLOW« «< - » »>TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1109.00 ... DOWNSTREAM NODE ELEVATION(FEET) = 1097.00 . CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 CHANNEL FLOW THRU SUBAREA(CFS) = 24.07 41 " FLOW VELOCITY(FEET /SEC.) = 1.70 FLOW DEPTH(FEET) = .20 :RAVEL TIME(MIN.) = 9.34 TC(MIN.) = 22.34 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 266.00 TO NODE 266.10 IS CODE = 8 • » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.003 SOIL CLASSIFICATION IS "A" vs COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 17.15 ,. EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH /HR) = .097 4 ' TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 34.30 TC(MIN) = 22.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 266.10 TO NODE 267.10 IS CODE = 5 » » >COMPUTE TRAPEZOIDAL - CHANNEL FLOW« «< ^• » »> TRAVEL TIME THRU SUBAREA ««< b" UPSTREAM NODE ELEVATION(FEET) = 1097.00 DOWNSTREAM NODE ELEVATION(FEET) = 1086.40 '� CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 :HANNEL BASE(FEET) = 50.00 "Z" FACTOR = 99.990 "" MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 CHANNEL FLOW THRU SUBAREA(CFS) = 34.30 • FLOW VELOCITY(FEET /SEC.) = 1.78 FLOW DEPTH(FEET) = .26 „, TRAVEL TIME(MIN.) = 8.91 TC(MIN.) = 31.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 40 FLOW PROCESS FROM NODE 267.00 TO NODE 267.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.637 SOIL CLASSIFICATION IS "A" • COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 17.00 SUBAREA RUNOFF(CFS) = 23.57 EFFECTIVE AREA(ACRES) = 37.00 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 37.00 gar PEAK FLOW RATE(CFS) = 51.29 TC(MIN) = 31.25 +********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 267.10 TO NODE 268.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< • DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.5 INCHES „. PIPE -FLOW VELOCITY(FEET /SEC.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 1077.30 - DOWNSTREAM NODE ELEVATION(FEET) = 1075.30 .. FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 s• PIPE - FLOW(CFS) = 51.29 TRAVEL TIME(MIN.) = 1.02 TC(MIN.) = 32.27 4. ********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 268.00 TO NODE 268.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.606 SOIL CLASSIFICATION IS "A" , COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 37.00 SUBAREA RUNOFF(CFS) = 50.25 - EFFECTIVE AREA(ACRES) = 74.00 AVERAGED Fm(INCH /HR) = .097 • TOTAL AREA(ACRES) = 74.00 PEAK FLOW RATE(CFS) = 100.51 ' TC(MIN) = 32.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 268.10 TO NODE 269.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< • » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< . DEPTH OF FLOW IN 54.0 INCH PIPE IS 38.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.2 4 " UPSTREAM NODE ELEVATION(FEET) = 1075.30 DOWNSTREAM NODE ELEVATION(FEET) = 1073.30 ' FLOW LENGTH(FEET) = 550.00 MANNING'S N = .013 ;STIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 100.51 TRAVEL TIME(MIN.) = 1.12 TC(MIN.) = 33.39 4111 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 269.00 TO NODE 269.10 IS CODE = 8 •.• » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.574 SOIL CLASSIFICATION IS "A" 4 " COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 45.00 SUBAREA RUNOFF(CFS) = 59.80 EFFECTIVE AREA(ACRES) = 119.00 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 119.00 PEAK FLOW RATE(CFS) = 158.14 TC(MIN) = 33.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 269.10 TO NODE 264.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< .. » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 60.0 INCH PIPE IS 48.4 INCHES ?IPE -FLOW VELOCITY(FEET /SEC.) = 9.3 UPSTREAM NODE ELEVATION(FEET) = 1073.30 �„ DOWNSTREAM NODE ELEVATION(FEET) = 1071.10 FLOW LENGTH(FEET) = 550.00 MANNING'S N = .013 „ ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 158.14 TRAVEL TIME(MIN.) = .98 TC(MIN.) = 34.37 ?LOW PROCESS FROM NODE 270.00 TO NODE 264.10 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« .0 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.546 SOIL CLASSIFICATION IS "A" . COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 45.00 SUBAREA RUNOFF(CFS) = 58.70 . EFFECTIVE AREA(ACRES) = 164.00 AVERAGED Fm(INCH/HR) = .097 0 TOTAL AREA(ACRES) = 164.00 PEAK FLOW RATE(CFS) = 213.94 TC(MIN) = 34.37 • END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 164.00 TC(MIN.) = 34.37 EFFECTIVE AREA(ACRES) = 164.00 AVERAGED Fm(INCH/HR)= .10 • PEAK FLOW RATE(CFS) = 213.94 END OF RATIONAL METHOD ANALYSIS 1 40 40 40 04 40 44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN, INC. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** 4 S. FONTANA MASTER S.D. PLAN: LINE SS -2 * Q 100 -YEAR, DESIGN Q * im * L. GATES, J.N. 4042 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONTSS2.DAT A " TIME /DATE OF STUDY: 14:13 1/30/1992 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 A" *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .950 ' 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.400 :OMPUTED RAINFALL INTENSITY DATA: • STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .6000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 265.00 TO NODE 265.10 IS CODE = 2 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 " UPSTREAM ELEVATION(FEET) = 1116.00 DOWNSTREAM ELEVATION(FEET) = 1109.00 ELEVATION DIFFERENCE(FEET) = 7.00 TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 7.00)] ** .20 = 12.997 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.505 .r SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 . SUBAREA RUNOFF(CFS) = 30.67 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 30.67 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** wr FLOW PROCESS FROM NODE 265.10 TO NODE 266.10 IS CODE = 5 .» »COMPUTE TRAPEZOIDAL- CHANNEL FLOW ««< • » » >TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 1109.00 ,." DOWNSTREAM NODE ELEVATION(FEET) = 1097.00 . CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 99.990 •* MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 CHANNEL FLOW THRU SUBAREA(CFS) = 30.67 '" FLOW VELOCITY(FEET /SEC.) = 1.80 FLOW DEPTH(FEET) = .23 2RAVEL TIME(MIN.) = 8.80 TC(MIN.) = 21.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 266.00 TO NODE 266.10 IS CODE = 8 • » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.570 SOIL CLASSIFICATION IS "A" as COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 22.26 "" EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 44.52 " TC(MIN) = 21.80 wr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 266.10 TO NODE 267.10 IS CODE = 5 » » >COMPUTE TRAPEZOIDAL - CHANNEL FLOW « «< • » »> TRAVEL TIME THRU SUBAREA « «< °" UPSTREAM NODE ELEVATION(FEET) = 1097.00 DOWNSTREAM NODE ELEVATION(FEET) = 1086.40 "" CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 ,HANNEL BASE(FEET) = 50.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 CHANNEL FLOW THRU SUBAREA(CFS) = 44.52 • FLOW VELOCITY(FEET /SEC.) = 1.91 FLOW DEPTH(FEET) = .29 • TRAVEL TIME(MIN.) = 8.29 TC(MIN.) = 30.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -W FLOW PROCESS FROM NODE 267.00 TO NODE 267.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < "" 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.118 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 17.00 SUBAREA RUNOFF(CFS) = 30.92 EFFECTIVE AREA(ACRES) = 37.00 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 37.00 ,rr PEAK FLOW RATE(CFS) = 67.31 TC(MIN) = 30.09 . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 267.10 TO NODE 268.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< • DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.1 INCHES m PIPE -FLOW VELOCITY(FEET /SEC.) = 8.0 UPSTREAM NODE ELEVATION(FEET) = 1077.30 ... DOWNSTREAM NODE ELEVATION(FEET) = 1075.30 r FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 67.31 TRAVEL TIME(MIN.) = .94 TC(MIN.) = 31.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 268.00 TO NODE 268.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< w ," 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.080 SOIL CLASSIFICATION IS "A" ,., COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 37.00 SUBAREA RUNOFF(CFS) = 66.02 . EFFECTIVE AREA(ACRES) = 74.00 AVERAGED Fm(INCH /HR) _ .097 +• TOTAL AREA(ACRES) = 74.00 PEAK FLOW RATE(CFS) = 132.04 • TC(MIN) = 31.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 268.10 TO NODE 269.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< • » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< • DEPTH OF FLOW IN 57.0 INCH PIPE IS 46.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.6 . UPSTREAM NODE ELEVATION(FEET) = 1075.30 DOWNSTREAM NODE ELEVATION(FEET) = 1073.30 - FLOW LENGTH(FEET) = 550.00 MANNING'S N = .013 '!STIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 '' PIPE - FLOW(CFS) = 132.04 TRAVEL TIME(MIN.) = 1.07 TC(MIN.) = 32.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 269.00 TO NODE 269.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.038 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 45.00 SUBAREA RUNOFF(CFS) = 78.60 • EFFECTIVE AREA(ACRES) = 119.00 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 119.00 PEAK FLOW RATE(CFS) = 207.86 TC(MIN) = 32.09 ar ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 269.10 TO NODE 264.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< • » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 4 ' ® DEPTH OF FLOW IN 69.0 INCH PIPE IS 50.8 INCHES ?IPE -FLOW VELOCITY(FEET /SEC.) = 10.1 "" UPSTREAM NODE ELEVATION(FEET) = 1073.30 DOWNSTREAM NODE ELEVATION(FEET) = 1071.10 FLOW LENGTH(FEET) = 550.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 207.86 TRAVEL TIME(MIN.) = .90 TC(MIN.) = 33.00 • 0. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ?LOW PROCESS FROM NODE 270.00 TO NODE 264.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.004 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 45.00 SUBAREA RUNOFF(CFS) = 77.24 • EFFECTIVE AREA(ACRES) = 164.00 AVERAGED Fm(INCH /HR) = .097 . TOTAL AREA(ACRES) = 164.00 PEAK FLOW RATE(CFS) = 281.49 • TC(MIN) = 33.00 °' END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 164.00 TC(MIN.) = 33.00 - I" EFFECTIVE AREA(ACRES) = 164.00 AVERAGED Fm(INCH /HR)= .10 PEAK FLOW RATE(CFS) = 281.49 • END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN, INC. ************************** DESCRIPTION OF STUDY ************************** * S. FONTANA MASTER S.D. PLAN, LINE SS-2A * Q 25-YEAR, NOT DESIGN Q • * L. GATES, J.N. 4042 ************************************************************************** FILE NAME: SFONSS2A.DAT • TIME/DATE OF STUDY: 12:42 4/10/1992 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 m *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .950 m 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: 41° STORM EVENT = 25.00 1-HOUR INTENSITY(INCH/HOUR) = 1.1070 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************************************************** FLOW PROCESS FROM NODE 480.00 TO NODE 480.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS COMMERCIAL m TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00 m UPSTREAM ELEVATION(FEET) = 1168.00 DOWNSTREAM ELEVATION(FEET) = 1157.00 • ELEVATION DIFFERENCE(FEET) = 11.00 TC(MIN.) = .304*[( 900.00** 3.00)/( 11.00)]** .20 = 11.147 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.039 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 26.48 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 26.48 .„,**************************************************************************** FLOW PROCESS FROM NODE 480.10 TO NODE 481.10 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW««< • •>>>>TRAVEL TIME THRU SUBAREA«<« • UPSTREAM NODE ELEVATION(FEET) = 1151.00 DOWNSTREAM NODE ELEVATION(FEET) = 1143.00 m CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL BASE(FEET) = 40.00 "Z" FACTOR = 99.990 .,, MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 CHANNEL FLOW THRU SUBAREA(CFS) = 26.48 mr FLOW VELOCITY(FEET /SEC.) = 1.80 FLOW DEPTH(FEET) = .23 RAVEL TIME(MIN.) = 5.56 TC(MIN.) = 16.71 '. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 481.00 TO NODE 481.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.384 SOIL CLASSIFICATION IS "A" a.. COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 20.58 ". EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH /HR) = .097 `w TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 41.17 • TC(MIN) = 16.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 481.10 TO NODE 482.10 IS CODE = 5 » »>COMPUTE TRAPEZOIDAL- CHANNEL FLOW« «< • » »> TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 1143.00 DOWNSTREAM NODE ELEVATION(FEET) = 1138.00 • CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 CHANNEL BASE(FEET) = 40.00 "Z" FACTOR = 99.990 • 4ANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 CHANNEL FLOW THRU SUBAREA(CFS) = 41.17 "" FLOW VELOCITY(FEET /SEC.) = 1.59 FLOW DEPTH(FEET) = .35 TRAVEL TIME(MIN.) = 6.82 TC(MIN.) = 23.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 482.00 TO NODE 482.10 IS CODE = 8 • » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.941 SOIL CLASSIFICATION IS "A" "` COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 33.19 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH /HR) = .097 • TOTAL AREA(ACRES) = 40.00 m PEAK FLOW RATE(CFS) = 66.39 TC(MIN) = 23.53 .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 482.10 TO NODE 483.10 IS CODE = 5 » »>COMPUTE TRAPEZOIDAL- CHANNEL FLOW ««< » »> TRAVEL TIME THRU SUBAREA ««< "" JPSTREAM NODE ELEVATION(FEET) = 1138.00 DOWNSTREAM NODE ELEVATION(FEET) = 1130.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 CHANNEL BASE(FEET) = 40.00 "Z" FACTOR = 99.990 4 . MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 CHANNEL FLOW THRU SUBAREA(CFS) = 66.39 FLOW VELOCITY(FEET /SEC.) = 2.19 FLOW DEPTH(FEET) = .39 TRAVEL TIME(MIN.) = 4.94 TC(MIN.) = 28.47 ..********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 483.00 TO NODE 483.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.731 ' SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 "" SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 29.42 EFFECTIVE AREA(ACRES) = 60.00 AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 60.00 PEAK FLOW RATE(CFS) = 88.26 err TC(MIN) = 28.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4 ° FLOW PROCESS FROM NODE 483.10 TO NODE 484.10 IS CODE = 3 4 ° » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< wr » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.6 . UPSTREAM NODE ELEVATION(FEET) = 1130.00 DOWNSTREAM NODE ELEVATION(FEET) = 1110.00 • FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 • PIPE- FLOW(CFS) = 88.26 TRAVEL TIME(MIN.) = 1.59 TC(MIN.) = 30.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 484.00 TO NODE 484.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.676 SOIL CLASSIFICATION IS "A" ... COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 56.84 ... EFFECTIVE AREA(ACRES) = 100.00 AVERAGED Fm(INCH /HR) _ .097 "'n TOTAL AREA(ACRES) = 100.00 PEAK FLOW RATE(CFS) = 142.09 "" TC(MIN) = 30.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "" FLOW PROCESS FROM NODE 484.10 TO NODE 485.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< . DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.8 • JPSTREAM NODE ELEVATION(FEET) = 1110.00 DOWNSTREAM NODE ELEVATION(FEET) = 1105.00 4 ' FLOW LENGTH(FEET) = 1050.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 142.09 TRAVEL TIME(MIN.) = 1.79 TC(MIN.) = 31.85 *-************************************************************************** PLOW PROCESS FROM NODE 485.00 TO NODE 485.10 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.619 . SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 wo SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 109.56 EFFECTIVE AREA(ACRES) = 180.00 am AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 180.00 • PEAK FLOW RATE(CFS) = 246.52 TC(MIN) = 31.85 411. **************************************************************************** FLOW PROCESS FROM NODE 485.10 TO NODE 486.10 IS CODE = 3 • >>>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 75.0 INCH PIPE IS 60.6 INCHES 41 PIPE-FLOW VELOCITY(FEET/SEC.) = 9.3 UPSTREAM NODE ELEVATION(FEET) = 1105.00 A" DOWNSTREAM NODE ELEVATION(FEET) = 1100.00 FLOW LENGTH(FEET) = 1700.00 MANNING'S N = .013 *NW ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 246.52 • TRAVEL TIME(MIN.) = 3.05 TC(MIN.) = 34.90 **************************************************************************** FLOW PROCESS FROM NODE 486.00 TO NODE 486.10 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.532 ' SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 100.00 SUBAREA RUNOFF(CFS) = 129.17 EFFECTIVE AREA(ACRES) = 280.00 AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 280.00 PEAK FLOW RATE(CFS) = 361.66 TC(MIN) = 34.90 **************************************************************************** 4811 FLOW PROCESS FROM NODE 486.10 TO NODE 487.10 IS CODE = 3 *IN >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 78.0 INCH PIPE IS 58.9 INCHES • PIPE-FLOW VELOCITY(FEET/SEC.) = 13.4 UPSTREAM NODE ELEVATION(FEET) = 1100.00 DOWNSTREAM NODE ELEVATION(FEET) = 1092.00 . ?LOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 361.66 TRAVEL TIME(MIN.) = 1.67 TC(MIN.) = 36.58 **************************************************************************** • FLOW PROCESS FROM NODE 487.00 TO NODE 487.10 IS CODE = 8 •»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.490 • SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 . SUBAREA AREA(ACRES) = 130.00 SUBAREA RUNOFF(CFS) = 162.95 EFFECTIVE AREA(ACRES) = 410.00 40 AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 410.00 410 PEAK FLOW RATE(CFS) = 513.92 TC(MIN) = 36.58 • **************************************************************************** FLOW PROCESS FROM NODE 487.10 TO NODE 488.10 IS CODE = 3 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<«< -411 DEPTH OF FLOW IN 96.0 INCH PIPE IS 77.2 INCHES . PIPE-FLOW VELOCITY(FEET/SEC.) = 11.9 UPSTREAM NODE ELEVATION(FEET) = 1092.00 wi DOWNSTREAM NODE ELEVATION(FEET) = 1083.00 FLOW LENGTH(FEET) = 2600.00 MANNING'S N = .013 • ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 513.92 TRAVEL TIME(MIN.) = 3.65 TC(MIN.) = 40.23 c************************************************************************* FLOW PROCESS FROM NODE 488.00 TO NODE 488.10 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.407 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 4. SUBAREA AREA(ACRES) = 170.00 SUBAREA RUNOFF(CFS) = 200.43 EFFECTIVE AREA(ACRES) = 580.00 ' AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 580.00 PEAK FLOW RATE(CFS) = 683.83 TC(MIN) = 40.23 . END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 580.00 TC(MIN.) = 40.23 EFFECTIVE AREA(ACRES) = 580.00 AVERAGED Fm(INCH/HR)= .10 PEAK FLOW RATE(CFS) = 683.83 10 END OF RATIONAL METHOD ANALYSIS .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN, INC. • * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D. PLAN, LINE SS -2A * 41 * Q 100 -YEAR, DESIGN Q * * L. GATES, J.N. 4042 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ar FILE NAME: SFONSS2A.DAT TIME /DATE OF STUDY: 12:28 4/10/1992 b.. USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - mil USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 in 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) = .950 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: 3TORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .6000 ar ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +.. FLOW PROCESS FROM NODE 480.00 TO NODE 480.10 IS CODE = 2 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ' DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1168.00 DOWNSTREAM ELEVATION(FEET) = 1157.00 . ELEVATION DIFFERENCE(FEET) = 11.00 TC(MIN.) = .304 *[( 900.00 ** 3.00)/( 11.00)] ** .20 = 11.147 • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.844 SOIL CLASSIFICATION IS "A" +r COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA RUNOFF(CFS) = 33.72 ,. TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 33.72 ar ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** " FLOW PROCESS FROM NODE 480.10 TO NODE 481.10 IS CODE = 5 ".r » » >COMPUTE TRAPEZOIDAL- CHANNEL FLOW««< >» »TRAVEL TIME THRU SUBAREA««< + UPSTREAM NODE ELEVATION(FEET) = 1151.00 DOWNSTREAM NODE ELEVATION(FEET) = 1143.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 Aso CHANNEL BASE(FEET) = 40.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 A% CHANNEL FLOW THRU SUBAREA(CFS) = 33.72 FLOW VELOCITY(FEET/SEC.) = 1.93 FLOW DEPTH(FEET) = .26 'RAVEL TIME(MIN.) = 5.18 TC(MIN.) = 16.32 **************************************************************************** FLOW PROCESS FROM NODE 481.00 TO NODE 481.10 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.057 am SOIL CLASSIFICATION IS "A' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 4° SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 26.64 EFFECTIVE AREA(ACRES) = 20.00 4 " AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 53.28 TC(MIN) = 16.32 **************************************************************************** • FLOW PROCESS FROM NODE 481.10 TO NODE 482.10 IS CODE = 5 • >>>»COMPUTE TRAPEZOIDAL-CHANNEL FLOW««< >>>»TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1143.00 • DOWNSTREAM NODE ELEVATION(FEET) = 1138.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 CHANNEL BASE(FEET) = 40.00 "Z" FACTOR = 99.990 1ANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 CHANNEL FLOW THRU SUBAREA(CFS) = 53.28 - FLOW VELOCITY(FEET/SEC.) = 1.76 FLOW DEPTH(FEET) = .39 TRAVEL TIME(MIN.) = 6.15 TC(MIN.) = 22.47 FLOW PROCESS FROM NODE 482.00 TO NODE 482.10 IS CODE = 8 >>>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.524 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 43.68 m EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH/HR) = .097 m TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 87.35 Als TC(MIN) = 22.47 **************************************************************************** FLOW PROCESS FROM NODE 482.10 TO NODE 483.10 IS CODE = 5 • >>>»COMPUTE TRAPEZOIDAL-CHANNEL FLOW««< >>>>>TRAVEL TIME THRU SUBAREA««< JPSMEAM NODE ELEVATION(FEET) = 1138.00 DOWNSTREAM NODE ELEVATION(FEET) = 1130.00 war CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 CHANNEL BASE(FEET) = 40.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 ' CHANNEL FLOW THRU SUBAREA(CFS) = 87.35 FLOW VELOCITY(FEET /SEC.) = 2.37 FLOW DEPTH(FEET) = .44 ' TRAVEL TIME(MIN.) = 4.56 TC(MIN.) = 27.04 * w******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 483.00 TO NODE 483.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.259 m SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 "` SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 38.91 EFFECTIVE AREA(ACRES) = 60.00 • AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 60.00 • PEAK FLOW RATE(CFS) = 116.73 • TC(MIN) = 27.04 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** m FLOW PROCESS FROM NODE 483.10 TO NODE 484.10 IS CODE = 3 m » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.0 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 14.4 UPSTREAM NODE ELEVATION(FEET) = 1130.00 DOWNSTREAM NODE ELEVATION(FEET) = 1110.00 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 • ?IPE- FLOW(CFS) = 116.73 TRAVEL TIME(MIN.) = 1.50 TC(MIN.) = 28.54 ..********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 484.00 TO NODE 484.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.186 ' SOIL CLASSIFICATION IS "A" - COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 75.22 EFFECTIVE AREA(ACRES) = 100.00 AVERAGED Fm(INCH /HR) = .097 .r TOTAL AREA(ACRES) = 100.00 PEAK FLOW RATE(CFS) = 188.05 • TC(MIN) = 28.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 484.10 TO NODE 485.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< . DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.5 • JPSTREAM NODE ELEVATION(FEET) = 1110.00 DOWNSTREAM NODE ELEVATION(FEET) = 1105.00 *" FLOW LENGTH(FEET) = 1050.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 188.05 TRAVEL TIME(MIN.) = 1.67 TC(MIN.) = 30.21 'LOW PROCESS FROM NODE 485.00 TO NODE 485.10 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< a 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.113 . SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 41 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 145.16 EFFECTIVE AREA(ACRES) = 180.00 AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 180.00 PEAK FLOW RATE(CFS) = 326.60 TC(MIN) = 30.21 **************************************************************************** . FLOW PROCESS FROM NODE 485.10 TO NODE 486.10 IS CODE = 3 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<«< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 84.0 INCH PIPE IS 66.5 INCHES Al' PIPE-FLOW VELOCITY(FEET/SEC.) = 10.0 UPSTREAM NODE ELEVATION(FEET) = 1105.00 A " . DOWNSTREAM NODE ELEVATION(FEET) = 1100.00 FLOW LENGTH(FEET) = 1700.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 326.60 TRAVEL TIME(MIN.) = 2.83 TC(MIN.) = 33.05 • **************************************************************************** FLOW PROCESS FROM NODE 486.00 TO NODE 486.10 IS CODE = 8 >>>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.002 • SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 100.00 SUBAREA RUNOFF(CFS) = 171.48 • EFFECTIVE AREA(ACRES) = 280.00 AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 280.00 PEAK FLOW RATE(CFS) = 480.16 • TC(MIN) = 33.05 **************************************************************************** 46 FLOW PROCESS FROM NODE 486.10 TO NODE 487.10 IS CODE = 3 • >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 87.0 INCH PIPE IS 65.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.5 a UPSTREAM NODE ELEVATION(FEET) = 1100.00 DOWNSTREAM NODE ELEVATION(FEET) = 1092.00 . ?LOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 480.16 TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 34.60 **************************************************************************** 44 ' FLOW PROCESS FROM NODE 487.00 TO NODE 487.10 IS CODE = 8 .»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« "" 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.948 . SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 • SUBAREA AREA(ACRES) = 130.00 SUBAREA RUNOFF(CFS) = 216.55 EFFECTIVE AREA(ACRES) = 410.00 a AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 410.00 a PEAK FLOW RATE(CFS) = 682.96 TC(MIN) = 34.60 **************************************************************************** FLOW PROCESS FROM NODE 487.10 TO NODE 488.10 IS CODE = 3 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 108.0 INCH PIPE IS 84.3 INCHES . PIPE-FLOW VELOCITY(FEET/SEC.) = 12.8 UPSTREAM NODE ELEVATION(FEET) = 1092.00 • DOWNSTREAM NODE ELEVATION(FEET) = 1083.00 FLOW LENGTH(FEET) = 2600.00 MANNING'S N = .013 • ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 682.96 • TRAVEL TIME(MIN.) = 3.38 TC(MIN.) = 37.99 c************************************************************************* FLOW PROCESS FROM NODE 488.00 TO NODE 488.10 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.842 • SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 a' SUBAREA AREA(ACRES) = 170.00 SUBAREA RUNOFF(CFS) = 266.96 EFFECTIVE AREA(ACRES) = 580.00 4 " AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 580.00 PEAK FLOW RATE(CFS) = 910.80 TC(MIN) = 37.99 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 580.00 TC(MIN.) = 37.99 . EFFECTIVE AREA(ACRES) = 580.00 AVERAGED Fm(INCH/HR)= .10 PEAK FLOW RATE(CFS) = 910.80 a END OF RATIONAL METHOD ANALYSIS • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN, INC. ,r * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D. PLAN: LINE SS -2B . Q 100 -YEAR, DESIGN Q - REVISED CALC'S 10/13/93 r B. EVERSON - J.N. 4042 - SFONSS2B.DAT (INPUT), SFONSSSB.10T (OUTPUT) +**************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "' FILE NAME: SFONSS2B.DAT TIME /DATE OF STUDY: 15:51 10/13/1993 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) = .950 )0 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.400 .>OMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4000 "" SLOPE OF INTENSITY DURATION CURVE = .6000 c******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 470.00 TO NODE 470.10 IS CODE = 2 - » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< m DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 , s. INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1116.00 al DOWNSTREAM ELEVATION(FEET) = 1100.00 ELEVATION DIFFERENCE(FEET) = 16.00 • TC(MIN.) = .304 *[( 900.00 ** 3.00)/( 16.00)] ** .20 = 10.342 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.020 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA RUNOFF(CFS) = 35.31 mo TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 35.31 .******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 470.10 TO NODE 471.10 IS CODE = 5 .-» »COMPUTE TRAPEZOIDAL - CHANNEL FLOW« «< » » >TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 1100.00 DOWNSTREAM NODE ELEVATION(FEET) = 1095.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 . CHANNEL BASE(FEET) = 40.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 CHANNEL FLOW THRU SUBAREA(CFS) = 35.31 LOW VELOCITY(FEET /SEC.) = 1.56 FLOW DEPTH(FEET) = .32 TRAVEL TIME(MIN.) = 6.43 TC(MIN.) = 16.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** In FLOW PROCESS FROM NODE 471.00 TO NODE 471.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.008 .. SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR),= .0970 Ass SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 26.20 EFFECTIVE AREA(ACRES) = 20.00 40 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 20.00 • PEAK FLOW RATE(CFS) = 52.41 TC(MIN) = 16.77 mm********************.************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 471.10 TO NODE 472.10 IS CODE = 5 » » >COMPUTE TRAPEZOIDAL - CHANNEL FLOW« » » > TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1095.00 «.. DOWNSTREAM NODE ELEVATION(FEET) = 1090.00 9ANNEL LENGTH THRU SUBAREA(FEET) = 650.00 C HANNEL BASE(FEET) = 40.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 CHANNEL FLOW THRU SUBAREA(CFS) = 52.41 FLOW VELOCITY(FEET /SEC.) = 1.73 FLOW DEPTH(FEET) = .39 TRAVEL TIME(MIN.) = 6.25 TC(MIN.) = 23.02 +******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 472.00 TO NODE 472.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.487 mms SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 l SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 43.03 EFFECTIVE AREA(ACRES) = 40.00 In AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 86.05 TC(MIN) = 23.02 ar ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** x. FLOW PROCESS FROM NODE 472.10 TO NODE 473.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.4 INCHES • PIPE -FLOW VELOCITY(FEET /SEC.) = 12.8 UPSTREAM NODE ELEVATION(FEET) = 1090.00 • DOWNSTREAM NODE ELEVATION(FEET) = 1071.00 FLOW LENGTH(FEET) = 1400.00 MANNING'S N = .013 ,,. ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 86.05 TRAVEL TIME(MIN.) = 1.82 TC(MIN.) = 24.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** " FLOW PROCESS FROM NODE 473.00 TO NODE 473.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.376 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 ,, SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 82.06 EFFECTIVE AREA(ACRES) = 80.00 . AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 80.00 4. PEAK FLOW RATE(CFS) = 164.11 TC(MIN) = 24.84 +***** **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM 473.10 TO NODE 474.10 IS CODE = 3 > »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »>- »USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< - DEPTH OF FLOW IN 66:0 INCH PIPE IS 49.1 INCHES "„ PIPE -FLOW VELOCITY(FEET /SEC.) = 8.7 UPSTREAM NODE ELEVATION(FEET) = 1071.00 - DOWNSTREAM NODE ELEVATION(FEET) = 1067.00 'LOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 164.11 - TRAVEL TIME(MIN.) = 2.50 TC(MIN.) = 27.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 474.00 TO NODE 474.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< - 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.243 - SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 ,. SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 154.53 EFFECTIVE AREA(ACRES) = 160.00 41 " AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 160.00 ' PEAK FLOW RATE(CFS) = 309.07 TC(MIN) = 27.35 k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 474.10 TO NODE 475.10 IS CODE = 3 , » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » > USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< °SPTH OF FLOW IN 81.0 INCH PIPE IS 65.4 INCHES IPE -FLOW VELOCITY(FEET /SEC.) = 10.0 UPSTREAM NODE ELEVATION(FEET) = 1067.00 4 ` DOWNSTREAM NODE ELEVATION(FEET) = 1063.00 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 "" ESTIMATED PIPE DIAMETER(INCH) = 81.00 NUMBER OF PIPES = 1 mo PIPE - FLOW(CFS) = 309.07 TRAVEL TIME(MIN.) = 2.17 TC(MIN.) = 29.52 ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** LOW PROCESS FROM NODE 475.00 TO NODE 475.10 IS CODE = 8 '" » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< " 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.143 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS,RATE,,Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 8 „ 00 - SUBAREARJNOFF(CFS) = 147.30 ' EFFECTIVE AREA(ACRES) = 240.00 ' ---) ` AVERAGED Fm(INCH/HR) = .097 v "�' TOTAL AREA(ACRES) = 240.00 • PEAK FLOW RATE(CFS) = 441.90 TC(MIN) = 29.52 iv******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 475.10 TO NODE 476.10 IS CODE = 3 » » >COMPUTE PIPE --FLOW TRAVEL TIME THRU SUBAREA««< " » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 4,1 DEPTH OF FLOW IN 96.0 NCHPIPE IS 73.3 INCHES � PIPE -FLOW VELOCITY (FEE ' UPSTREAM NODE ELEVATION(FEET) = 1053.00 DOWNSTREAM NODE ELEVATION(FEET) = 1059.00 FLOW LENGTH(FEET) = 1400.00 MANNING'S N = .013 - ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 'TPE-FLOW(CFS) = 441.90 RAVEL TIME(MIN.) = 2.17 TC(MIN.) = 31.69 r ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 476.00 TO NODE 476.10 IS CODE = 8 - » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.053 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 ,.,, SUBAREA AREA(ACRES) = r Es00:;7-.S . IZBAREA RUNOFF(CFS) = 154.95 EFFECTIVE AREA(ACRES) = 328.0b' �"`--'°� - - -•� ,,,, AVERAGED Fm(INCH/HR) = .097 �--� / , _ ' TOTAL AREA(ACRES) = 328.00 a PEAK FLOW RATE(CFS) = 577.54 TC(MIN) = 31.69 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 476.10 TO NODE 477.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 108.0 INCH PIPE IS 87.4 INCHES m PIPE -FLOW VELOCITY(FEET /SEC.) = 10.5 `° NODE ELEVATION(FEET) = 1059.00 ,,JWNSTREAM NODE ELEVATION(FEET) = 1053.00 FLOW LENGTH(FEET) = 2600.00 MANNING'S N = .013 4 " ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 577.54 -" TRAVEL TIME(MIN.) = 4.14 TC(MIN.) = 35.82 ,.z Ago ""******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 477.00 TO NODE 477.10 IS CODE = 8 , » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< is. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.908 SOIL CLASSIFICATION IS "A" m. COMMERCIAL SUBAREA LOSS ,g3, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) _ X16 1.00 RUNOFF (CFS) = 262.37 l"' EFFECTIVE AREA(ACRES) = 489.00-- ""-- ' ----�, AVERAGED Fm(INCH /HR) = .097 "" TOTAL AREA(ACRES) = 489.00 PEAK FLOW RATE(CFS) = 796.89 TC(MIN) = 35.82 ""/ END OF STUDY SUMMARY: `, \ TOTAL AREA(ACRES) = 489.00 TC(MIN.) = 35.82 EFFECTIVE AREA(ACRES) = 489.00 AVERAGED Fm(INCH /HR)= .10 PEAK FLOW RATE(CFS) = 796.89 71 ENDO \___ F RATIONAL METHOD ANALYSIS Pw+ 44 4111 4111 4t IWO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 00 Analysis prepared by: 10" HALL & FOREMAN, INC. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D. PLAN: LINE SS -2B Q 25 -YEAR, NOT DESIGN Q - REVISED CALC'S - 10/13/93 k B. EVERSON - J.N. 4042 - SFONSS2B.DAT (INPUT), SFONSS2B.OUT (OUTPUT) r,******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** m FILE NAME: SFONSS2B.DAT TIME /DATE OF STUDY: 15:40 10/14/1993 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) = .950 '00 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.400 JMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1070 SLOPE OF INTENSITY DURATION CURVE = .6000 -********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 470.00 TO NODE 470.10 IS CODE = 2 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS « - DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 - INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1116.00 ..` DOWNSTREAM ELEVATION(FEET) = 1100.00 ELEVATION DIFFERENCE(FEET) = 16.00 TC(MIN.) = .304 *[( 900.00 ** 3.00)/( 16.00)] ** .20 = 10.342 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.179 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 44 " SUBAREA RUNOFF(CFS) = 27.74 010 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 27.74 k ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 470.10 TO NODE 471.10 IS CODE = 5 > » >COMPUTE TRAPEZOIDAL - CHANNEL FLOW« «< » » >TRAVEL TIME THRU SUBAREA « UPSTREAM NODE ELEVATION(FEET) = 1100.00 '°' DOWNSTREAM NODE ELEVATION(FEET) = 1095.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 �.. CHANNEL BASE(FEET) = 40.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 - QHANNEL FLOW THRU SUBAREA(CFS) = 27.74 i OW VELOCITY(FEET /SEC.) = 1.59 FLOW DEPTH(FEET) = .26 GRAVEL TIME(MIN.) = 6.29 TC(MIN.) = 16.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "° FLOW PROCESS FROM NODE 471.00 TO NODE 471.10 IS CODE = 8 » » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.390 s. SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR),= .0970 ... SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 20.64 EFFECTIVE AREA(ACRES) = 20.00 - AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 20.00 - PEAK FLOW RATE(CFS) = 41.28 TC(MIN) = 16.64 :******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 471.10 TO NODE 472.10 IS CODE = 5 »» »COMPUTE TRAPEZOIDAL - CHANNEL FLOW««< » » »TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1095.00 - DOWNSTREAM NODE ELEVATION(FEET) = 1090.00 'EANNEL LENGTH THRU SUBAREA(FEET) = 650.00 _{ANNEL BASE(FEET) = 40.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 '^ CHANNEL FLOW THRU SUBAREA(CFS) = 41.28 FLOW VELOCITY(FEET /SEC.) = 1.59 FLOW DEPTH(FEET) = .35 • TRAVEL TIME(MIN.) = 6.81 TC(MIN.) = 23.44 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 472.00 TO NODE 472.10 IS CODE = 8 » » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.946 - SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 m SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 33.27 EFFECTIVE AREA(ACRES) = 40.00 m AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 66.55 TC(MIN) = 23.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** a., FLOW PROCESS FROM NODE 472.10 TO NODE 473.10 IS CODE = 3 4 ' » » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< N> »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.1 UPSTREAM NODE ELEVATION(FEET) = 1090.00 " DOWNSTREAM NODE ELEVATION(FEET) = 1071.00 FLOW LENGTH(FEET) = 1400.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 66.55 TRAVEL TIME(MIN.) = 1.93 TC(MIN.) = 25.37 r ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ""' FLOW PROCESS FROM NODE 473.00 TO NODE 473.10 IS CODE = 8 44 " » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.855 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 r SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 63.30 EFFECTIVE AREA(ACRES) = 80.00 A. AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 80.00 +" PEAK FLOW RATE(CFS) = 126.60 TC(MIN) = 25.37 ! r****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** * -- FLOW PROCESS FROM NODE 473.10 TO NODE 474.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.5 INCHES .. PIPE -FLOW VELOCITY(FEET /SEC.) = 8.1 UPSTREAM NODE ELEVATION(FEET) = 1071.00 :». DOWNSTREAM NODE ELEVATION(FEET) = 1067.00 TOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 JTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 126.60 TRAVEL TIME(MIN.) = 2.67 TC(MIN.) = 28.04 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 474.00 TO NODE 474.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.747 . SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 118.82 EFFECTIVE AREA(ACRES) = 160.00 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 160.00 "' PEAK FLOW RATE(CFS) = 237.63 TC(MIN) = 28.04 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .,r, FLOW PROCESS FROM NODE 474.10 TO NODE 475.10 IS CODE = 3 • » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< PTH OF FLOW IN 75.0 INCH PIPE IS 57.3 INCHES ,.PE -FLOW VELOCITY(FEET /SEC.) = 9.5 UPSTREAM NODE ELEVATION(FEET) = 1067.00 DOWNSTREAM NODE ELEVATION(FEET) = 1063.00 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 237.63 TRAVEL TIME.(MIN.) = 2.29 TC(MIN.) = 30.33 ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ?LOW PROCESS FROM NODE 475.00 TO NODE 475.10 IS CODE = 8 • » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< vs* 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.667 SOIL CLASSIFICATION IS "A" 4" COMMERCIAL SUBAREA LOSS _BATE.., _ Fm (INCH /HR) = .0970 SUBAREA AREA(ACRES) = 00 `'` BAREA RUNOFF(CFS) = 113.02 *"" EFFECTIVE AREA(ACRES) = 240.O ' - - - • AVERAGED Fm(INCH/HR) = .097 < f •. TOTAL AREA(ACRES) = 240.00 r PEAK FLOW RATE(CFS) = 339.07 TC(MIN) = 30.33 :. 0 I,********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE .475.10 TO NODE 476.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< - » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< • DEPTH OF FLOW IN 87.0 INCH PIPE IS 66.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.1 '" UPSTREAM NODE ELEVATION(FEET) = 1063.00 DOWNSTREAM NODE ELEVATION(FEET) = 1059.00 FLOW LENGTH(FEET) = 1400.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 ''IPE- FLOW(CFS) = 339.07 RAVEL TIME(MIN.) = 2.32 TC(MIN.) = 32.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** = ' FLOW PROCESS FROM NODE 476.00 TO NODE 476.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.595 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS / RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = Q8 0-.,.\ SUBAREA RUNOFF(CFS) = 118.61 EFFECTIVE AREA(ACRES) = • AVERAGED Fm(INCH /HR) = .097 ' . sf TOTAL AREA(ACRES) = 328.00 L, imo PEAK FLOW RATE(CFS) = 442.11 TC(MIN) = 32.66 00 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 00 FLOW PROCESS FROM NODE 476.10 TO NODE 477.10 IS CODE = 3 00 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< AM DEPTH OF FLOW IN 102.0 INCH PIPE IS 74.3 INCHES w" PIPE -FLOW VELOCITY(FEET /SEC.) = 10.0 'APSTREAM NODE ELEVATION(FEET) = 1059.00 )WNSTREAM NODE ELEVATION(FEET) = 1053.00 FLOW LENGTH(FEET) = 2600.00 MANNING'S N = .013 * ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 442.11 """ TRAVEL TIME(MIN.) = 4.34 TC(MIN.) = 37_00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 477.00 TO NODE 477.10 IS CODE = 8 » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< alp 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.480 SOIL CLASSIFICATION IS "A" a. COMMERCIAL SUBAREA LOSS—RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = U§ RUNOFF(CFS) = 200.34 * EFFECTIVE AREA(ACRES) = 489.00 AVERAGED Fm(INCH/HR) = .097 ( k Am TOTAL AREA(ACRES) = 489.00 . ` PEAK FLOW RATE(CFS) = 608.48 v1 err TC(MIN) = 37.00 END OF STUDY SUMMARY: (, TOTAL AREA(ACRES) = 489.00 TC(MIN.) = 37.00 j EFFECTIVE AREA(ACRES) = 489.00 AVERAGED Fm(INCH/HR)= .10 !` PEAK FLOW RATE(CFS) = 608.48 mm- E ND OF RATIONAL METHOD ANALYSIS m arr ear 40 omok ".********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) • Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN, INC. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D. PLAN: LINE SS-2C. * * Q 25 -YEAR, NOT DESIGN Q - REVISED CALC'S 10/13/93 * B. EVERSON - J.N. 4042 - SFONSS2C.DAT (INPUT), SFONSS2C.OUT (OUTPUT) • ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "' FILE NAME: SFONSS2C.DAT TIME /DATE OF STUDY: 15:37 10/14/1993 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) = .950 00 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.400 .OMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1070 - SLOPE OF INTENSITY DURATION CURVE = .6000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 450.00 TO NODE 450.10 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(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1077.00 • DOWNSTREAM ELEVATION(FEET) = 1065.00 ELEVATION DIFFERENCE(FEET) = 12.00 • TC(MIN.) = .389 *[( 900.00** 3.00)/( 12.00)] ** .20 = 14.017 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.649 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA RUNOFF(CFS) = 19.47 r TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 19.47 • t******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 450.10 TO NODE 450.20 IS CODE = 5 z _ » »COMPUTE TRAPEZOIDAL - CHANNEL FLOW««< » » >TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 1065.00 DOWNSTREAM NODE ELEVATION(FEET) = 1055.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 CHANNEL BASE(FEET) = 40.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 CHANNEL FLOW THRU SUBAREA(CFS) = 19.47 LOW VELOCITY(FEET /SEC.) = 1.68 FLOW DEPTH(FEET) = .19 TRAVEL TIME(MIN.) = 6.43 TC(MIN.) = 20.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4" FLOW PROCESS FROM NODE 451.00 TO NODE 451.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.112 ",. SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 • SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 14.64 EFFECTIVE AREA(ACRES) = 20.00 4" AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 20.00 a. PEAK FLOW RATE(CFS) = 29.28 TC(MIN) = 20.45 ""********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 451.10 TO NODE 452.10 IS CODE = 5 » » >COMPUTE TRAPEZOIDAL - CHANNEL FLOW ««< » »> TRAVEL TIME THRU SUBAREA « UPSTREAM NODE ELEVATION(FEET) = 1055.00 - DOWNSTREAM NODE ELEVATION(FEET) = 1045.00 "HANNEL LENGTH THRU SUBAREA(FEET) = 650.00 „..HANNEL BASE(FEET) = 40.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 "" CHANNEL FLOW THRU SUBAREA(CFS) = 29.28 FLOW VELOCITY(FEET /SEC.) = 1.99 FLOW DEPTH(FEET) = .23 TRAVEL TIME(MIN.) = 5.45 TC(MIN.) = 25.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 452.00 TO NODE 452.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.833 «. SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 ""' SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 24.26 EFFECTIVE AREA(ACRES) = 40.00 "" AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 48.51 TC(MIN) = 25.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,. FLOW PROCESS FROM NODE 452.10 TO NODE 453.10 IS CODE = 3 "' » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < »>SUSING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< AO DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.5 UPSTREAM NODE ELEVATION(FEET) = 1045.00 •' DOWNSTREAM NODE ELEVATION(FEET) = 1036.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 ,., ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 48.51 TRAVEL TIME(MIN.) = 2.64 TC(MIN.) = 28.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "'"' FLOW PROCESS FROM NODE 453.00 TO NODE 453.10 IS CODE = 8 "'" » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.729 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 44.78 EFFECTIVE AREA(ACRES) = 80.00 . . AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 80.00 PEAK FLOW RATE(CFS) = 89.55 TC(MIN) = 28.54 °-********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 453.10 TO NODE 454.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 1036.00 .... DOWNSTREAM NODE ELEVATION(FEET) = 1033.00 'MOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 -STIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 89.55 - TRAVEL TIME(MIN.) = 3.47 TC(MIN.) = 32.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 454.00 TO NODE 454.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.614 - SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 �® SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 81.26 EFFECTIVE AREA(ACRES) = 160.00 44 " AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 160.00 PEAK FLOW RATE(CFS) = 162.53 TC(MIN) = 32.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ar FLOW PROCESS FROM NODE. 454.10 TO NODE 455.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< '°)EPTH OF FLOW IN 66.0 INCH PIPE IS 49.5 INCHES ,IPE -FLOW VELOCITY(FEET /SEC.) = 8.5 UPSTREAM NODE ELEVATION(FEET) = 1033.00 4 " DOWNSTREAM NODE ELEVATION(FEET) = 1029.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 " ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 162.53 TRAVEL TIME(MIN.) = 2.65 TC(MIN.) = 34.66 ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 455.00 TO NODE 455.10 IS CODE = 8 » »> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 66 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.539 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 75.86 EFFECTIVE AREA(ACRES) = 240.00 a „ AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 240.00 • PEAK FLOW RATE(CFS) = 227.57 TC(MIN) = 34.66 .,******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 455.10 TO NODE . 456.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< - » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 75.0 INCH PIPE IS 56.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.3 """ UPSTREAM NODE ELEVATION(FEET) = 1029.00 DOWNSTREAM NODE ELEVATION(FEET) = 1025.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 . ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 'PIPE - FLOW(CFS) = 227.57 :RAVEL TIME(MIN.) = 2.43 TC(MIN.) = 37.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 456.00 TO NODE 456.10 IS CODE = 8 m »> »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 6" 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.477 SOIL CLASSIFICATION IS "A" • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 a SUBAREA AREA(ACRES) = 85.00 SUBAREA RUNOFF(CFS) = 75.91 EFFECTIVE AREA(ACRES) = 325.00 66 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 325.00 ido PEAK FLOW RATE(CFS) = 290.23 TC(MIN) = 37.09 .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 456.10 TO NODE 457.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< 66 DEPTH OF FLOW IN 78.0 INCH PIPE IS 58.2 INCHES 66 PIPE -FLOW VELOCITY(FEET /SEC.) = 10.9 TPSTREAM NODE ELEVATION(FEET) = 1025.00 DOWNSTREAM NODE ELEVATION(FEET) = 1015.00 FLOW LENGTH(FEET) = 2550.00 MANNING'S N = .013 4 " ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 290.23 **°' TRAVEL TIME(MIN.) = 3.89 TC(MIN.) = 40.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 457.00 TO NODE 457.10 IS CODE = 8 >» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.391 SOIL CLASSIFICATION IS "A" "" RESIDENTIAL -> 5 -7 DWELL DwELL,TygslAc4E SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = QO "-SUBAREA RUNOFF(CFS) = 136.24 EFFECTIVE AREA(ACRES) = 492.60. AVERAGED Fm(INCH /HR) = .485 \ TOTAL AREA(ACRES) = 492.00 PEAK FLOW RATE(CFS) = 401.36 TC(MIN) = 40.99 /� ✓�.- ' -_ °' END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 492.00 TC(MIN.) = 40.99 EFFECTIVE AREA(ACRES) = 492.00 AVERAGED Fm(INCH/HR)= .49 44 PEAK FLOW RATE(CFS) = 401.36 T END OF RATIONAL METHOD ANALYSIS 0 .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN, INC. tato * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D. PLAN: LINE SS -2C - * . Q 100 -YEAR, DESIGN Q - REVISED CALC'S 10/13/93 * t B. EVERSON - J.N. 4042 - SFONSS2C.DAT (INPUT), SFONSS2C.1OT (OUTPUT) • ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FILE NAME: SFONSS2C.DAT TIME /DATE OF STUDY: 15:58 10/13/1993 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) = .950 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.400 0JMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4000 - SLOPE OF INTENSITY DURATION CURVE = .6000 r******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,'FLOW PROCESS FROM NODE 450.00 TO NODE 450.10 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 ma INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1077.00 • DOWNSTREAM ELEVATION(FEET) = 1065.00 ELEVATION DIFFERENCE(FEET) = 12.00 TC(MIN.) = .389 *[( 900.00 ** 3.00)/( 12.00)] ** .20 = 14.017 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.350 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA RUNOFF(CFS) = 25.78 +• TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 25.78 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 11 ' FLOW FROM NODE 450.10 TO NODE 450.20 IS CODE = 5 > » >COMPUTE TRAPEZOIDAL - CHANNEL FLOW««< » » >TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1065.00 DOWNSTREAM NODE ELEVATION(FEET) = 1055.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 ,i• CHANNEL BASE(FEET) = 40.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 41° ' HANNEL FLOW THRU SUBAREA(CFS) = 25.78 JOW VELOCITY(FEET /SEC.) = 1.83 FLOW DEPTH(FEET) = .23 • AZAVEL TIME(MIN.) = 5.91 TC(MIN.) = 19.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** " ft FLOW PROCESS FROM NODE 451.00 TO NODE 451.10 IS CODE = 8 » » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) _ 2.712 400 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 - SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 20.05 EFFECTIVE AREA(ACRES) = 20.00 *'" AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 40.09 TC(MIN) = 19.93 `******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 451.10 TO NODE 452.10 IS CODE = 5 »» »COMPUTE TRAPEZOIDAL - CHANNEL FLOW««< »» »TRAVEL TIME THRU SUBAREA< « < UPSTREAM NODE ELEVATION(FEET) = 1055.00 - DOWNSTREAM NODE ELEVATION(FEET) = 1045.00 [ANNEL LENGTH THRU SUBAREA(FEET) = 650.00 0LNNEL BASE(FEET) = 40.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = .50 - CHANNEL FLOW THRU SUBAREA(CFS) = 40.09 FLOW VELOCITY(FEET /SEC.) = 2.04 FLOW DEPTH(FEET) = .29 "`M TRAVEL TIME(MIN.) = 5.30 TC(MIN.) = 25.23 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 452.00 TO NODE 452.10 IS CODE = 8 » » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.354 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 "" SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 33.65 EFFECTIVE AREA(ACRES) = 40.00 "" AVERAGED Fm(INCH/HR) = .485 „ TOTAL AREA(ACRES) = 40.00 ga PEAK FLOW RATE(CFS) = 67.29 0 TC(MIN) = 25.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 'N. FLOW PROCESS FROM NODE 452.10 TO NODE 453.10 IS CODE = 3 "" » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< r DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.5 INCHES ir PIPE -FLOW VELOCITY(FEET /SEC.) = 9.3 m . UPSTREAM NODE ELEVATION(FEET) = 1045.00 DOWNSTREAM NODE ELEVATION(FEET) = 1036.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 . ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 67.29 'i'RAVEL TIME(MIN.) = 2.41 TC(MIN.) = 27.64 k******************************************** * * * * * * ** * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 453.00 TO NODE 453.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.229 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 nr SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 62.77 EFFECTIVE AREA(ACRES) = 80.00 . AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 80.00 - PEAK FLOW RATE(CFS) = 125.55 TC(MIN) = 27.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 453.10 TO NODE 454.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< > »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.7 INCHES ,. PIPE -FLOW VELOCITY(FEET /SEC.) = 7.1 UPSTREAM NODE ELEVATION(FEET) = 1036.00 DOWNSTREAM NODE ELEVATION(FEET) = 1033.00 TOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 �STIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 125.55 - TRAVEL TIME(MIN.) = 3.15 TC(MIN.) = 30.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 454.00 TO NODE 454.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.089 • SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 - SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 115.49 EFFECTIVE AREA(ACRES) = 160.00 "" AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 160.00 "" PEAK FLOW RATE(CFS) = 230.98 TC(MIN) = 30.79 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4. FLOW PROCESS FROM NODE 454.10 TO NODE 455.10 IS CODE = 3 • » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « « < » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< PTH OF FLOW IN 75.0 INCH PIPE IS 56.8 INCHES _IPE -FLOW VELOCITY(FEET /SEC.) = 9.3 UPSTREAM NODE ELEVATION(FEET) = 1033.00 DOWNSTREAM NODE ELEVATION(FEET) = 1029.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 .W PIPE - FLOW(CFS) = 230.98 °4 TRAVEL TIME(MIN.) = 2.43 TC(MIN.) = 33.22 ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 455.00 TO NODE 455.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.996 m. SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 . SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 108.79 EFFECTIVE AREA(ACRES) = 240.00 Ami AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 240.00 4. PEAK FLOW RATE(CFS) = 326.38 TC(MIN) = 33.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 455.10 TO NODE '456.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 84.0 INCH PIPE IS 66.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.0 UPSTREAM NODE ELEVATION(FEET) = 1029.00 °A DOWNSTREAM NODE ELEVATION(FEET) = 1025.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 IPE- FLOW(CFS) = 326.38 .'RAVEL TIME(MIN.) = 2.24 TC(MIN.) = 35.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 456.00 TO NODE 456.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.919 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 85.00 SUBAREA RUNOFF(CFS) = 109.72 EFFECTIVE AREA(ACRES) = 325.00 "' AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 325.00 PEAK FLOW RATE(CFS) = 419.53 TC(MIN) = 35.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *., FLOW PROCESS FROM NODE 456.10 TO NODE 457.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 87.0 INCH PIPE IS 69.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.8 PSTREAM NODE ELEVATION(FEET) = 1025.00 DOWNSTREAM NODE ELEVATION(FEET) = 1015.00 ,„„„ FLOW LENGTH(FEET) = 2550.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 .., PIPE - FLOW(CFS) = 419.53 TRAVEL TIME(MIN.) = 3.59 TC(MIN.) = 39.06 m. k ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 457.00 TO NODE 457.10 IS CODE = 8 >» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < d " 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.811 SOIL CLASSIFICATION IS "A" "" RESIDENTIAL -> 5 -7 DWELLINGS /,AXRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) _( 167.00 - - -, SUBAREA RUNOFF(CFS) = 199.34 EFFECTIVE AREA(ACRES) = 492.00 AVERAGED Fm(INCH /HR) = .485 fcs/ TOTAL AREA(ACRES) = 492.00 di PEAK FLOW RATE(CFS) = 587.26 TC(MIN) = 39.06 - 7= END OF STUDY SUMMARY: 7 TOTAL AREA(ACRES) = 492.00 TC(MIN.) = 39.06 EFFECTIVE AREA(ACRES) = 492.00 AVERAGED Fm(INCH /HR)= .49 '^■* PEAK FLOW RATE(CFS) = 587.26 � 1 END OF RATIONAL METHOD ANALYSIS **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN, INC. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D. PLAN, LINES SS -5A, SS -5B, SS -6, SS -7 * 25 YEAR STORM, NOT DESIGN Q * JN 4042 *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONSS1.025 TIME /DATE OF STUDY: 0: 9 1/ 1/1980 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 = *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .910 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.350 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.0639 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 650.00 TO NODE 650.10 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(FEET) = 950.00 UPSTREAM ELEVATION(FEET) = 1007.50 arr DOWNSTREAM ELEVATION(FEET) = 1000.00 ELEVATION DIFFERENCE(FEET) = 7.50 TC(MIN.) = .389 *[( 950.00 ** 3.00)/( 7.50)] ** .20 = 15.906 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.360 SOIL CLASSIFICATION IS "A" • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA RUNOFF(CFS) = 16.87 1 wr TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 16.87 ar **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 650.10 TO NODE 651.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.9 UPSTREAM NODE ELEVATION(FEET) = 1000.00 DOWNSTREAM NODE ELEVATION(FEET) = 997.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 16.87 TRAVEL TIME(MIN.) = 1.68 TC(MIN.) = 17.59 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 651.00 TO NODE 651.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.222 SOIL CLASSIFICATION IS "A" .., RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 15.63 EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 31.26 TC(MIN) = 17.59 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 651.10 TO NODE 652.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.3 UPSTREAM NODE ELEVATION(FEET) = 997.00 DOWNSTREAM NODE ELEVATION(FEET) = 994.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 31.26 TRAVEL TIME(MIN.) = 2.00 TC(MIN.) = 19.59 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 652.00 TO NODE 652.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 2 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.083 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 18.69 EFFECTIVE AREA(ACRES) = 33.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 33.00 PEAK FLOW RATE(CFS) = 47.45 TC(MIN) = 19.59 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "" FLOW PROCESS FROM NODE 652.10 TO NODE 653.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.9 UPSTREAM NODE ELEVATION(FEET) = 994.00 DOWNSTREAM NODE ELEVATION(FEET) = 990.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 47.45 TRAVEL TIME(MIN.) = 1.47 TC(MIN.) = 21.06 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 653.00 TO NODE 653.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.994 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 14.00 SUBAREA RUNOFF(CFS) = 19.01 EFFECTIVE AREA(ACRES) = 47.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 47.00 PEAK FLOW RATE(CFS) = 63.83 TC(MIN) = 21.06 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 654.00 TO NODE 654.10 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(FEET) = 950.00 UPSTREAM ELEVATION(FEET) = 1001.00 DOWNSTREAM ELEVATION(FEET) = 988.00 ELEVATION DIFFERENCE(FEET) = 13.00 3 TC(MIN.) = .389 *[( 950.00 ** 3.00)/( 13.00)] ** .20 = 14.249 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.521 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4 SUBAREA RUNOFF(CFS) = 18.32 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 18.32 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * ** * * ** FLOW PROCESS FROM NODE 654.10 TO NODE 655.10 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< UPSTREAM ELEVATION(FEET) = 988.00 DOWNSTREAM ELEVATION(FEET) = 985 STREET LENGTH(FEET) = 600.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 18.32 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .62 HALFSTREET FLOOD WIDTH(FEET) = 13.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.77 PRODUCT OF DEPTH &VELOCITY = 1.72 STREET FLOW TRAVEL TIME(MIN.) = 3.62 TC(MIN.) = 17.87 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.201 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH/HR) = .49 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 18.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .62 HALFSTREET FLOOD WIDTH(FEET) = 13.13 FLOW VELOCITY(FEET /SEC.) = 2.77 DEPTH *VELOCITY = 1.72 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 655.00 TO NODE 655.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.201 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 15.44 EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 30.88 4 TC(MIN) = 17.87 «r **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 655.10 TO NODE 656.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.2 UPSTREAM NODE ELEVATION(FEET) = 985.00 DOWNSTREAM NODE ELEVATION(FEET) = 982.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 30.88 TRAVEL TIME(MIN.) = 2.00 TC(MIN.) = 19.87 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 656.00 TO NODE 656.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.065 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 18.49 EFFECTIVE AREA(ACRES) = 33.00 AVERAGED Fm(INCH /HR) = .485 ,. TOTAL AREA(ACRES) = 33.00 PEAK FLOW RATE(CFS) = 46.92 TC(MIN) = 19.87 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 656.10 TO NODE '657.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.8 UPSTREAM NODE ELEVATION(FEET) = 982.00 DOWNSTREAM NODE ELEVATION(FEET) = 978.00 FLOW LENGTH(FEET) = 725.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 46.92 a TRAVEL TIME(MIN.) = 1.55 TC(MIN.) = 21.42 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 657.00 TO NODE 657.10 IS CODE = 8 04 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 04 5 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.974 SOIL CLASSIFICATION IS "A" "• RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 14.00 SUBAREA RUNOFF(CFS) = 18.76 EFFECTIVE AREA(ACRES) = 47.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 47.00 PEAK FLOW RATE(CFS) = 62.98 TC(MIN) = 21.42 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 658.00 TO NODE 658.10 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(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 989.00 DOWNSTREAM ELEVATION(FEET) = 976.00 ELEVATION DIFFERENCE(FEET) = 13.00 TC(MIN.) = .389 *[( 1000.00 ** 3.00)/( 13.00)] ** .20 = 14.695 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.474 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA RUNOFF(CFS) = 12.53 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 12.53 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 658.10 TO NODE 659.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.1 UPSTREAM NODE ELEVATION(FEET) = 976.00 DOWNSTREAM NODE ELEVATION(FEET) = 963.00 FLOW LENGTH(FEET) = 950.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.53 TRAVEL TIME(MIN.) = 1.95 TC(MIN.) = 16.65 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 659.00 TO NODE 659.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.296 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4 6 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 11.41 EFFECTIVE AREA(ACRES) = 14.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 14.00 PEAK FLOW RATE(CFS) = 22.82 TC(MIN) = 16.65 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 659.10 TO NODE 660.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.3 UPSTREAM NODE ELEVATION(FEET) = 963.00 DOWNSTREAM NODE ELEVATION(FEET) = 952.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 22.82 TRAVEL TIME(MIN.) = 1.44 TC(MIN.) = 18.08 1, **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 660.00 TO NODE 660.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.185 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 7.65 ®• EFFECTIVE AREA(ACRES) = 19.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 19.00 PEAK FLOW RATE(CFS) = 29.07 TC(MIN) = 18.08 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 660.10 TO NODE 661.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.5 UPSTREAM NODE ELEVATION(FEET) = 940.00 DOWNSTREAM NODE ELEVATION(FEET) = 939.50 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 29.07 „., TRAVEL TIME(MIN.) = 1.12 TC(MIN.) = 19.20 7 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 661.00 TO NODE 661.10 IS CODE = 8 a » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.108 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 19.00 SUBAREA RUNOFF(CFS) = 27.75 EFFECTIVE AREA(ACRES) = 38.00 "" AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 38.00 PEAK FLOW RATE(CFS) = 55.50 TC(MIN) = 19.20 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** a FLOW PROCESS FROM NODE 661.10 TO NODE 662.10 IS CODE = 3 IU » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< a+ » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.7 UPSTREAM NODE ELEVATION(FEET) = 939.50 DOWNSTREAM NODE ELEVATION(FEET) = 938.50 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 55.50 TRAVEL TIME(MIN.) = .75 TC(MIN.) = 19.95 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 662.00 TO NODE 662.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.060 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4 SUBAREA AREA(ACRES) = 38.00 SUBAREA RUNOFF(CFS) = 53.87 EFFECTIVE AREA(ACRES) = 76.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 76.00 "` PEAK FLOW RATE(CFS) = 107.73 TC(MIN) = 19.95 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 662.10 TO NODE 663.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< .., »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< a 8 DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.0 UPSTREAM NODE ELEVATION(FEET) = 938.50 DOWNSTREAM NODE ELEVATION(FEET) = 936.50 rr FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 +• PIPE - FLOW(CFS) = 107.73 TRAVEL TIME(MIN.) = 3.63 TC(MIN.) = 23.58 ar **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 663.00 TO NODE 663.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.863 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 44.00 SUBAREA RUNOFF(CFS) = 54.58 EFFECTIVE AREA(ACRES) = 120.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 120.00 PEAK FLOW RATE(CFS) = 148.85 TC(MIN) = 23.58 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 663.10 TO NODE 664.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 69.0 INCH PIPE IS 51.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.2 UPSTREAM NODE ELEVATION(FEET) = 936.50 DOWNSTREAM NODE ELEVATION(FEET) = 935.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 148.85 TRAVEL TIME(MIN.) = 1.74 TC(MIN.) = 25.32 wr **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 664.00 TO NODE 664.10 IS CODE = 8 "' » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.785 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 44.00 SUBAREA RUNOFF(CFS) = 51.49 EFFECTIVE AREA(ACRES) = 164.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 164.00 PEAK FLOW RATE(CFS) = 191.92 9 TC(MIN) = 25.32 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 665.00 TO NODE 665.10 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(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 953.00 DOWNSTREAM ELEVATION(FEET) = 939.00 ELEVATION DIFFERENCE(FEET) = 14.00 TC(MIN.) = .389 *[( 1000.00 ** 3.00)/( 14.00)] ** .20 = 14.479 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.497 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA RUNOFF(CFS) = 12.67 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 12.67 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 665.10 TO NODE 666.10 IS CODE = 5 » » >,COMPUTE TRAPEZOIDAL - CHANNEL FLOW « «< » »> TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 939.00 DOWNSTREAM NODE ELEVATION(FEET) = 925.00 "" CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .013 MAXIMUM DEPTH(FEET) = 1.00 ... CHANNEL FLOW THRU SUBAREA(CFS) = 12.67 FLOW VELOCITY(FEET /SEC.) = 2.73 FLOW DEPTH(FEET) = .08 TRAVEL TIME(MIN.) = 5.81 TC(MIN.) = 20.28 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 666.00 TO NODE 666.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.039 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 9.79 EFFECTIVE AREA(ACRES) = 14.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 14.00 PEAK FLOW RATE(CFS) = 19.58 .rr TC(MIN) = 20.28 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 10 .r, Mir FLOW PROCESS FROM NODE 666.10 TO NODE 667.10 IS CODE = 5 MIN »»>COMPUTE TRAPEZOIDAL - CHANNEL FLOW««< » »> TRAVEL TIME THRU SUBAREA ««< irw UPSTREAM NODE ELEVATION(FEET) = 925.00 *+� DOWNSTREAM NODE ELEVATION(FEET) = 917.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 411. CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 19.58 FLOW VELOCITY(FEET /SEC.) = 1.45 FLOW DEPTH(FEET) = .19 TRAVEL TIME(MIN.) = 7.47 TC(MIN.) = 27.76 r **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �• FLOW PROCESS FROM NODE 667.00 TO NODE 667.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.689 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 4.34 EFFECTIVE AREA(ACRES) = 18.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 19.58 TC(MIN) = 27.76 ..., **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 667.10 TO NODE 668.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.3 UPSTREAM NODE ELEVATION(FEET) = 912.00 DOWNSTREAM NODE ELEVATION(FEET) = 909.50 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 19.58 TRAVEL TIME(MIN.) = .68 TC(MIN.) = 28.44 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 668.00 TO NODE 668.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.665 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 11 SUBAREA AREA(ACRES) = 18.00 SUBAREA RUNOFF(CFS) = 19.11 EFFECTIVE AREA(ACRES) = 36.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 36.00 PEAK FLOW RATE(CFS) = 38.23 TC(MIN) = 28.44 ,.' **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 668.10 TO NODE 669.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ,,. DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.3 UPSTREAM NODE ELEVATION(FEET) = 909.50 DOWNSTREAM NODE ELEVATION(FEET) = 906.50 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 38.23 �. TRAVEL TIME(MIN.) = 2.40 TC(MIN.) = 30.84 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 669.00 TO NODE 669.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.586 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4 SUBAREA AREA(ACRES) = 36.00 SUBAREA RUNOFF(CFS) = 35.67 EFFECTIVE AREA(ACRES) = 72.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 72.00 PEAK FLOW RATE(CFS) = 71.34 TC(MIN) = 30.84 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 669.10 TO NODE 670.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.9 UPSTREAM NODE ELEVATION(FEET) = 912.00 DOWNSTREAM NODE ELEVATION(FEET) = 909.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 71.34 TRAVEL TIME(MIN.) = 1.47 TC(MIN.) = 32.31 12 - **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 670.00 TO NODE 670.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< • 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.542 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 42.00 SUBAREA RUNOFF(CFS) = 39.96 EFFECTIVE AREA(ACRES) = 114.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 114.00 PEAK FLOW RATE(CFS) = 108.47 a TC(MIN) = 32.31 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 670.10 TO NODE 671.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< *■ » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.6 UPSTREAM NODE ELEVATION(FEET) = 909.00 ,., DOWNSTREAM NODE ELEVATION(FEET) = 905.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 108.47 ""! TRAVEL TIME(MIN.) = 1.30 TC(MIN.) = 33.62 ar **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 671.00 TO NODE 671.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.506 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 „" SUBAREA AREA(ACRES) = 43.00 SUBAREA RUNOFF(CFS) = 39.52 EFFECTIVE AREA(ACRES) = 157.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 157.00 PEAK FLOW RATE(CFS) = 144.28 TC(MIN) = 33.62 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 157.00 TC(MIN.) = 33.62 EFFECTIVE AREA(ACRES) = 157.00 AVERAGED Fm(INCH/HR)= .48 e , PEAK FLOW RATE(CFS) = 144.28 END OF RATIONAL METHOD ANALYSIS ma 13 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) we (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN, INC. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D. PLAN, LINES SS -5A, SS -5B, SS -6, SS -7 * 100 YEAR STORM, DESIGN Q * JN 4042 *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONSS1.100 TIME /DATE OF STUDY: 0:11 1/ 1/1980 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 = *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .910 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.350 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.3500 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 650.00 TO NODE 650.10 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(FEET) = 950.00 UPSTREAM ELEVATION(FEET) = 1007.50 we DOWNSTREAM ELEVATION(FEET) = 1000.00 ELEVATION DIFFERENCE(FEET) = 7.50 • TC(MIN.) = .389 *[( 950.00 ** 3.00)/( 7.50)] ** .20 = 15.906 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.994 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA RUNOFF(CFS) = 22.58 • 1 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 22.58 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 650.10 TO NODE 651.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.4 air UPSTREAM NODE ELEVATION(FEET) = 1000.00 DOWNSTREAM NODE ELEVATION(FEET) = 997.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 22.58 TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 17.47 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 651.00 TO NODE 651.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.830 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 21.11 EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 42.22 TC(MIN) = 17.47 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 651.10 TO NODE 652.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.9 UPSTREAM NODE ELEVATION(FEET) = 997.00 DOWNSTREAM NODE ELEVATION(FEET) = 994.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 42.22 TRAVEL TIME(MIN.) = 1.82 TC(MIN.) = 19.29 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 652.00 TO NODE 652.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 2 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.667 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 25.53 EFFECTIVE AREA(ACRES) = 33.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 33.00 PEAK FLOW RATE(CFS) = 64.80 TC(MIN) = 19.29 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 652.10 TO NODE 653.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.7 UPSTREAM NODE ELEVATION(FEET) = 994.00 DOWNSTREAM NODE ELEVATION(FEET) = 990.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 64.80 TRAVEL TIME(MIN.) = 1.34 TC(MIN.) = 20.64 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 653.00 TO NODE 653.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.561 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 14.00 SUBAREA RUNOFF(CFS) = 26.16 EFFECTIVE AREA(ACRES) = 47.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 47.00 PEAK FLOW RATE(CFS) = 87.83 TC(MIN) = 20.64 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 654.00 TO NODE 654.10 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(FEET) = 950.00 UPSTREAM ELEVATION(FEET) = 1001.00 DOWNSTREAM ELEVATION(FEET) = 988.00 ELEVATION DIFFERENCE(FEET) = 13.00 3 TC(MIN.) = .389 *[( 950.00 ** 3.00)/( 13.00)] ** .20 = 14.249 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.199 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = . SUBAREA RUNOFF(CFS) = 24.42 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 24.42 0 ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 654.10 TO NODE 655.10 IS CODE = 6 0 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 988.00 DOWNSTREAM ELEVATION(FEET) = 985 STREET LENGTH(FEET) = 600.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 24.42 STREET FLOW MODEL RESULTS: "` NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .70 HALFSTREET FLOOD WIDTH(FEET) = 16.87 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.75 PRODUCT OF DEPTH &VELOCITY = 1.91 STREET FLOW TRAVEL TIME(MIN.) = 3.63 TC(MIN.) = 17.88 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.791 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 aw SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH /HR) = .49 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 24.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .70 HALFSTREET FLOOD WIDTH(FEET) = 16.87 FLOW VELOCITY(FEET /SEC.) = 2.75 DEPTH *VELOCITY = 1.91 rr **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 655.00 TO NODE 655.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.791 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 20.75 4 ti. EFFECTIVE AREA(ACRES) = 20.00 aw AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 41.51 TC(MIN) = 17.88 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 655.10 TO NODE 656.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< r » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.8 UPSTREAM NODE ELEVATION(FEET) = 985.00 DOWNSTREAM NODE ELEVATION(FEET) = 982.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = .013 a ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 41.51 . TRAVEL TIME(MIN.) = 1.83 TC(MIN.) = 19.71 a **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 656.00 TO NODE 656.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< a 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.633 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 a SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 25.13 EFFECTIVE AREA(ACRES) = 33.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 33.00 °" PEAK FLOW RATE(CFS) = 63.79 TC(MIN) = 19.71 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 656.10 TO NODE 657.10 IS CODE = 3 a » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< a DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.5 UPSTREAM NODE ELEVATION(FEET) = 982.00 DOWNSTREAM NODE ELEVATION(FEET) = 978.00 FLOW LENGTH(FEET) = 725.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 63.79 TRAVEL TIME(MIN.) = 1.42 TC(MIN.) = 21.13 a 5 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 657.00 TO NODE 657.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ar 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.525 .., SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 14.00 SUBAREA RUNOFF(CFS) = 25.71 EFFECTIVE AREA(ACRES) = 47.00 AVERAGED Fm(INCH /HR) = .485 s TOTAL AREA(ACRES) = 47.00 PEAK FLOW RATE(CFS) = 86.31 TC(MIN) = 21.13 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 658.00 TO NODE 658.10 IS CODE = 2 r »»>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(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 989.00 DOWNSTREAM ELEVATION(FEET) = 976.00 ELEVATION DIFFERENCE(FEET) = 13.00 TC(MIN.) = .389 *[( 1000.00 ** 3.00)/( 13.00)] ** .20 = 14.695 a 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.140 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA RUNOFF(CFS) = 16.73 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 16.73 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 658.10 TO NODE 659.10 IS CODE = 3 a » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.5 UPSTREAM NODE ELEVATION(FEET) = 976.00 DOWNSTREAM NODE ELEVATION(FEET) = 963.00 a FLOW LENGTH(FEET) = 950.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 16.73 a TRAVEL TIME(MIN.) = 1.86 TC(MIN.) = 16.55 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 659.00 TO NODE 659.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 6 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.924 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 15.36 EFFECTIVE AREA(ACRES) = 14.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 14.00 PEAK FLOW RATE(CFS) = 30.73 TC(MIN) = 16.55 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 659.10 TO NODE 660.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.0 UPSTREAM NODE ELEVATION(FEET) = 963.00 DOWNSTREAM NODE ELEVATION(FEET) = 952.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = .013 "" ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 30.73 TRAVEL TIME(MIN.) = 1.33 TC(MIN.) = 17.88 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 660.00 TO NODE 660.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< •- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.791 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 10.38 EFFECTIVE AREA(ACRES) = 19.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 19.00 PEAK FLOW RATE(CFS) = 39.44 Al TC(MIN) = 17.88 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 660.10 TO NODE 661.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.7 UPSTREAM NODE ELEVATION(FEET) = 940.00 DOWNSTREAM NODE ELEVATION(FEET) = 939.50 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 7 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 39.44 TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 18.94 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 661.00 TO NODE 661.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.697 • SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 19.00 SUBAREA RUNOFF(CFS) = 37.82 EFFECTIVE AREA(ACRES) = 38.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 38.00 PEAK FLOW RATE(CFS) = 75.65 TC(MIN) = 18.94 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 661.10 TO NODE 662.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««« » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <« « < DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.3 UPSTREAM NODE ELEVATION(FEET) = 939.50 DOWNSTREAM NODE ELEVATION(FEET) = 938.50 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 ... PIPE - FLOW(CFS) = 75.65 TRAVEL TIME(MIN.) = .68 TC(MIN.) = 19.62 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �.. FLOW PROCESS FROM NODE 662.00 TO NODE 662.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.640 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 38.00 SUBAREA RUNOFF(CFS) = 73.70 EFFECTIVE AREA(ACRES) = 76.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 76.00 PEAK FLOW RATE(CFS) = 147.41 TC(MIN) = 19.62 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 662.10 TO NODE 663.10 IS CODE = 3 8 ar » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 72.0 INCH PIPE IS 53.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 938.50 DOWNSTREAM NODE ELEVATION(FEET) = 936.50 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 147.41 TRAVEL TIME(MIN.) = 3.34 TC(MIN.) = 22.96 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 663.00 TO NODE 663.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.403 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 44.00 SUBAREA RUNOFF(CFS) = 75.93 EFFECTIVE AREA(ACRES) = 120.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 120.00 ,, PEAK FLOW RATE(CFS) = 207.09 TC(MIN) = 22.96 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 663.10 TO NODE 664.10 IS CODE = 3 ... » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 78.0 INCH PIPE IS 58.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.8 UPSTREAM NODE ELEVATION(FEET) = 936.50 DOWNSTREAM NODE ELEVATION(FEET) = 935.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 207.09 „., TRAVEL TIME(MIN.) = 1.60 TC(MIN.) = 24.56 ar **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 664.00 TO NODE 664.10 IS CODE = 8 a » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.307 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 44.00 SUBAREA RUNOFF(CFS) = 72.16 9 EFFECTIVE AREA(ACRES) = 164.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 164.00 PEAK FLOW RATE(CFS) = 268.95 TC(MIN) = 24.56 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 665.00 TO NODE 665.10 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(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 953.00 DOWNSTREAM ELEVATION(FEET) = 939.00 ELEVATION DIFFERENCE(FEET) = 14.00 TC(MIN.) = .389 *[( 1000.00 ** 3.00)/( 14.00)] ** .20 = 14.479 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.168 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4 SUBAREA RUNOFF(CFS) = 16.90 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 16.90 ar **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 665.10 TO NODE 666.10 IS CODE = 5 » »>COMPUTE TRAPEZOIDAL - CHANNEL FLOW««< » »> TRAVEL TIME THRU SUBAREA ««< UPSTREAM NODE ELEVATION(FEET) = 939.00 DOWNSTREAM NODE ELEVATION(FEET) = 925.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .013 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 16.90 FLOW VELOCITY(FEET /SEC.) = 2.72 FLOW DEPTH(FEET) = .10 TRAVEL TIME(MIN.) = 5.82 TC(MIN.) = 20.30 " *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 666.00 TO NODE 666.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.587 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 .. SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 13.24 EFFECTIVE AREA(ACRES) = 14.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 14.00 PEAK FLOW RATE(CFS) = 26.48 10 TC(MIN) = 20.30 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 666.10 TO NODE 667.10 IS CODE = 5 » »>COMPUTE TRAPEZOIDAL - CHANNEL FLOW««< » »> TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 925.00 DOWNSTREAM NODE ELEVATION(FEET) = 917.00 ar CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 26.48 FLOW VELOCITY(FEET /SEC.) = 1.62 FLOW DEPTH(FEET) = .23 TRAVEL TIME(MIN.) = 6.68 TC(MIN.) = 26.97 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 667.00 TO NODE 667.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.181 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 6.11 EFFECTIVE AREA(ACRES) = 18.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 27.48 TC(MIN) = 26.97 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 667.10 TO NODE 668.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.9 UPSTREAM NODE ELEVATION(FEET) = 912.00 DOWNSTREAM NODE ELEVATION(FEET) = 909.50 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 27.48 TRAVEL TIME(MIN.) = .63 TC(MIN.) = 27.60 f **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 668.00 TO NODE 668.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 11 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.151 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 18.00 SUBAREA RUNOFF(CFS) = 26.99 EFFECTIVE AREA(ACRES) = 36.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 36.00 PEAK FLOW RATE(CFS) = 53.98 TC(MIN) = 27.60 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 668.10 TO NODE 669.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.7 UPSTREAM NODE ELEVATION(FEET) = 909.50 DOWNSTREAM NODE ELEVATION(FEET) = 906.50 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 53.98 TRAVEL TIME(MIN.) = 2.24 TC(MIN.) = 29.84 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 669.00 TO NODE 669.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.053 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 36.00 SUBAREA RUNOFF(CFS) = 50.79 EFFECTIVE AREA(ACRES) = 72.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 72.00 PEAK FLOW RATE(CFS) = 101.58 TC(MIN) = 29.84 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 669.10 TO NODE 670.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< ar » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.6 UPSTREAM NODE ELEVATION(FEET) = 912.00 DOWNSTREAM NODE ELEVATION(FEET) = 909.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = .013 12 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 101.58 TRAVEL TIME(MIN.) = 1.35 TC(MIN.) = 31.19 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 670.00 TO NODE 670.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.999 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 42.00 SUBAREA RUNOFF(CFS) = 57.22 EFFECTIVE AREA(ACRES) = 114.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 114.00 PEAK FLOW RATE(CFS) = 155.32 TC(MIN) = 31.19 tir **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 670.10 TO NODE 671.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) «< DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.4 UPSTREAM NODE ELEVATION(FEET) = 909.00 DOWNSTREAM NODE ELEVATION(FEET) = 905.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 155.32 TRAVEL TIME(MIN.) = 1.20 TC(MIN.) = 32.40 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 671.00 TO NODE 671.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «<« 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.954 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 +• SUBAREA AREA(ACRES) = 43.00 SUBAREA RUNOFF(CFS) = 56.85 EFFECTIVE AREA(ACRES) = 157.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 157.00 PEAK FLOW RATE(CFS) = 207.57 TC(MIN) = 32.40 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 157.00 TC(MIN.) = 32.40 EFFECTIVE AREA(ACRES) = 157.00 AVERAGED Fm(INCH/HR)= .48 13 PEAK FLOW RATE(CFS) = 207.57 END OF RATIONAL METHOD ANALYSIS 0 0 10 = 14 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: 0 HALL & FOREMAN, INC. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D. PLAN, LINES SS -8, SS -9, SS -10, SS -11 * 25 YEAR STORM, NOT DESIGN Q * JN 4042 *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONSS4.025 TIME /DATE OF STUDY: 1:40 1/ 1/1980 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 = *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .900 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.330 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.0502 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 672.00 TO NODE 672.10 IS CODE = 2 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 916.00 a DOWNSTREAM ELEVATION(FEET) = 906.00 ELEVATION DIFFERENCE(FEET) = 10.00 TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 10.00)] ** .20 = 12.102 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.744 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA RUNOFF(CFS) = 12.01 1 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 12.01 • **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 672.10 TO NODE 673.10 IS CODE = 5 0 » »>COMPUTE TRAPEZOIDAL - CHANNEL FLOW« «< » »> TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 906.00 DOWNSTREAM NODE ELEVATION(FEET) = 895.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 12.01 FLOW VELOCITY(FEET /SEC.) = 1.33 FLOW DEPTH(FEET) = .14 TRAVEL TIME(MIN.) = 12.56 TC(MIN.) = 24.66 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 673.00 TO NODE 673.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.790 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 7.72 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH/HR) = .075 TOTAL AREA(ACRES) = 10.00 0 PEAK FLOW RATE(CFS) = 15.44 TC(MIN) = 24.66 0 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 673.10 TO NODE 674.10 IS CODE = 5 » » >COMPUTE TRAPEZOIDAL - CHANNEL FLOW««< » »> TRAVEL TIME THRU SUBAREA ««< UPSTREAM NODE ELEVATION(FEET) = 895.00 DOWNSTREAM NODE ELEVATION(FEET) = 887.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 15.44 FLOW VELOCITY(FEET /SEC.) = 1.42 FLOW DEPTH(FEET) = .16 rr TRAVEL TIME(MIN.) = 7.64 TC(MIN.) = 32.30 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** per FLOW PROCESS FROM NODE 674.00 TO NODE 674.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 2 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.523 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 4.56 EFFECTIVE AREA(ACRES) = 13.50 1-• AVERAGED Fm(INCH/HR) = .075 TOTAL AREA(ACRES) = 13.50 PEAK FLOW RATE(CFS) = 17.59 TC(MIN) = 32.30 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 674.10 TO NODE 675.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 887.50 0 DOWNSTREAM NODE ELEVATION(FEET) = 886.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 17.59 TRAVEL TIME(MIN.) = .65 TC(MIN.) = 32.95 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 675.00 TO NODE 675.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.505 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 13.50 SUBAREA RUNOFF(CFS) = 17.37 EFFECTIVE AREA(ACRES) = 27.00 AVERAGED Fm(INCH /HR) = .075 TOTAL AREA(ACRES) = 27.00 PEAK FLOW RATE(CFS) = 34.74 TC(MIN) = 32.95 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 675.10 TO NODE 676.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.8 UPSTREAM NODE ELEVATION(FEET) = 886.00 DOWNSTREAM NODE ELEVATION(FEET) = 884.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013 3 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 34.74 TRAVEL TIME(MIN.) = 1.10 TC(MIN.) = 34.05 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 676.00 TO NODE 676.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.475 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 27.00 SUBAREA RUNOFF(CFS) = 34.03 EFFECTIVE AREA(ACRES) = 54.00 AVERAGED Fm(INCH /HR) = .075 TOTAL AREA(ACRES) = 54.00 PEAK FLOW RATE(CFS) = 68.06 TC(MIN) = 34.05 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 676.10 TO NODE 677.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.3 UPSTREAM NODE ELEVATION(FEET) = 884.00 DOWNSTREAM NODE ELEVATION(FEET) = 883.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 68.06 TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 35.10 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 677.00 TO NODE 677.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.449 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 20.50 SUBAREA RUNOFF(CFS) = 25.35 EFFECTIVE AREA(ACRES) = 74.50 AVERAGED Fm(INCH/HR) = .075 TOTAL AREA(ACRES) = 74.50 PEAK FLOW RATE(CFS) = 92.11 TC(MIN) = 35.10 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 677.10 TO NODE 678.10 IS CODE = 3 4 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.4 UPSTREAM NODE ELEVATION(FEET) = 883.00 DOWNSTREAM NODE ELEVATION(FEET) = 876.00 FLOW LENGTH(FEET) = 1250.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 92.11 TRAVEL TIME(MIN.) = 2.21 TC(MIN.) = 37.31 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 678.00 TO NODE 678.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.397 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA AREA(ACRES) = 74.50 SUBAREA RUNOFF(CFS) = 88.61 EFFECTIVE AREA(ACRES) = 149.00 AVERAGED Fm(INCH /HR) = .075 TOTAL AREA(ACRES) = 149.00 PEAK FLOW RATE(CFS) = 177.21 TC(MIN) = 37.31 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 679.00 TO NODE 679.10 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 888.00 DOWNSTREAM ELEVATION(FEET) = 876.00 ELEVATION DIFFERENCE(FEET) = 12.00 0 TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 12.00)] ** .20 = 11.669 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.805 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA RUNOFF(CFS) = 12.28 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 12.28 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 679.10 TO NODE 680.10 IS CODE = 5 » »>COMPUTE TRAPEZOIDAL - CHANNEL FLOW « «< » »> TRAVEL TIME THRU SUBAREA« «< 5 UPSTREAM NODE ELEVATION(FEET) = 876.00 DOWNSTREAM NODE ELEVATION(FEET) = 864.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 12.28 FLOW VELOCITY(FEET /SEC.) = 1.36 FLOW DEPTH(FEET) = .14 TRAVEL TIME(MIN.) = 12.28 TC(MIN.) = 23.95 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 680.00 TO NODE 680.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.822 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 7.86 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH /HR) = .075 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 15.73 TC(MIN) = 23.95 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 680.10 TO NODE 681.10 IS CODE = 5 » »>COMPUTE TRAPEZOIDAL - CHANNEL FLOW««< » »> TRAVEL TIME THRU SUBAREA« «< ..r UPSTREAM NODE ELEVATION(FEET) = 864.00 DOWNSTREAM NODE ELEVATION(FEET) = 856.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 15.73 FLOW VELOCITY(FEET /SEC.) = 1.36 FLOW DEPTH(FEET) = .17 TRAVEL TIME(MIN.) = 7.94 TC(MIN.) = 31.89 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 681.00 TO NODE 681.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.535 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 4.60 EFFECTIVE AREA(ACRES) = 13.50 AVERAGED Fm(INCH/HR) = .075 TOTAL AREA(ACRES) = 13.50 PEAK FLOW RATE(CFS) = 17.73 6 TC(MIN) = 31.89 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 681.10 TO NODE 682.10 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 856.50 DOWNSTREAM ELEVATION(FEET) = 855 STREET LENGTH(FEET) = 200.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 17.73 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 11.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.16 PRODUCT OF DEPTH &VELOCITY = 1.83 STREET FLOW TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 32.94 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.505 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 13.50 AVERAGED Fm(INCH /HR) = .08 TOTAL AREA(ACRES) = 13.50 PEAK FLOW RATE(CFS) = 17.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 11.53 FLOW VELOCITY(FEET /SEC.) = 3.16 DEPTH *VELOCITY = 1.83 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 682.00 TO NODE 682.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.505 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA AREA(ACRES) = 13.50 SUBAREA RUNOFF(CFS) = 17.37 EFFECTIVE AREA(ACRES) = 27.00 AVERAGED Fm(INCH/HR) = .075 TOTAL AREA(ACRES) = 27.00 PEAK FLOW RATE(CFS) = 34.74 TC(MIN) = 32.94 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 682.10 TO NODE 683.10 IS CODE = 3 7 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.8 UPSTREAM NODE ELEVATION(FEET) = 855.00 DOWNSTREAM NODE ELEVATION(FEET) = 853.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 34.74 ar TRAVEL TIME(MIN.) = 1.10 TC(MIN.) = 34.05 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 683.00 TO NODE 683.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.475 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 27.00 SUBAREA RUNOFF(CFS) = 34.03 EFFECTIVE AREA(ACRES) = 54.00 AVERAGED Fm(INCH/HR) = .075 TOTAL AREA(ACRES) = 54.00 PEAK FLOW RATE(CFS) = 68.06 TC(MIN) = 34.05 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 683.10 TO NODE 684.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.7 UPSTREAM NODE ELEVATION(FEET) = 853.00 DOWNSTREAM NODE ELEVATION(FEET) = 852.00 FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 68.06 TRAVEL TIME(MIN.) = .86 TC(MIN.) = 34.91 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 684.00 TO NODE 684.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.453 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 20.50 SUBAREA RUNOFF(CFS) = 25.43 8 EFFECTIVE AREA(ACRES) = 74.50 AVERAGED Fm(INCH/HR) = .075 TOTAL AREA(ACRES) = 74.50 PEAK FLOW RATE(CFS) = 92.42 TC(MIN) = 34.91 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 684.10 TO NODE 685.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< a » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.3 UPSTREAM NODE ELEVATION(FEET) = 852.00 DOWNSTREAM NODE ELEVATION(FEET) = 845.00 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 a ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 92.42 TRAVEL TIME(MIN.) = 2.34 TC(MIN.) = 37.25 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 685.00 TO NODE 685.10 IS CODE = 8 4 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.398 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 74.50 SUBAREA RUNOFF(CFS) = 88.70 EFFECTIVE AREA(ACRES) = 149.00 AVERAGED Fm(INCH/HR) = .075 TOTAL AREA(ACRES) = 149.00 PEAK FLOW RATE(CFS) = 177.40 TC(MIN) = 37.25 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 686.00 TO NODE 686.10 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 918.00 a DOWNSTREAM ELEVATION(FEET) = 900.00 ELEVATION DIFFERENCE(FEET) = 18.00 TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 18.00)] ** .20 = 10.760 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.945 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 19.22 9 • TOTAL AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) = 19.22 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 686.10 TO NODE 687.10 IS CODE = 5 »»>COMPUTE TRAPEZOIDAL - CHANNEL FLOW««< » »> TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 900.00 DOWNSTREAM NODE ELEVATION(FEET) = 894.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 19.22 FLOW VELOCITY(FEET /SEC.) = 1.64 FLOW DEPTH(FEET) = .23 TRAVEL TIME(MIN.) = 8.11 TC(MIN.) = 18.87 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 687.00 TO NODE 687.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.102 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 12.63 EFFECTIVE AREA(ACRES) = 14.50 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 14.50 PEAK FLOW RATE(CFS) = 26.17 TC(MIN) = 18.87 4- **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .,, FLOW PROCESS FROM NODE 687.10 TO NODE 688.10 IS CODE = 5 » » >COMPUTE TRAPEZOIDAL - CHANNEL FLOW « «< » »> TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 894.00 DOWNSTREAM NODE ELEVATION(FEET) = 888.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 26.17 FLOW VELOCITY(FEET /SEC.) = 1.82 FLOW DEPTH(FEET) = .29 TRAVEL TIME(MIN.) = 7.33 TC(MIN.) = 26.20 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 688.00 TO NODE 688.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 4- 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.727 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 8.80 EFFECTIVE AREA(ACRES) = 20.50 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 20.50 PEAK FLOW RATE(CFS) = 30.07 TC(MIN) = 26.20 err **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 688.10 TO NODE 689.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.9 UPSTREAM NODE ELEVATION(FEET) = 875.00 DOWNSTREAM NODE ELEVATION(FEET) = 874.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 30.07 TRAVEL TIME(MIN.) = .85 TC(MIN.) = 27.05 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 689.00 TO NODE 689.10 IS CODE = 8 �.. » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.694 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 20.50 SUBAREA RUNOFF(CFS) = 29.46 EFFECTIVE AREA(ACRES) = 41.00 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 41.00 PEAK FLOW RATE(CFS) = 58.93 TC(MIN) = 27.05 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 689.10 TO NODE 690.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.9 UPSTREAM NODE ELEVATION(FEET) = 874.00 DOWNSTREAM NODE ELEVATION(FEET) = 873.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 11 ar ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 " PIPE - FLOW(CFS) = 58.93 TRAVEL TIME(MIN.) = .72 TC(MIN.) = 27.77 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 690.00 TO NODE 690.10 IS CODE = 8 ar » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.667 a SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 41.00 SUBAREA RUNOFF(CFS) = 57.95 ar EFFECTIVE AREA(ACRES) = 82.00 AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 82.00 PEAK FLOW RATE(CFS) = 115.90 TC(MIN) = 27.77 a **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 690.10 TO NODE 678.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.3 UPSTREAM NODE ELEVATION(FEET) = 873.00 DOWNSTREAM NODE ELEVATION(FEET) = 868.00 a FLOW LENGTH(FEET) = 2000.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 115.90 TRAVEL TIME(MIN.) = 4.55 TC(MIN.) = 32.31 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 691.00 TO NODE 678.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< ar 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.522 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 82.00 SUBAREA RUNOFF(CFS) = 105.19 EFFECTIVE AREA(ACRES) = 164.00 AVERAGED Fm(INCH /HR) = .097 a TOTAL AREA(ACRES) = 164.00 PEAK FLOW RATE(CFS) = 210.38 TC(MIN) = 32.31 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 692.00 TO NODE 692.10 IS CODE = 2 ar 12 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 889.00 DOWNSTREAM ELEVATION(FEET) = 870.00 ELEVATION DIFFERENCE(FEET) = 19.00 TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 19.00)] ** .20 = 10.644 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.964 0 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = 19.35 TOTAL AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) = 19.35 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 692.10 TO NODE 693.10 IS CODE = 5 » » >COMPUTE TRAPEZOIDAL - CHANNEL FLOW««< » »> TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 870.00 DOWNSTREAM NODE ELEVATION(FEET) = 864.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 850.00 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 19.35 FLOW VELOCITY(FEET /SEC.) = 1.66 FLOW DEPTH(FEET) = .23 TRAVEL TIME(MIN.) = 8.56 TC(MIN.) = 19.20 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 693.00 TO NODE 693.10 IS CODE = 8 - » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< *NS 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.080 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 12.50 EFFECTIVE AREA(ACRES) = 14.50 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 14.50 PEAK FLOW RATE(CFS) = 25.88 TC(MIN) = 19.20 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 693.10 TO NODE 69 - 0 IS CODE = 5 » » >COMPUTE TRAPEZOIDAL- CHANNEL FLOW««< » »> TRAVEL TIME THRU SUBAREA««< 13 w UPSTREAM NODE ELEVATION(FEET) = 864.00 DOWNSTREAM NODE ELEVATION(FEET) = 857-.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 900.00 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 1.000 ar MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 25.88 FLOW VELOCITY(FEET /SEC.) = 1.80 FLOW DEPTH(FEET) = .29 TRAVEL TIME(MIN.) = 8.34 TC(MIN.) = 27.54 a r r. **************************************** * * * * * * ** * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 694.00 TO NODE 694.111 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< a 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.676 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 a SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 8.52 EFFECTIVE AREA(ACRES) = 20.50 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 2 0.50 Y , ; 2' PEAK FLOW RATE(CFS) = 29.13 y` TC(MIN) = 27.54 {_ f!l, **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 694.10 TO NODE 695.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.5 UPSTREAM NODE ELEVATION(FEET) = 857.00 DOWNSTREAM NODE ELEVATION(FEET) = 855.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 29.13 TRAVEL TIME(MIN.) = .67 TC(MIN.) = 28.20 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 695.00 TO NODE 695.10 IS CODE = 8 a » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.652 a SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 20.50 SUBAREA RUNOFF(CFS) = 28.69 EFFECTIVE AREA(ACRES) = 41.00 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 41.00 PEAK FLOW RATE(CFS) = 57.37 .a. 14 dr TC(MIN) = 28.20 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** wr FLOW PROCESS FROM NODE 695.10 TO NODE 696.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.5 UPSTREAM NODE ELEVATION(FEET) = 855.00 DOWNSTREAM NODE ELEVATION(FEET) = 852.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 57.37 TRAVEL TIME(MIN.) = 1.55 TC(MIN.) = 29.75 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 696.00 TO NODE 696.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< .A 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.600 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 41.00 SUBAREA RUNOFF(CFS) = 55.45 EFFECTIVE AREA(ACRES) = 82.00 AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 82.00 PEAK FLOW RATE(CFS) = 110.90 TC(MIN) = 29.75 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 696.10 TO NODE 685.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.5 UPSTREAM NODE ELEVATION(FEET) = 852.00 DOWNSTREAM NODE ELEVATION(FEET) = 845.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 110.90 +rr TRAVEL TIME(MIN.) = 2.37 TC(MIN.) = 32.12 nr **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 697.00 TO NODE 685.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 15 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.528 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 82.00 SUBAREA RUNOFF(CFS) = 105.60 EFFECTIVE AREA(ACRES) = 164.00 AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 164.00 PEAK FLOW RATE(CFS) = 211.20 TC(MIN) = 32.12 a END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 164.00 TC(MIN.) = 32.12 EFFECTIVE AREA(ACRES) = 164.00 AVERAGED Fm(INCH/HR)= .10 PEAK FLOW RATE(CFS) = 211.20 END OF RATIONAL METHOD ANALYSIS ar 40 16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN, INC. • * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D. PLAN, LINES SS -8, SS -10 AND SS -11 * * 25 YEAR STORM, NOT DESIGN Q * * JN 4042 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONSS4.025 • TIME /DATE OF STUDY: 9:13 2/27/1992 "" 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) = .900 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.330 :OMPUTED RAINFALL INTENSITY DATA: . STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.0502 SLOPE OF INTENSITY DURATION CURVE = .6000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** '" FLOW PROCESS FROM NODE 672.00 TO NODE 672.10 IS CODE = 2 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 . UPSTREAM ELEVATION(FEET) = 916.00 DOWNSTREAM ELEVATION(FEET) = 906.00 4 " ELEVATION DIFFERENCE(FEET) = 10.00 TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 10.00)] ** .20 = 12.102 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.744 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA RUNOFF(CFS) = 12.01 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 12.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 672.10 TO NODE 673.10 IS CODE = 5 » »COMPUTE TRAPEZOIDAL- CHANNEL FLOW««< • » »>TRAVEL TIME THRU SUBAREA « «< ' UPSTREAM NODE ELEVATION(FEET) = 906.00 DOWNSTREAM NODE ELEVATION(FEET) = 901.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 40 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 12.01 .FLOW VELOCITY(FEET/SEC.) = 1.04 FLOW DEPTH(FEET) = .17 2RAVEL TIME(MIN.) = 16.00 TC(MIN.) = 28.10 **************************************************************************** FLOW PROCESS FROM NODE 673.00 TO NODE 673.10 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.655 • SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 le SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 7.11 EFFECTIVE AREA(ACRES) = 10.00 4 " AVERAGED Fm(INCH/HR) = .075 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 14.22 TC(MIN) = 28.10 **************************************************************************** . FLOW PROCESS FROM NODE 673.10 TO NODE 674.10 IS CODE = 5 • >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<«« >>>>>TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 901.00 *" DOWNSTREAM NODE ELEVATION(FEET) = 886.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 - :HANNEL BASE(FEET) = 50.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 14.22 - FLOW VELOCITY(FEET/SEC.) = 1.68 FLOW DEPTH(FEET) = .13 TRAVEL TIME(MIN.) = 6.44 TC(MIN.) = 34.54 **************************************************************************** FLOW PROCESS FROM NODE 674.00 TO NODE 674.10 IS CODE = 8 10P >>>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.463 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 4.37 0 , EFFECTIVE AREA(ACRES) = 13.50 AVERAGED Fm(INCH/HR) = .075 • TOTAL AREA(ACRES) = 13.50 PEAK FLOW RATE(CFS) = 16.86 TC(MIN) = 34.54 **************************************************************************** 4 ' FLOW PROCESS FROM NODE 674.10 TO NODE 675.10 IS CODE = 4 >>>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« >>>>USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.7 dr UPSTREAM NODE ELEVATION(FEET) = 881.00 DOWNSTREAM NODE ELEVATION(FEET) = 879.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 111 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 16.86 4 " TRAVEL TIME(MIN.) = 1.30 TC(MIN.) = 35.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 674.10 TO NODE 675.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< • »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< O DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.1 ®" UPSTREAM NODE ELEVATION(FEET) = 881.00 DOWNSTREAM NODE ELEVATION(FEET) = 880.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 16.86 TRAVEL TIME(MIN.) = 2.01 TC(MIN.) = 37.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 675.00 TO NODE 675.10 IS CODE = 8 ▪ » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.384 SOIL CLASSIFICATION IS "B" ""' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 13.50 SUBAREA RUNOFF(CFS) = 15.91 EFFECTIVE AREA(ACRES) = 27.00 AVERAGED Fm(INCH /HR) = .075 'OPAL AREA(ACRES) = 27.00 • PEAK FLOW RATE(CFS) = 31.82 TC(MIN) = 37.86 ..********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 675.10 TO NODE 676.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< - DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.6 UPSTREAM NODE ELEVATION(FEET) = 879.00 DOWNSTREAM NODE ELEVATION(FEET) = 877.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013 a ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 31.82 . TRAVEL TIME(MIN.) = 1.14 TC(MIN.) = 39.00 .ao ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** " FLOW PROCESS FROM NODE 676.00 TO NODE 676.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.360 0 SOIL CLASSIFICATION IS "B" :OMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 ,. SUBAREA AREA(ACRES) = 27.00 SUBAREA RUNOFF(CFS) = 31.22 EFFECTIVE AREA(ACRES) = 54.00 0 AVERAGED Fm(INCH /HR) = .075 TOTAL AREA(ACRES) = 54.00 PEAK FLOW RATE(CFS) = 62.45 4. ' TC(MIN) = 39.00 * y******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 'LOW PROCESS FROM NODE 676.10 TO NODE 677.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< . DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.2 w UPSTREAM NODE ELEVATION(FEET) = 877.00 DOWNSTREAM NODE ELEVATION(FEET) = 875.00 is FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 62.45 TRAVEL TIME(MIN.) = .82 TC(MIN.) = 39.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 677.00 TO NODE 677.10 IS CODE = 8 m » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.343 SOIL CLASSIFICATION IS "B" " COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 20.50 SUBAREA RUNOFF(CFS) = 23.40 EFFECTIVE AREA(ACRES) = 74.50 AVERAGED Fm(INCH /HR) = .075 • TOTAL AREA(ACRES) = 74.50 PEAK FLOW RATE(CFS) = 85.03 'C (MIN) = 39.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 677.10 TO NODE 678.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< - » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< "" DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.0 UPSTREAM NODE ELEVATION(FEET) = 875.00 DOWNSTREAM NODE ELEVATION(FEET) = 870.00 FLOW LENGTH(FEET) = 1250.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 85.03 m TRAVEL TIME(MIN.) = 2.60 TC(MIN.) = 42.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** m FLOW PROCESS FROM NODE 678.00 TO NODE 678.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.293 SOIL CLASSIFICATION IS "B" • COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 dg SUBAREA AREA(ACRES) = 74.50 SUBAREA RUNOFF(CFS) = 81.68 :FFECTIVE AREA(ACRES) = 149.00 ,., AVERAGED Fm(INCH /HR) = .075 TOTAL AREA(ACRES) = 149.00 4 +' PEAK FLOW RATE(CFS) = 163.35 TC(MIN) = 42.41 4. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �" FLOW PROCESS FROM NODE 686.00 TO NODE 686.10 IS CODE = 2 •» »RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 • UPSTREAM ELEVATION(FEET) = 918.00 DOWNSTREAM ELEVATION(FEET) = 900.00 0 ELEVATION DIFFERENCE(FEET) = 18.00 TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 18.00)] ** .20 = 10.760 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.945 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA RUNOFF(CFS) = 19.22 TOTAL AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) = 19.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 686.10 TO NODE 687.10 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 900.00 DOWNSTREAM ELEVATION(FEET) = 894.00 4 "' STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 ® SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 26.67 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .70 HALFSTREET FLOOD WIDTH(FEET) = 27.23 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.51 PRODUCT OF DEPTH &VELOCITY = 2.46 STREET FLOW TRAVEL TIME(MIN.) = 3.80 TC(MIN.) = 14.56 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.456 m SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 .. SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 14.86 EFFECTIVE AREA(ACRES) = 14.50 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 14.50 PEAK FLOW RATE(CFS) = 30.78 END OF SUBAREA STREET FLOW HYDRAULICS: • DEPTH(FEET) = .73 HALFSTREET FLOOD WIDTH(FEET) = 28.42 FLOW VELOCITY(FEET /SEC.) = 3.72 DEPTH *VELOCITY = 2.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,, FLOW PROCESS FROM NODE 687.10 TO NODE 688.10 IS CODE = 6 - » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< m UPSTREAM ELEVATION(FEET) = 894.00 DOWNSTREAM ELEVATION(FEET) = 878.00 STREET LENGTH(FEET) = 900.00 CURB HEIGTH(INCHES) = 8. rr STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 "" INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 • - SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 a * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 36.48 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .67 HALFSTREET FLOOD WIDTH(FEET) = 25.45 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.47 PRODUCT OF DEPTH &VELOCITY = 3.65 • STREET FLOW TRAVEL TIME(MIN.) = 2.74 TC(MIN.) = 17.30 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.214 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 • SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 11.43 EFFECTIVE AREA(ACRES) = 20.50 AVERAGED Fm(INCH /HR) = .10 •. TOTAL AREA(ACRES) = 20.50 PEAK FLOW RATE(CFS) = 39.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .69 HALFSTREET FLOOD WIDTH(FEET) = 26.64 FLOW VELOCITY(FEET /SEC.) = 5.36 DEPTH *VELOCITY = 3.70 .'********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * *-* FLOW PROCESS FROM NODE 688.10 TO NODE 689.10 IS CODE = 3 >» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.4 INCHES m PIPE -FLOW VELOCITY(FEET /SEC.) = 6.3 UPSTREAM NODE ELEVATION(FEET) = 875.00 - DOWNSTREAM NODE ELEVATION(FEET) = 874.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 *" ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 39.07 - TRAVEL TIME(MIN.) = .80 TC(MIN.) = 18.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 689.00 TO NODE 689.10 IS CODE = 8 ar » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.155 m SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 m SUBAREA AREA(ACRES) = 20.50 SUBAREA RUNOFF(CFS) = 37.98 EFFECTIVE AREA(ACRES) = 41.00 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 41.00 PEAK FLOW RATE(CFS) = 75.95 TC(MIN) = 18.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 689.10 TO NODE 690.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< f0 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< " DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.3 JPSTREAM NODE ELEVATION(FEET) = 874.00 DOWNSTREAM NODE ELEVATION(FEET) = 873.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 • ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 75.95 • TRAVEL TIME(MIN.) = .68 TC(MIN.) = 18.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 690.00 TO NODE 690.10 IS CODE = 8 • » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.108 • SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 41.00 SUBAREA RUNOFF(CFS) = 74.21 EFFECTIVE AREA(ACRES) = 82.00 .. AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 82.00 - PEAK FLOW RATE(CFS) = 148.41 TC(MIN) = 18.78 .°********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 690.10 TO NODE 678.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 66.0 INCH PIPE IS 49.3 INCHES - PIPE -FLOW VELOCITY(FEET /SEC.) = 7.8 UPSTREAM NODE ELEVATION(FEET) = 873.00 DOWNSTREAM NODE ELEVATION(FEET) = 868.00 FLOW LENGTH(FEET) = 2000.00 MANNING'S N = .013 •- ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 148.41 �" TRAVEL TIME(MIN.) = 4.27 TC(MIN.) = 23.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 691.00 TO NODE 678.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.864 4144 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 m SUBAREA AREA(ACRES) = 82.00 SUBAREA RUNOFF(CFS) = 130.41 EFFECTIVE AREA(ACRES) = 164.00 Am AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 164.00 PEAK FLOW RATE(CFS) = 260.82 TC(MIN) = 23.06 ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 692.00 TO NODE 692.10 IS CODE = 2 m » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ""' UPSTREAM ELEVATION(FEET) = 889.00 DOWNSTREAM ELEVATION(FEET) = 870.00 ELEVATION DIFFERENCE(FEET) = 19.00 TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 19.00)] ** .20 = 10.644 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.964 . SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 «. SUBAREA RUNOFF(CFS) = 19.35 TOTAL AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) = 19.35 war • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 692.10 TO NODE 693.10 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 870.00 DOWNSTREAM ELEVATION(FEET) = 864.00 STREET LENGTH(FEET) = 850.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 . OUTSIDE STREET CROSSFALL(DECIMAL) = .020 ' SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 26.77 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .70 HALFSTREET FLOOD WIDTH(FEET) = 27.23 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.52 PRODUCT OF DEPTH &VELOCITY = 2.47 STREET FLOW TRAVEL TIME(MIN.) = 4.03 TC(MIN.) = 14.67 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.445 - SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 "°" SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 14.79 EFFECTIVE AREA(ACRES) = 14.50 AVERAGED Fm(INCH /HR) = .10 TOTAL AREA(ACRES) = 14.50 PEAK FLOW RATE(CFS) = 30.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .74 HALFSTREET FLOOD WIDTH(FEET) = 29.02 ar FLOW VELOCITY(FEET /SEC.) = 3.56 DEPTH *VELOCITY = 2.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** m FLOW PROCESS FROM NODE 693.10 TO NODE 693.20 IS CODE = 6 • » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« 41. UPSTREAM ELEVATION(FEET) = 864.00 DOWNSTREAM ELEVATION(FEET) = 848.30 STREET LENGTH(FEET) = 900.00 CURB HEIGTH(INCHES) = 8. • STREET HALFWIDTH(FEET) = 40.00 )ISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 36.32 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .68 HALFSTREET FLOOD WIDTH(FEET) = 26.05 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.21 PRODUCT OF DEPTH &VELOCITY = 3.54 STREET FLOW TRAVEL TIME(MIN.) = 2.88 TC(MIN.) = 17.55 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.196 "' SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 11.33 EFFECTIVE AREA(ACRES) = 20.50 AVERAGED Fm(INCH /HR) = .10 TOTAL AREA(ACRES) = 20.50 PEAK FLOW RATE(CFS) = 38.72 . END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .69 HALFSTREET FLOOD WIDTH(FEET) = 26.64 b. FLOW VELOCITY(FEET /SEC.) = 5.31 DEPTH *VELOCITY = 3.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 693.20 TO NODE 694.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.9 UPSTREAM NODE ELEVATION(FEET) = 845.30 ) OWNSTREAM NODE ELEVATION(FEET) = 844.30 ✓ FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 ,., PIPE- FLOW(CFS) = 38.72 TRAVEL TIME(MIN.) = .99 TC(MIN.) = 18.54 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 695.00 TO NODE 694.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.124 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 20.50 SUBAREA RUNOFF(CFS) = 37.40 *+ EFFECTIVE AREA(ACRES) = 41.00 AVERAGED Fm(INCH /HR) = .097 w. TOTAL AREA(ACRES) = 41.00 PEAK FLOW RATE(CFS) = 74.81 41 ' TC(MIN) = 18.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 694.10 TO NODE 695.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< rr » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< g.. DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.3 A' UPSTREAM NODE ELEVATION(FEET) = 844.30 DOWNSTREAM NODE ELEVATION(FEET) = 843.30 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 1 ` ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 74.81 "` TRAVEL TIME(MIN.) _ .68 TC(MIN.) = 19.23 wr x. c******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 696.00 TO NODE 695.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.079 ' SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 " SUBAREA AREA(ACRES) = 41.00 SUBAREA RUNOFF(CFS) = 73.12 EFFECTIVE AREA(ACRES) = 82.00 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 82.00 • PEAK FLOW RATE(CFS) = 146.25 ,, TC(MIN) = 19.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 40 FLOW PROCESS FROM NODE 695.10 TO NODE 685.10 IS CODE = 3 - » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.4 INCHES "° PIPE -FLOW VELOCITY(FEET /SEC.) = 8.4 UPSTREAM NODE ELEVATION(FEET) = 843.30 DOWNSTREAM NODE ELEVATION(FEET) = 837.20 FLOW LENGTH(FEET) = 2000.00 MANNING'S N = .013 :STIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 • PIPE - FLOW(CFS) = 146.25 TRAVEL TIME(MIN.) = 3.98 TC(MIN.) = 23.21 ..********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 697.00 TO NODE 685.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.857 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 82.00 SUBAREA RUNOFF(CFS) = 129.85 EFFECTIVE AREA(ACRES) = 164.00 AVERAGED Fm(INCH /HR) = .097 r TOTAL AREA(ACRES) = 164.00 PEAK FLOW RATE(CFS) = 259.71 • TC(MIN) = 23.21 01 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 164.00 TC(MIN.) = 23.21 " EFFECTIVE AREA(ACRES) = 164.00 AVERAGED Fm(INCH /HR)= .10 PEAK FLOW RATE(CFS) = 259.71 • END OF RATIONAL METHOD ANALYSIS 411 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN, INC. ************************** DESCRIPTION OF STUDY ************************** * S. FONTANA MASTER S.D. PLAN, LINES SS-8, SS-10 AND SS-11 44/ * 100 YEAR STORM, DESIGN Q * JN 4042 • ************************************************************************** FILE NAME: SFONSS4.100 TIME/DATE OF STUDY: 9: 8 2/27/1992 . USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME-OF-CONCENTRATION MODEL*-- Aw USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 Alm 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) = .900 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.330 MMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3300 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************************************************** - FLOW PROCESS FROM NODE 672.00 TO NODE 672.10 IS CODE = 2 **" >>>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« - DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 916.00 DOWNSTREAM ELEVATION(FEET) = 906.00 . ELEVATION DIFFERENCE(FEET) = 10.00 TC(MIN.) = .304*[( 1000.00** 3.00)/( 10.00)]** .20 = 12.102 • 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.476 SOIL CLASSIFICATION IS "B" 4 1,1 COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA RUNOFF(CFS) = 15.30 -.4 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 15.30 **************************************************************************** -44 FLOW PROCESS FROM NODE 672.10 TO NODE 673.10 IS CODE = 5 .»»COMPUTE TRAPEZOIDAL-CHANNEL FLOW<«« >>>>>TRAVEL TIME THRU SUBAREA«<« • UPSTREAM NODE ELEVATION(FEET) = 906.00 DOWNSTREAM NODE ELEVATION(FEET) = 901.00 0111 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 15.30 ,,,, FLOW VELOCITY(FEET /SEC.) = 1.08 FLOW DEPTH(FEET) _ .20 "RAVEL TIME(MIN.) = 15.46 TC(MIN.) = 27.56 �r ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 673.00 TO NODE 673.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.121 '" SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 9.21 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH /HR) = .075 .ter TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 18.41 • TC(MIN) = 27.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** A' FLOW PROCESS FROM NODE 673.10 TO NODE 674.10 IS CODE = 5 » » >COMPUTE TRAPEZOIDAL- CHANNEL FLOW««< » »> TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 901.00 DOWNSTREAM NODE ELEVATION(FEET) = 886.00 - CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 7.HANNEL BASE(FEET) = 50.00 "Z" FACTOR = 99.990 • MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 18.41 . FLOW VELOCITY(FEET /SEC.) = 2.03 FLOW DEPTH(FEET) = .14 TRAVEL TIME(MIN.) = 5.32 TC(MIN.) = 32.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 674.00 TO NODE 674.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< «« • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.908 SOIL CLASSIFICATION IS "B" ,., COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 5.77 Als EFFECTIVE AREA(ACRES) = 13.50 AVERAGED Fm(INCH/HR) = .075 • TOTAL AREA(ACRES) = 13.50 PEAK FLOW RATE(CFS) = 22.27 TC(MIN) = 32.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 674.10 TO NODE 675.10 IS CODE = 4 gm » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< 0 » » >USING USER - SPECIFIED PIPESIZE««< . DEPTH OF FLOW IN 36.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.2 4r' UPSTREAM NODE ELEVATION(FEET) = 881.00 DOWNSTREAM NODE ELEVATION(FEET) = 879.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 22.27 TRAVEL TIME(MIN.) = 1.21 TC(MIN.) = 34.10 ar r..******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 674.10 TO NODE 675.10 IS CODE = 3 ar » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< �• » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < ' DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.4 4 " UPSTREAM NODE ELEVATION(FEET) = 881.00 DOWNSTREAM NODE ELEVATION(FEET) = 880.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 22.27 ,,,. TRAVEL TIME(MIN.) = 1.88 TC(MIN.) = 35.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 40 FLOW PROCESS FROM NODE 675.00 TO NODE 675.10 IS CODE = 8 • » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.807 SOIL CLASSIFICATION IS "B" " COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 13.50 SUBAREA RUNOFF(CFS) = 21.05 EFFECTIVE AREA(ACRES) = 27.00 AVERAGED Fm(INCH /HR) = .075 i'OTAL AREA(ACRES) = 27.00 .0 PEAK FLOW RATE(CFS) = 42.10 TC(MIN) = 35.99 - ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 675.10 TO NODE 676.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « « < » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.6 INCHES - PIPE -FLOW VELOCITY(FEET /SEC.) = 7.0 UPSTREAM NODE ELEVATION(FEET) = 879.00 • DOWNSTREAM NODE ELEVATION(FEET) = 877.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013 m ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 42.10 . TRAVEL TIME(MIN.) = 1.07 TC(MIN.) = 37.06 ar ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +' FLOW PROCESS FROM NODE 676.00 TO NODE 676.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.776 • SOIL CLASSIFICATION IS "B" :OMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 .. SUBAREA AREA(ACRES) = 27.00 SUBAREA RUNOFF(CFS) = 41.33 EFFECTIVE AREA(ACRES) = 54.00 AVERAGED Fm(INCH/HR) = .075 TOTAL AREA(ACRES) = 54.00 PEAK FLOW RATE(CFS) = 82.66 TC(MIN) = 37.06 qya **************************************************************************** ?LOW PROCESS FROM NODE 676.10 TO NODE 677.10 IS CODE = 3 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< ww• >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< .0 DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.6 41° UPSTREAM NODE ELEVATION(FEET) = 877.00 DOWNSTREAM NODE ELEVATION(FEET) = 875.00 • FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 82.66 TRAVEL TIME(MIN.) = .77 TC(MIN.) = 37.84 **************************************************************************** . FLOW PROCESS FROM NODE 677.00 TO NODE 677.10 IS CODE = 8 - ftv >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< • 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.754 SOIL CLASSIFICATION IS "B" • COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA AREA(ACRES) = 20.50 SUBAREA RUNOFF(CFS) = 30.98 EFFECTIVE AREA(ACRES) = 74.50 AVERAGED Fm(INCH/HR) = .075 TOTAL AREA(ACRES) = 74.50 - PEAK FLOW RATE(CFS) = 112.57 'C(MIN) = 37.84 _**************************************************************************** FLOW PROCESS FROM NODE 677.10 TO NODE 678.10 IS CODE = 3 >>>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« - >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< - DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.7 UPSTREAM NODE ELEVATION(FEET) = 875.00 DOWNSTREAM NODE ELEVATION(FEET) = 870.00 FLOW LENGTH(FEET) = 1250.00 MANNING'S N = .013 . ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 112.57 TRAVEL TIME(MIN.) = 2.41 TC(MIN.) = 40.24 **************00************************************************************ w FLOW PROCESS FROM NODE 678.00 TO NODE 678.10 IS CODE = 8 • >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.690 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 vir SUBAREA AREA(ACRES) = 74.50 SUBAREA RUNOFF(CFS) = 108.30 'FFECTIVE AREA(ACRES) = 149.00 . AVERAGED Fm(INCH/HR) = .075 TOTAL AREA(ACRES) = 149.00 PEAK FLOW RATE(CFS) = 216.59 TC(MIN) = 40.24 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 686.00 TO NODE 686.10 IS CODE = 2 .» »RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 .* UPSTREAM ELEVATION(FEET) = 918.00 DOWNSTREAM ELEVATION(FEET) = 900.00 4" ELEVATION DIFFERENCE(FEET) = 18.00 TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 18.00)] ** .20 = 10.760 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.730 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA RUNOFF(CFS) = 24.52 TOTAL AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) = 24.52 .., ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 686.10 TO NODE 687.10 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 900.00 DOWNSTREAM ELEVATION(FEET) = 894.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 40.00 m DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 • OUTSIDE STREET CROSSFALL(DECIMAL) = .020 40 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 34.16 STREET FLOW MODEL RESULTS: - NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .75 HALFSTREET FLOOD WIDTH(FEET) = 29.61 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.81 PRODUCT OF DEPTH &VELOCITY = 2.86 STREET FLOW TRAVEL TIME(MIN.) = 3.50 TC(MIN.) = 14.26 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.150 "' SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 19.23 EFFECTIVE AREA(ACRES) = 14.50 AVERAGED Fm(INCH /HR) = .10 TOTAL AREA(ACRES) = 14.50 PEAK FLOW RATE(CFS) = 39.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .79 HALFSTREET FLOOD WIDTH(FEET) = 31.39 w FLOW VELOCITY(FEET /SEC.) = 3.97 DEPTH *VELOCITY = 3.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ar FLOW PROCESS FROM NODE 687.10 TO NODE 688.10 IS CODE = 6 • » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< UPSTREAM ELEVATION(FEET) = 894.00 DOWNSTREAM ELEVATION(FEET) = 878.00 STREET LENGTH(FEET) = 900.00 CURB HEIGTH(INCHES) = 8. wr STREET HALFWIDTH(FEET) = 40.00 0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 ""' INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 le * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 47.28 STREET FLOW MODEL RESULTS: «,. NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .73 HALFSTREET FLOOD WIDTH(FEET) = 28.42 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.72 PRODUCT OF DEPTH &VELOCITY = 4.16 '° STREET FLOW TRAVEL TIME(MIN.) = 2.62 TC(MIN.) = 16.88 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.847 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 .r SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 14.85 EFFECTIVE AREA(ACRES) = 20.50 AVERAGED Fm(INCH /HR) = .10 A. TOTAL AREA(ACRES) = 20.50 PEAK FLOW RATE(CFS) = 50.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .74 HALFSTREET FLOOD WIDTH(FEET) = 29.02 FLOW VELOCITY(FEET /SEC.) = 5.89 DEPTH *VELOCITY = 4.35 ********'****'*******'**********'********'******** ********* ** * *** * ** **** *** *4-**** FLOW PROCESS FROM NODE 688.10 TO NODE 689.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.0 INCHES • PIPE -FLOW VELOCITY(FEET /SEC.) = 6.7 UPSTREAM NODE ELEVATION(FEET) = 875.00 DOWNSTREAM NODE ELEVATION(FEET) = 874.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 "" ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 50.73 TRAVEL TIME(MIN.) = .75 TC(MIN.) = 17.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 689.00 TO NODE 689.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.773 • SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 "'s SUBAREA AREA(ACRES) = 20.50 SUBAREA RUNOFF(CFS) = 49.38 EFFECTIVE AREA(ACRES) = 41.00 AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 41.00 PEAK FLOW RATE(CFS) = 98.75 TC(MIN) = 17.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +/0 FLOW PROCESS FROM NODE 689.10 TO NODE 690.10 IS CODE = 3 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< • DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.8 INCHES 110 PIPE-FLOW VELOCITY(FEET/SEC.) = 7.9 JPSTREAM NODE ELEVATION(FEET) = 874.00 - DOWNSTREAM NODE ELEVATION(FEET) = 873.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 40 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 98.75 . TRAVEL TIME(MIN.) = .64 TC(MIN.) = 18.27 **************************************************************************** 4. FLOW PROCESS FROM NODE 690.00 TO NODE 690.10 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.715 a . SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 . SUBAREA AREA(ACRES) = 41.00 SUBAREA RUNOFF(CFS) = 96.60 EFFECTIVE AREA(ACRES) = 82.00 -4 AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 82.00 - PEAK FLOW RATE(CFS) = 193.20 TC(MIN) = 18.27 -**************************************************************************** FLOW PROCESS FROM NODE 690.10 TO NODE 678.10 IS CODE = 3 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< .>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< . - DEPTH OF FLOW IN 72.0 INCH PIPE IS 55.3 INCHES - PIPE-FLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION(FEET) = 873.00 DOWNSTREAM NODE ELEVATION(FEET) = 868.00 FLOW LENGTH(FEET) = 2000.00 MANNING'S N = .013 - ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 193.20 - TRAVEL TIME(MIN.) = 4.02 TC(MIN.) = 22.28 **************************************************************************** FLOW PROCESS FROM NODE 691.00 TO NODE 678.10 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.410 , w4 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 41/ SUBAREA AREA(ACRES) = 82.00 SUBAREA RUNOFF(CFS) = 170.67 EFFECTIVE AREA(ACRES) = 164.00 qm AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 164.00 PEAK FLOW RATE(CFS) = 341.34 TC(MIN) = 22.28 ************************************************************************* 40 FLOW PROCESS FROM NODE 692.00 TO NODE 692.10 IS CODE = 2 411 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 0 DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 " UPSTREAM ELEVATION(FEET) = 889.00 40, DOWNSTREAM ELEVATION(FEET) = 870.00 ;LEVATION DIFFERENCE(FEET) = 19.00 • TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 19.00)] ** .20 = 10.644 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.754 +r SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 G+. SUBAREA RUNOFF(CFS) = 24.68 TOTAL AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) = 24.68 40 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 692.10 TO NODE 693.10 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< m UPSTREAM ELEVATION(FEET) = 870.00 DOWNSTREAM ELEVATION(FEET) = 864.00 STREET LENGTH(FEET) = 850.00 CURB HEIGTH(INCHES) = 8. . STREET HALFWIDTH(FEET) = 40.00 wr DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 A. OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 34.23 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .76 HALFSTREET FLOOD WIDTH(FEET) = 30.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.68 ""` PRODUCT OF DEPTH &VELOCITY = 2.80 STREET FLOW TRAVEL TIME(MIN.) = 3.85 TC(MIN.) = 14.50 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.119 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 19.04 , EFFECTIVE AREA(ACRES) = 14.50 AVERAGED Fm(INCH /HR) = .10 TOTAL AREA(ACRES) = 14.50 PEAK FLOW RATE(CFS) = 39.43 - END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .79 HALFSTREET FLOOD WIDTH(FEET) = 31.39 FLOW VELOCITY(FEET /SEC.) = 3.93 DEPTH *VELOCITY = 3.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 693.10 TO NODE 693.20 IS CODE = 6 • » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « UPSTREAM ELEVATION(FEET) = 864.00 DOWNSTREAM ELEVATION(FEET) = 848.30 STREET LENGTH(FEET) = 900.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 40.00 ►ISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 ,. INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 rr SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 40 4. * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 46.79 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. 440 THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. ,., THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .73 HALFSTREET FLOOD WIDTH(FEET) = 28.42 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.66 PRODUCT OF DEPTH &VELOCITY = 4.11 STREET FLOW TRAVEL TIME(MIN.) = 2.65 TC(MIN.) = 17.15 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.820 - SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 14.70 EFFECTIVE AREA(ACRES) = 20.50 AVERAGED Fm(INCH /HR) = .10 TOTAL AREA(ACRES) = 20.50 PEAK FLOW RATE(CFS) = 50.23 .w END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .74 HALFSTREET FLOOD WIDTH(FEET) = 29.02 . FLOW VELOCITY(FEET /SEC.) = 5.84 DEPTH *VELOCITY = 4.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 693.20 TO NODE 694.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ,, DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.2 - UPSTREAM NODE ELEVATION(FEET) = 845.30 DOWNSTREAM NODE ELEVATION(FEET) = 844.30 4. FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 *• PIPE - FLOW(CFS) = 50.23 TRAVEL TIME(MIN.) = .94 TC(MIN.) = 18.09 .********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 695.00 TO NODE 694.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< wr 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.731 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 20.50 SUBAREA RUNOFF(CFS) = 48.59 *" EFFECTIVE AREA(ACRES) = 41.00 AVERAGED Fm(INCH /HR) = .097 44 TOTAL AREA(ACRES) = 41.00 PEAK FLOW RATE(CFS) = 97.19 TC(MIN) = 18.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 694.10 TO NODE 695.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< �r » » > USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.8 4 " UPSTREAM NODE ELEVATION(FEET) = 844.30 DOWNSTREAM NODE ELEVATION(FEET) = 843.30 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 97.19 TRAVEL TIME(MIN.) = .64 TC(MIN.) = 18.73 • ******************************************* * * * * * * * * * * * * * * * * * * * * *** * * * * * * ** FLOW PROCESS FROM NODE 696.00 TO NODE 695.10 IS CODE = 8 a » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.675 • SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 41.00 SUBAREA RUNOFF(CFS) = 95.12 , EFFECTIVE AREA(ACRES) = 82.00 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 82.00 PEAK FLOW RATE(CFS) = 190.23 0 TC(MIN) = 18.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4. FLOW PROCESS FROM NODE 695.10 TO NODE 685.10 IS CODE = 3 "' » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 69.0 INCH PIPE IS 52.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.9 a UPSTREAM NODE ELEVATION(FEET) = 843.30 DOWNSTREAM NODE ELEVATION(FEET) = 837.20 . FLOW LENGTH(FEET) = 2000.00 MANNING'S N = .013 1STIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 40 PIPE- FLOW(CFS) = 190.23 TRAVEL TIME(MIN.) = 3.74 TC(MIN.) = 22.47 6 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 697.00 TO NODE 685.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< - 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.398 SOIL CLASSIFICATION IS "A" • COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 82.00 SUBAREA RUNOFF(CFS) = 169.79 . EFFECTIVE AREA(ACRES) = 164.00 AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 164.00 PEAK FLOW RATE(CFS) = 339.58 • TC(MIN) = 22.47 • END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 164.00 TC(MIN.) = 22.47 EFFECTIVE AREA(ACRES) = 164.00 AVERAGED Fm(INCH/HR)= .10 r PEAK FLOW RATE(CFS) = 339.58 END OF RATIONAL METHOD ANALYSIS a k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** „�. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN INC., 3170 REDHILL AVE., COSTA MESA, CA,92626 13 MARCH 1989, VERS. 5.2A 08 -15 -88 AUTHORIZATION CODE 136020001 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • S. FONTANA MASTER S.D. PLAN: LINE T -1 FOR 25 -YR. STORM. * LINES RUNS S. ON REDWOOD AVE. TO W. FONTANA CHANNEL. *.* T. ARROYO, 1/26/90. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONT1.025 1 " TIME /DATE OF STUDY: 15:24 1/26/1990 "" USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - - USER SPECIFIED STORM EVENT(YEAR) = 25.00 . SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 - *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .970 .u0 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.450 COMPUTED RAINFALL INTENSITY DATA: - STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1383 SLOPE OF INTENSITY DURATION CURVE = .6000 r k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.20 IS CODE = 2 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< a"c DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE • TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 4 UPSTREAM ELEVATION(FEET) = 1259.00 DOWNSTREAM ELEVATION(FEET) = 1240.00 4 " ELEVATION DIFFERENCE(FEET) = 19.00 TC(MIN.) = .389 *[( 1000.00 ** 3.00) /( 19.00)] ** .20 = 13.621 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.771 SOIL CLASSIFICATION IS HA" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 4 SUBAREA RUNOFF(CFS) = 20.57 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 20.57 Ak******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OW PROCESS FROM NODE 100.20 TO NODE 101.10 I8 CODE = 6 » STREET FLOW TRAVEL TIME THRU SUBAREA « «< - UPSTREAM ELEVATION(FEET) = 1240.00 DOWNSTREAM ELEVATION(FEET) = 1237.00 STREET LENGTH(FEET) = 375.00 CURB HEIGTH(INCHES) = 6. 4. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 JTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 20.57 '. STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT I8, ALL FLOW ALONG THE PARKWAY, ETC., I8 NEGLECTED. STREET FLOW DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 16.44 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.99 PRODUCT OF DEPTH &VELOCITY = 1.75 • STREET FLOW TRAVEL TIME(MIN.) = 2.09 TC(MIN.) = 15.71 -°° 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.544 SOIL CLASSIFICATION I8 'Au • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 • EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH /HR) = .49 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 20.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 16.44 FLOW VELOCITY(FEET /SEC.) = 2.99 DEPTH *VELOCITY = 1.75 _.. ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 10W PROCESS FROM NODE 101.00 TO NODE 101.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.544 '"" SOIL CLASSIFICATION I8 "An RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 M ' SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 17.05 EFFECTIVE AREA(ACRES) = 19.20 0. AVERAGED Fm(INCH /HR) = .485 • TOTAL AREA(ACRES) = 19.20 PEAK FLOW RATE(CFS) = 35.57 • TC(MIN) = 15.71 r******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** a FLOW PROCESS FROM NODE 101.10 TO NODE 102.10 I8 CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « « < » » > USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.0 INCHES 0 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.4 UPSTREAM NODE ELEVATION(FEET) = 1237.00 b. DOWNSTREAM NODE ELEVATION(FEET) = 1233.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 de ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PE- FLOW(CFS) = 35.57 "" -RAVEL TIME(MIN.) = .71 TC(MIN.) = 16.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE` 102.00 TO NODE 102.10 I8 CODE = 8 » » > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < A 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.477 ►IL CLASSIFICATION IS l'A" AESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 16.50 ar EFFECTIVE AREA(ACRES) = 28.40 AVERAGED Fm(INCH /HR) = .485 a TOTAL AREA(ACRES) = 28.40 PEAK FLOW RATE(CFS) = 50.92 • TC(MIN) = 16.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.10 TO NODE 103.10 I8 CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< ar » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ". DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.6 ''. UPSTREAM NODE ELEVATION(FEET) = 1233.00 DOWNSTREAM NODE ELEVATION(FEET) = 1227.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 50.92 TRAVEL TIME(MIN.) = 1.75 TC(MIN.) = 18.17 ar ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 'SLOW PROCESS FROM NODE 103.00 TO NODE 103.10 IS CODE = 8 . » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< a 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.331 SOIL CLASSIFICATION IS "An RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 33.22 "" EFFECTIVE AREA(ACRES) = 48.40 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 48.40 PEAK FLOW RATE(CFS) = 80.40 TC(MIN) = 18.17 .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.10 TO NODE 104.10 IS CODE = 3 dr. » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< "" » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « < DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.9 UPSTREAM NODE ELEVATION(FEET) = 1227.00 a DOWNSTREAM NODE ELEVATION(FEET) = 1220.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 . ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 80.40 ar TRAVEL TIME(MIN.) = .84 TC(MIN.) = 19.01 r******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 104.00 TO NODE 104.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.268 SOIL CLASSIFICATION IS ',Au ..r "ESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 JBAREA AREA(ACRES) = 17.90 SUBAREA RUNOFF(CFS) = 28.73 EFFECTIVE AREA(ACRES) = 66.30 AVERAGED Fm(INCH/HR) = .485 Avi TOTAL AREA(ACRES) = 66.30 PEAK FLOW RATE(CFS) = 106.42 • TC(MIN) = 19.01 an ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 104.10 TO NODE 109.10 I8 CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 00 DEPTH OF FLOW IN 45.0 INCH PIPE I8 31.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.7 UPSTREAM NODE ELEVATION(FEET) = 1220.00 DOWNSTREAM NODE ELEVATION(FEET) = 1203.00 '" FLOW LENGTH(FEET) = 1500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 • PIPE - FLOW(CFS) = 106.42 TRAVEL TIME(MIN.) = 1.96 TC(MIN.) = 20.97 '.********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 109.10 TO NODE 109.10 IS CODE = 1 �., '» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< • DOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ^-* TIME OF CONCENTRATION(MIN.) = 20.97 RAINFALL INTENSITY(INCH/HR) = 2.14 " AVERAGED Fm(INCH /HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 66.30 "" TOTAL STREAM AREA(ACRES) = 66.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 106.42 - k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 105.00 TO NODE 105.10 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(FEET) = 850.00 UPSTREAM ELEVATION(FEET) = 1242.00 DOWNSTREAM ELEVATION(FEET) = 1228.00 ELEVATION DIFFERENCE(FEET) = 14.00 TC(MIN.) = .389 *[( 850.00 ** 3.00)/( 14.00)] ** .20 = 13.133 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.832 SOIL CLASSIFICATION IS "A" • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA RUNOFF(CFS) = 10.56 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 10.56 e******************************************* t* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 105.10 TO NODE 105.11 I8 CODE = 3 » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< • ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 0 *'EPTH OF FLOW IN 36.0 INCH PIPE I8 8.7 INCHES : PE -FLOW VELOCITY(FEET /SEC.) = 8.0 a uPSTREAM NODE ELEVATION(FEET) = 1228.00 DOWNSTREAM NODE ELEVATION(FEET) = 1215.00 al FLOW LENGTH(FEET) = 800.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 10.56 TRAVEL TIME(MIN.) = 1.66 TC(MIN.) = 14.79 ' 4 %******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.01 TO NODE 105.11 IS CODE = 8 a » »ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « «< a 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.637 SOIL CLASSIFICATION IS "A" • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 9.69 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH /HR) = .485 • TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 19.37 a TC(MIN) = 14.79 `aa a ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.11 TO NODE 106.10 IS CODE = 6 »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « « < UPSTREAM ELEVATION(FEET) = 1215.00 DOWNSTREAM ELEVATION(FEET) = 1213.00 - STREET LENGTH(FEET) = 300.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.00 "°' INTERIOR STREET CROSSFALL(DECIMAL) = .020 .. OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 19.37 STREET FLOW MODEL RESULTS: .a STREET FLOW DEPTH(FEET) = .61 HALFSTREET FLOOD WIDTH(FEET) = 12.38 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.10 PRODUCT OF DEPTH &VELOCITY = 1.88 • STREET FLOW TRAVEL TIME(MIN.) = 1.61 TC(MIN.) = 16.40 "* 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.479 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 rr SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH /HR) = .49 0 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 19.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .61 HALFSTREET FLOOD WIDTH(FEET) = 12.38 SOW VELOCITY(FEET /SEC.) = 3.10 DEPTH *VELOCITY = 1.88 1 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.00 TO NODE 106.10 I8 CODE = 8 » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.479 0 'SOIL CLASSIFICATION I8 "An ;SIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 .• DUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 17.94 EFFECTIVE AREA(ACRES) = 20.00 `" AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 20.00 "' PEAK FLOW RATE(CFS) = 35.89 TC(MIN) = 16.40 ""********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** le FLOW PROCESS FROM NODE 106.10 TO NODE 107.10 I8 CODE = 3 • » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « « < ar- DEPTH OF FLOW IN 36.0 INCH PIPE I8 28.2 INCHES .. PIPE -FLOW VELOCITY(FEET /SEC.) = 6.0 UPSTREAM NODE ELEVATION(FEET) = 1213.00 '" DOWNSTREAM NODE ELEVATION(FEET) = 1212.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 • ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 35.89 TRAVEL TIME(MIN.) = .83 TC(MIN.) = 17.23 „ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 107.00 TO NODE 107.10 I8 CODE = 8 »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.407 ""' SOIL CLASSIFICATION IS "An RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 ▪ SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 17.29 EFFECTIVE AREA(ACRES) = 30.00 - AVERAGED Fm(INCH /HR) = .485 • TOTAL AREA(ACRES) = 30.00 PEAK FLOW RATE(CFS) = 51.88 - TC(MIN) = 17.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** im FLOW PROCESS FROM NODE 107.10 TO NODE 108.10 IS CODE = 3 0 »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< > »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.6 UPSTREAM NODE ELEVATION(FEET) = 1212.00 DOWNSTREAM NODE ELEVATION(FEET) = 1209.00 ari FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 51.88 TRAVEL TIME(MIN.) = .88 TC(MIN.) = 18.11 miar. FLOW PROCESS FROM NODE 108.00 TO NODE 108.10 IS CODE = 8 - > »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< rr= 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.336 „„ SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 0 ^UBAREA AREA(ACRES) = 16.50 SUBAREA RUNOFF(CFS) = 27.49 'FECTIVE AREA(ACRES) = 46.50 • AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 46.50 „" PEAK FLOW RATE(CFS) = 77.46 TC(MIN) = 18.11 ar ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 108.10 TO NODE 109.10 IS CODE = 3 » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « < DEPTH OF FLOW IN 45.0 INCH PIPE I8 35.6 INCHES '*' PIPE -FLOW VELOCITY(FEET /SEC.) = 8.3 UPSTREAM NODE ELEVATION(FEET) = 1209.00 • DOWNSTREAM NODE ELEVATION(FEET) = 1203.00 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 77.46 • TRAVEL TIME(MIN.) = 2.62 TC(MIN.) = 20.73 „ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 109.00 TO NODE 109.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.154 • bOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 - SUBAREA AREA(ACRES) = 43.30 SUBAREA RUNOFF(CFS) = 65.03 EFFECTIVE AREA(ACRES) = 89.80 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 89.80 PEAK FLOW RATE(CFS) = 134.87 • TC(MIN) = 20.73 k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "" FLOW PROCESS FROM NODE 109.10 TO NODE 109.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « « < TOTAL NUMBER OF STREAMS = 2 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: a TIME OF CONCENTRATION(MIN.) = 20.73 RAINFALL INTENSITY(INCH /HR) = 2.15 AVERAGED Fm(INCH /HR) = .48 EFFECTIVE STREAM AREA(ACRES) = 89.80 m TOTAL STREAM AREA(ACRES) = 89.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 134.87 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. • * PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 240.06 20.97 .485 156.10 ,. 2 241.01 20.73 .485 155.32 Aft a COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 241.01 Tc(MIN.) = 20.729 EFFECTIVE AREA(ACRES) = 155.32 AVERAGED Fm(INCH /HR) = .49 mOTAL AREA(ACRES) = 156.10 * ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r FLOW PROCESS FROM NODE 109.10 TO NODE 114.10 I8 CODE = 3 - » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « « < DEPTH OF FLOW IN 54.0 INCH PIPE I8 43.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.5 a UPSTREAM NODE ELEVATION(FEET) = 1203.00 DOWNSTREAM NODE ELEVATION(FEET) = 1182.00 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 ar PIPE - FLOW(CFS) = 241.01 TRAVEL TIME(MIN.) = 1.24 TC(MIN.) = 21.97 a W******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 114.00 TO NODE 114.10 I8 CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.080 SOIL CLASSIFICATION IS "A" ar RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 38.00 SUBAREA RUNOFF(CFS) = 54.55 .,, z'FFECTIVE AREA(ACRES) = 193.32 'ERAGED Fm(INCH /HR) = .485 dr TOTAL AREA(ACRES) = 194.10 PEAK FLOW RATE(CFS) = 277.52 TC(MIN) = 21.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 114.10 TO NODE 117.10 IS CODE = 3 » PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< „.. » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ao DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.8 • UPSTREAM NODE ELEVATION(FEET) = 1182.00 DOWNSTREAM NODE ELEVATION(FEET) = 1175.00 di FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 • PIPE- FLOW(CFS) = 277.52 TRAVEL TIME(MIN.) = .35 TC(MIN.) = 22.32 k ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ar FLOW PROCESS FROM NODE 117.00 TO NODE 117.10 IS CODE = 8 • » OF SUBAREA TO MAINLINE PEAK FLOW « «< al 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.060 AIL CLASSIFICATION IS HA" • ..x1SIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 17.01 EFFECTIVE AREA(ACRES) = 205.32 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 206.10 PEAK FLOW RATE(CFS) = 291.07 TC(MIN) = 22.32 * ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** rLOW PROCESS FROM NODE 117.10 TO NODE 117.10 I8 CODE = 1 a » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< • TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MIN.) = 22.32 RAINFALL INTENSITY(INCH /HR) = 2.06 ' AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 205.32 TOTAL STREAM AREA(ACRES) = 206.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 291.07 0 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 206.10 TC(MIN.) = 22.32 . EFFECTIVE AREA(ACRES) = 205.32 AVERAGED Fm(INCH /HR)= .49 PEAK FLOW RATE(CFS) = 291.07 'N' * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) .. 1 291.07 22.32 .485 205.32 .rr 2 289.67 22.57 .485 206.10 4 ' END OF RATIONAL METHOD ANALYSIS err 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN, INC. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D. PLAN: LINE T -1A, ,LIVE OAK TO W. FONTANA CHANNEL * Q 25 -YEAR, DESIGN Q - REISSUED 10/13/93 WITHOUT ANY CHANGES k B. EVERSON - J.N. 4042 - SFONT1A.DAT (INPUT), SFONT1A.OUT (OUTPUT) * ( dp * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** . FILE NAME:' SFONT1A. DAT TIME /DATE OF STUDY: 16:43 10/13/1993 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: tea_ -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 25.00 - SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 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) = .970 '00 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.450 JMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1383 .. SLOPE OF INTENSITY DURATION CURVE = .6000 -********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 110.10 IS CODE = 2 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< AIM DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 UPSTREAM ELEVATION(FEET) = 1215.00 Ar DOWNSTREAM ELEVATION(FEET) = 1202.00 ELEVATION DIFFERENCE(FEET) = 13.00 .. TC(MIN.) = .389 *[( 750.00 ** 3.00)/( 13.00)] ** .20 = 12.365 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.937 4" SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 m " SUBAREA RUNOFF(CFS) = 11.03 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 11.03 4 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** . FLOW PROCESS FROM NODE 110.10 TO NODE 110.11 IS CODE = 3 . »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 - DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.2 INCHES a PIPE -FLOW VELOCITY(FEET /SEC.) = 6.7 UPSTREAM NODE ELEVATION(FEET) = 1202.00 DOWNSTREAM NODE ELEVATION(FEET) = 1196.00 r.F FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 'STIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.03 TRAVEL TIME(MIN.) = 1.63 TC(MIN.) = 13.99 . .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.01 TO NODE 110.11 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.727 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 10.09 4. EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm,(INCH /HR) = .485 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 20.17 - TC(MIN) = 13.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** `°" FLOW PROCESS FROM NODE 110.11 TO NODE 111.10 IS CODE = 3 »> »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 - '`EPTH OF FLOW IN 36.0 INCH PIPE IS 13.3 INCHES IPE -FLOW VELOCITY(FEET /SEC.) = 8.5 UPSTREAM NODE ELEVATION(FEET) = 1196.00 - DOWNSTREAM NODE ELEVATION(FEET) = 1192.00 FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 - ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 20.17 °" TRAVEL TIME(MIN.) = .68 TC(MIN.) = 14.68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 111.00 TO NODE 111.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.650 ar SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 • SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 19.48 EFFECTIVE AREA(ACRES) = 20.00 ' AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 20.00 • PEAK FLOW RATE(CFS) = 38.96 TC(MIN) = 14.68 C * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 111.10 TO NODE 112.10 IS CODE = 3 > »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< AL » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.2 UPSTREAM NODE ELEVATION(FEET) = 1192.00 DOWNSTREAM NODE ELEVATION(FEET) = 1188.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 STIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 IPE - FLOW(CFS) = 38.96 TRAVEL TIME(MIN.) = 1.22 TC(MIN.) = 15.90 _r******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 112.00 TO NODE 112.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.526 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 18.00 SUBAREA RUNOFF(CFS) = 33.06 ... EFFECTIVE AREA(ACRES) = 38.00 AVERAGED Fm(INCH/HR) = .485 - TOTAL AREA(ACRES) = 38.00 PEAK FLOW RATE(CFS) = 69.79 - TC(MIN) = 15.90 k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** `° FLOW PROCESS FROM NODE 112.10 TO NODE 113.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « « < »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.9 INCHES ^IPE -FLOW VELOCITY(FEET /SEC.) = 9.9 ?STREAM NODE ELEVATION(FEET) = 1188.00 DOWNSTREAM NODE ELEVATION(FEET) = 1184.00 - FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 • PIPE - FLOW(CFS) = 69.79 TRAVEL TIME(MIN.) = .84 TC(MIN.) = 16.74 °********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 113.00 TO NODE 113.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.449 SOIL CLASSIFICATION IS "A" r RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 21.21 . EFFECTIVE AREA(ACRES) = 50.00 AVERAGED Fm(INCH /HR) = .485 I. TOTAL AREA(ACRES) = 50.00 PEAK FLOW RATE(CFS) = 88.36 • TC(MIN) = 16.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 113.10 TO NODE 113.10 IS CODE = 1 -» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « TOTAL NUMBER OF STREAMS = 2 4 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.74 " RAINFALL INTENSITY(INCH /HR) = 2.45 0 44 ' AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 50.00 /um TOTAL STREAM AREA(ACRES) = 50.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 88.36 -ND OF STUDY SUMMARY: TOTAL AREA(ACRES) = 50.00 TC(MIN.) = 16.74 . EFFECTIVE AREA(ACRES) = 50.00 AVERAGED Fm(INCH/HR)= .49 PEAK FLOW RATE(CFS) = 88.36 41 ' END OF RATIONAL METHOD ANALYSIS m per m ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN, INC. ' i O wr * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D. PLAN: LINE T -1A, ,LIVE OAK TO W. FONTANA CHANNEL Q 100 -YEAR, REF. Q, - REISSUED 10/13/93 WITHOUT ANY CHANGES * t B. EVERSON - J.N. 4042 - SFONT1A.DAT (INPUT), SFONT1A.10T (OUTPUT) r �k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * �F� FILE NAME: SFONT1A.DAT TIME /DATE OF STUDY: 16:39 10/13/1993 wt - - - =-- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 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) = .970 00 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.450 JMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4500 - SLOPE OF INTENSITY DURATION CURVE = .6000 n * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 110.10 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(FEET) = 750.00 UPSTREAM ELEVATION(FEET) = 1215.00 4 ' DOWNSTREAM ELEVATION(FEET) = 1202.00 ELEVATION DIFFERENCE(FEET) = 13.00 • TC(MIN.) = .389 *[( 750.00 ** 3.00)/( 13.00)] ** .20 = 12.365 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.741 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 • SUBAREA RUNOFF(CFS) = 14.65 Ai TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 14.65 c ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r FLOW PROCESS FROM NODE 110.10 TO NODE 110.11 IS CODE = 3 .> » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 — DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.9 INCHES -r PIPE -FLOW VELOCITY(FEET /SEC.) = 7.2 UPSTREAM NODE ELEVATION(FEET) = 1202.00 DOWNSTREAM NODE ELEVATION(FEET) = 1196.00 FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 STIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 - PIPE- FLOW(CFS) = 14.65 TRAVEL TIME(MIN.) = 1.50 TC(MIN.) = 13.87 .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.01 TO NODE 110.11 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.492 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 13.53 M• EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm,(INCH /HR) = .485 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 27.06 - TC(MIN) = 13.87 k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** '*"` FLOW PROCESS FROM NODE 110.11 TO NODE 111.10 IS CODE = 3 - » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ,., ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 "EPTH OF FLOW IN 36.0 INCH PIPE IS 15.6 INCHES IPE -FLOW VELOCITY(FEET /SEC.) = 9.2 UPSTREAM NODE ELEVATION(FEET) = 1196.00 - DOWNSTREAM NODE ELEVATION(FEET) = 1192.00 FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 27.06 "" TRAVEL TIME(MIN.) = .63 TC(MIN.) = 14.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 111.00 TO NODE 111.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.400 Alo SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 "0 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 26.23 EFFECTIVE AREA(ACRES) = 20.00 0 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 20.00 • PEAK FLOW RATE(CFS) = 52.47 m TC(MIN) = 14.50 r ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ar► FLOW PROCESS FROM NODE 111.10 TO NODE 112.10 IS CODE = 3 .> » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< IL » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.1 INCHES "" PIPE -FLOW VELOCITY(FEET /SEC.) = 8.6 UPSTREAM NODE ELEVATION(FEET) = 1192.00 DOWNSTREAM NODE ELEVATION(FEET) = 1188.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 .: ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 IPE- FLOW(CFS) = 52.47 TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 15.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 112.00 TO NODE 112.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.245 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 18.00 SUBAREA RUNOFF(CFS) = 44.72 EFFECTIVE AREA(ACRES) = 38.00 AO AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 38.00 .. PEAK FLOW RATE(CFS) = 94.40 TC(MIN) = 15.67 -********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 112.10 TO NODE 113.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < «< DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.2 INCHES _... PIPE -FLOW VELOCITY(FEET /SEC.) = 10.8 - 'PSTREAM NODE ELEVATION(FEET) = 1188.00 JWNSTREAM NODE ELEVATION(FEET) = 1184.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013 - ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 94.40 -4 TRAVEL TIME(MIN.) = .77 TC(MIN.) = 16.44 r******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 113.00 TO NODE 113.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.153 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 28.81 EFFECTIVE AREA(ACRES) = 50.00 *,* AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 50.00 PEAK FLOW RATE(CFS) = 120.06 TC(MIN) = 16.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 113.10 TO NODE 113.10 IS CODE = 1 40 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TMm JTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 41 " TIME OF CONCENTRATION(MIN.) = 16.44 RAINFALL INTENSITY(INCH /HR) = 3.15 AVERAGED Fm(INCH/HR) = .49 -EVFECTIVE STREAM AREA(ACRES) = 50.00 TOTAL'STREAM AREA(ACRES) = 50.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 120.06 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 50.00 TC(MIN.) = 16.44 EFFECTIVE AREA(ACRES) = 50.00 AVERAGED Fm(INCH/HR)= .49 m PEAK FLOW RATE(CFS) = 120.06 END OF RATIONAL METHOD ANALYSIS .00 ********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN INC., 3170 REDHILL AVE., COSTA MESA, CA,92626 13 MARCH 1989, VERS. 5.2A 08 -15 -88 AUTHORIZATION CODE 136020001 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D. PLAN: LINE T -1 FOR q7 - yg , <��J;�.'? , * .* LINE RUNS 8. ON REDWOOD AVE. TO W. FONTANA CHANNEL. T. ARROYO, 1/26/90. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONT1.100 m TIME /DATE OF STUDY: 15:22 1/26/1990 *. USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- -" USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .970 - X00 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.450 COMPUTED RAINFALL INTENSITY DATA: ... STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4500 SLOPE OF INTENSITY DURATION CURVE = .6000 :******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** a FLOW PROCESS FROM NODE 100.00 TO NODE 100.20 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(FEET) = 1000.00 m UPSTREAM ELEVATION(FEET) = 1259.00 DOWNSTREAM ELEVATION(FEET) = 1240.00 .. ELEVATION DIFFERENCE(FEET) = 19.00 TC(MIN.) = .389 *[( 1000.00 ** 3.00)/( 19.00)] ** .20 = 13.621 a 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.530 SOIL CLASSIFICATION IS HA" "' RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA RUNOFF(CFS) = 27.40 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 27.40 4******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OW PROCESS FROM NODE 100.20 TO NODE 101.10 IS CODE = 6 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< UPSTREAM ELEVATION(FEET) = 1240.00 DOWNSTREAM ELEVATION(FEET) = 1237.00 STREET LENGTH(FEET) = 375.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 • DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 , `NTERIOR STREET CROSSFALL(DECIMAL) = .020 ITSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 -.r * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 27.40 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: X11 NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .63 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.30 +r PRODUCT OF DEPTH &VELOCITY = 2.07 STREET FLOW TRAVEL TIME(MIN.) = 1.89 TC(MIN.) = 15.51 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.265 SOIL CLASSIFICATION IS ',All RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 " SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH /HR) = .49 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 27.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .63 HALFSTREET FLOOD WIDTH(FEET) = 18.00 „ FLOW VELOCITY(FEET /SEC.) = 3.30 DEPTH *VELOCITY = 2.07 k e****+ k********** ***** akak*ie****** *ak*+ k*de*ak********* *ak**** *ab+k*+k*ak*** *** *9M!4*** • rLOW PROCESS FROM NODE 101.00 TO NODE 101.10 IS CODE = 8 x- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< '" 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.265 SOIL CLASSIFICATION IS "A"" - RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 23.01 EFFECTIVE AREA(ACRES) = 19.20 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 19.20 . PEAK FLOW RATE(CFS) = 48.03 TC(MIN) = 15.51 wt******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.10 TO NODE 102.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » > USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< • ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE IS 23.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.1 <,,, UPSTREAM NODE ELEVATION(FEET) = 1237.00 DOWNSTREAM NODE ELEVATION(FEET) = 1233.00 40 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 1TIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 - PIPE- FLOW(CFS) = 48.03 TRAVEL TIME(MIN.) = .66 TC(MIN.) = 16.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE 102.10 I8 CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « «< 41 = " - 00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.184 • aOIL CLASSIFICATION I8 HHA" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 a SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 22.34 EFFECTIVE AREA(ACRES) = 28.40 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 28.40 46 PEAK FLOW RATE(CFS) = 68.98 TC(MIN) = 16.18 40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.10 TO NODE 103.10 I8 CODE = 3 • » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « « < » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 42.0 INCH PIPE I8 30.1 INCHES 40 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.4 UPSTREAM NODE ELEVATION(FEET) = 1233.00 • DOWNSTREAM NODE ELEVATION(FEET) = 1227.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 68.98 • TRAVEL TIME(MIN.) = 1.60 TC(MIN.) = 17.78 ..**i****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .OW PROCESS FROM NODE 103.00 TO NODE 103.10 IS CODE = 8 » OF SUBAREA TO MAINLINE PEAK FLOW « «< -c 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.008 -" SOIL CLASSIFICATION IS HAI' RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 "' SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 45.42 EFFECTIVE AREA(ACRES) = 48.40 AVERAGED Fm(INCH /HR) = .485 - TOTAL AREA(ACRES) = 48.40 PEAK FLOW RATE(CFS) = 109.91 .. TC(MIN) = 17.78 * ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 40 FLOW PROCESS FROM NODE 103.10 TO NODE 104.10 IS CODE = 3 • » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.3 INCHES • PIPE -FLOW VELOCITY(FEET /SEC.) = 13.0 ," UPSTREAM NODE ELEVATION(FEET) = 1227.00 DOWNSTREAM NODE ELEVATION(FEET) = 1220.00 • FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 01 ' "tPE- FLOW(CFS) = 109.91 AVEL TIME(MIN.) = .77 TC(MIN.) = 18.55 "`********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 104.00 TO NODE 104.10 IS CODE = 8 » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.933 a "1IL CLASSIFICATION I8 "An SIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 • SUBAREA AREA(ACRES) = 17.90 SUBAREA RUNOFF(CFS) = 39.43 EFFECTIVE AREA(ACRES) = 66.30 +r AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 66.30 .* PEAK FLOW RATE(CFS) = 146.05 TC(MIN) = 18.55 ********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 104.10 TO NODE 109.10 I8 CODE = 3 » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 48.0 INCH PIPE I8 38.5 INCHES .. PIPE -FLOW VELOCITY(FEET /SEC.) = 13.5 UPSTREAM NODE ELEVATION(FEET) = 1220.00 '"" DOWNSTREAM NODE ELEVATION(FEET) = 1203.00 FLOW LENGTH(FEET) = 1500.00 MANNING'S N = .013 • ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 146.05 TRAVEL TIME(MIN.) = 1.85 TC(MIN.) = 20.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 109.10 TO NODE 109.10 IS CODE = 1 »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< arc TOTAL NUMBER OF STREAMS = 2 - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.40 °"` RAINFALL INTENSITY(INCH /HR) = 2.77 AVERAGED Fm(INCH /HR) = .49 " EFFECTIVE STREAM AREA(ACRES) = 66.30 TOTAL STREAM AREA(ACRES) = 66.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 146.05 .A******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 105.10 IS CODE = 2 > »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = R *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 850.00 UPSTREAM ELEVATION(FEET) = 1242.00 DOWNSTREAM ELEVATION(FEET) = 1228.00 • ELEVATION DIFFERENCE(FEET) = 14.00 ,,,, TC(MIN.) = .389 *[( 850.00 ** 3.00)/( 14.00)] ** .20 = 13.133 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.608 m SOIL CLASSIFICATION IS ' RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 ^ UBAREA RUNOFF(CFS) = 14.05 �TAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 14.05 *.********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.10 TO NODE 105.11 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » > USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< a ''STIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 ,PTH OF FLOW IN 36.0 INCH PIPE IS 10.0 INCHES - rIPE -FLOW VELOCITY(FEET /SEC.) = 8.7 UPSTREAM NODE ELEVATION(FEET) = 1228.00 DOWNSTREAM NODE ELEVATION(FEET) = 1215.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = .013 .. ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 14.05 TRAVEL TIME(MIN.) = 1.53 TC(MIN.) = 14.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.01 TO NODE 105.11 IS CODE = 8 » OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.377 .. SOIL CLASSIFICATION IS ItAll RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 .. SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 13.02 EFFECTIVE AREA(ACRES) = 10.00 °' AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 10.00 • PEAK FLOW RATE(CFS) = 26.03 TC(MIN) = 14.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - "LOW PROCESS FROM NODE 105.11 TO NODE 106.10 IS CODE = 6 - » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< - UPSTREAM ELEVATION(FEET) = 1215.00 DOWNSTREAM ELEVATION(FEET) = 1213.00 STREET LENGTH(FEET) = 300.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 36.00 "' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 - SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 26.03 .. STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .68 HALFSTREET FLOOD WIDTH(FEET) = 16.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.11 PRODUCT OF DEPTH &VELOCITY = 2.11 STREET FLOW TRAVEL TIME(MIN.) = 1.61 TC(MIN.) = 16.27 • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.173 SOIL CLASSIFICATION IS "A" " SIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 (BAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 riFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH/HR) = .49 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 26.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .68 HALFSTREET FLOOD WIDTH(FEET) = 16.13 FLOW VELOCITY(FEET /SEC.) = 3.11 DEPTH *VELOCITY = 2.11 "%******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * "LOW PROCESS FROM NODE 106.00 TO NODE 106.10 I8 CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.173 SOIL CLASSIFICATION I8 HA. RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 24.19 EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH /HR) = .485 4 " TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 48.38 TC(MIN) = 16.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.10 TO NODE 107.10 I8 CODE = 3 .r » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< ▪ » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « « < - DEPTH OF FLOW IN 42.0 INCH PIPE I8 29.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.6 46 UPSTREAM NODE ELEVATION(FEET) = 1213.00 DOWNSTREAM NODE ELEVATION(FEET) = 1212.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 48.38 "'RAVEL TIME(MIN.) = .76 TC(MIN.) = 17.03 * ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** s- FLOW PROCESS FROM NODE 107.00 TO NODE 107.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< "' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.087 SOIL CLASSIFICATION IS "A" • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 23.42 EFFECTIVE AREA(ACRES) = 30.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 30.00 .,, PEAK FLOW RATE(CFS) = 70.27 TC(MIN) = 17.03 .t******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 107.10 TO NODE 108.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.4 UPSTREAM NODE ELEVATION(FEET) = 1212.00 ^ OWNSTREAM NODE ELEVATION(FEET) = 1209.00 ,OW LENGTH(FEET) = 450.00 MANNING'S N = .013 ,,STIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 70.27 • TRAVEL TIME(MIN.) = .80 TC(MIN.) = 17.82 4° ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 108.00 TO NODE 108.10 I8 CODE = 8 `■»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.004 SOIL CLASSIFICATION I8 "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA AREA(ACRES) = 16.50 SUBAREA RUNOFF(CFS) = 37.40 .., EFFECTIVE AREA(ACRES) = 46.50 AVERAGED Fm(INCH /HR) = .485 air TOTAL AREA(ACRES) = 46.50 PEAK FLOW RATE(CFS) = 105.41 • TC(MIN) = 17.82 s ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 108.10 TO NODE 109.10 I8 CODE = 3 > »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< • »»USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< . DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.0 - UPSTREAM NODE ELEVATION(FEET) = 1209.00 DOWNSTREAM NODE ELEVATION(FEET) = 1203.00 4° ' FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 • PIPE - FLOW(CFS) = 105.41 TRAVEL TIME(MIN.) = 2.42 TC(MIN.) = 20.24 ""* :***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** rLOW PROCESS FROM NODE 109.00 TO NODE 109.10 IS CODE = 8 > »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 4 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.783 SOIL CLASSIFICATION IS "A"" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 43.30 SUBAREA RUNOFF(CFS) = 89.55 `'°" EFFECTIVE AREA(ACRES) = 89.80 AVERAGED Fm(INCH /HR) = .485 - TOTAL AREA(ACRES) = 89.80 PEAK FLOW RATE(CFS) = 185.72 TC(MIN) = 20.24 .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 109.10 TO NODE 109.10 IS CODE = 1 > »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< °' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.24 RAINFALL INTENSITY(INCH /HR) = 2.78 AVERAGED Fm(INCH /HR) = .48 •r PFFECTIVE STREAM AREA(ACRES) = 89.80 )TAL STREAM AREA(ACRES) = 89.80 • TEAR FLOW RATE(CFS) AT CONFLUENCE = 185.72 "" RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. • ** PEAR FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 4 ' 1 330.72 20.40 .485 156.10 331.46 20.24 .485 155.59 %;OMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 331.46 Tc(MIN.) = 20.242 ar EFFECTIVE AREA(ACRES) = 155.59 AVERAGED Fm(INCH/HR) = .49 TOTAL AREA(ACRES) = 156.10 s********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 109.10 TO NODE 114.10 I8 CODE = 3 » PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< • » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< • DEPTH OF FLOW IN 63.0 INCH PIPE I8 46.8 INCHES ;„, PIPE -FLOW VELOCITY(FEET /SEC.) = 19.2 UPSTREAM NODE ELEVATION(FEET) = 1203.00 • DOWNSTREAM NODE ELEVATION(FEET) = 1182.00 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 m ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 331.46 • TRAVEL TIME(MIN.) = 1.13 TC(MIN.) = 21.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** °' FLOW PROCESS FROM NODE 114.00 TO NODE 114.10 I8 CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< - .00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.694 - 0OIL CLASSIFICATION I8 "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 38.00 SUBAREA RUNOFF(CFS) = 75.54 EFFECTIVE AREA(ACRES) = 193.59 - AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 194.10 - PEAK FLOW RATE(CFS) = 384.86 TC(MIN) = 21.37 '********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 114.10 TO NODE 117.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 66.0 INCH PIPE IS 48.4 INCHES *m PIPE -FLOW VELOCITY(FEET /SEC.) = 20.6 UPSTREAM NODE ELEVATION(FEET) = 1182.00 4 ' DOWNSTREAM NODE ELEVATION(FEET) = 1175.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 4 ' ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 384.86 TRAVEL TIME(MIN.) = .32 TC(MIN.) = 21.69 •********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IOW PROCESS FROM NODE 117.00 TO NODE 117.10 I8 CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «<« 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.670 SOIL CLASSIFICATION IS HAI RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 23.59 40 EFFECTIVE AREA(ACRES) = 205.59 ' Fm(INCH /HR) = .485 TAL AREA(ACRES) = 206.10 TEAR FLOW RATE(CFS) = 404.24 TC(MIN) = 21.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 117.10 TO NODE 117.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.69 " RAINFALL INTENSITY(INCH /HR) = 2.67 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 205.59 TOTAL STREAM AREA(ACRES) = 206.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 404.24 END OF STUDY SUMMARY: «. TOTAL AREA(ACRES) = 206.10 TC(MIN.) = 21.69 EFFECTIVE AREA(ACRES) = 205.59 AVERAGED Fm(INCH /HR)= .49 PEAK FLOW RATE(CFS) = 404.24 * ** PEAK FLOW RATE TABLE * ** Q(CFS) TC(MIN.) Fm(INCH /HR) Ae(ACRES) 1 404.24 21.69 .485 205.59 2 403.09 21.85 .485 206.10 r,ND OF RATIONAL METHOD ANALYSIS **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN, INC. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D. PLAN, LINE T -2 * 100 YEAR STORM, DESIGN Q * JN 4042 *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONT2.100 TIME /DATE OF STUDY: 0:18 1/ 1/1980 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .970 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.450 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4500 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 118.00 TO NODE 118.10 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(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1241.00 DOWNSTREAM ELEVATION(FEET) = 1225.00 ELEVATION DIFFERENCE(FEET) = 16.00 TC(MIN.) = .389 *[( 1000.00 ** 3.00)/( 16.00)] ** .20 = 14.097 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.458 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA RUNOFF(CFS) = 26.75 1 ao rr TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 26.75 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 118.10 TO NODE 120.10 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< UPSTREAM ELEVATION(FEET) = 1225.00 DOWNSTREAM ELEVATION(FEET) = 1213 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 26.75 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 15.81 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.13 PRODUCT OF DEPTH &VELOCITY = 2.37 STREET FLOW TRAVEL TIME(MIN.) = 3.23 TC(MIN.) = 17.32 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.056 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH /HR) = .49 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 26.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 15.81 FLOW VELOCITY(FEET /SEC.) = 4.13 DEPTH *VELOCITY = 2.37 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.10 TO NODE 120.10 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ■ TIME OF CONCENTRATION(MIN.) = 17.32 RAINFALL INTENSITY(INCH /HR) = 3.06 AVERAGED Fm(INCH /HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.75 2 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 119.00 TO NODE 119.10 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 4r DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 850.00 UPSTREAM ELEVATION(FEET) = 1228.00 DOWNSTREAM ELEVATION(FEET) = 1214.00 ELEVATION DIFFERENCE(FEET) = 14.00 TC(MIN.) = .389 *[( 850.00 ** 3.00)/( 14.00)] ** .20 = 13.133 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.608 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA RUNOFF(CFS) = 23.33 TOTAL AREA(ACRES) = 8.30 PEAK FLOW RATE(CFS) = 23.33 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 119.10 TO NODE 120.10 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 1214.00 DOWNSTREAM ELEVATION(FEET) = 1213 STREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 23.33 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .68 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.24 PRODUCT OF DEPTH &VELOCITY = 1.53 STREET FLOW TRAVEL TIME(MIN.) = 2.60 TC(MIN.) = 15.74 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.237 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 8.30 AVERAGED Fm(INCH/HR) = .49 TOTAL AREA(ACRES) = 8.30 PEAK FLOW RATE(CFS) = 23.33 END OF SUBAREA STREET FLOW HYDRAULICS: 3 DEPTH(FEET) = .68 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 2.24 DEPTH *VELOCITY = 1.53 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.237 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = 20.56 EFFECTIVE AREA(ACRES) = 16.60 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 16.60 PEAK FLOW RATE(CFS) = 41.11 TC(MIN) = 15.74 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.10 TO NODE 120.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.74 RAINFALL INTENSITY(INCH /HR) = 3.24 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 16.60 TOTAL STREAM AREA(ACRES) = 16.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.11 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 65.16 17.32 .485 26.60 2 67.13 15.74 .485 25.68 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 67.13 Tc(MIN.) = 15.737 EFFECTIVE AREA(ACRES) = 25.68 AVERAGED Fm(INCH /HR) = .49 TOTAL AREA(ACRES) = 26.60 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.10 TO NODE 121.11 IS CODE = 3 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< MI 4 • DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.4 INCHES �► PIPE -FLOW VELOCITY(FEET /SEC.) = 9.3 UPSTREAM NODE ELEVATION(FEET) = 1213.00 DOWNSTREAM NODE ELEVATION(FEET) = 1208.50 FLOW LENGTH(FEET) = 675.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 67.13 TRAVEL TIME(MIN.) = 1.21 TC(MIN.) = 16.94 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 121.01 TO NODE 121.11 IS CODE = 8 4 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.096 0 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 18.00 SUBAREA RUNOFF(CFS) = 42.30 EFFECTIVE AREA(ACRES) = 43.68 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 44.60 PEAK FLOW RATE(CFS) = 102.67 TC(MIN) = 16.94 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 0 FLOW PROCESS FROM NODE 121.11 TO NODE 121.11 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.94 RAINFALL INTENSITY(INCH /HR) = 3.10 AVERAGED Fm(INCH /HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 43.68 TOTAL STREAM AREA(ACRES) = 44.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 102.67 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 121.50 TO NODE 121.50 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 19.20 RAINFALL INTENSITY(INCH /HR) = 2.87 EFFECTIVE AREA(ACRES) = 330.00 TOTAL AREA(ACRES) = 330.00 PEAK FLOW RATE(CFS) = 663.00 0 AVERAGED LOSS RATE, Fm(INCH /HR) = .641 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. 5 4 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** a FLOW PROCESS FROM NODE 121.50 TO NODE 121.10 IS CODE = 3 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 78.0 INCH PIPE IS 62.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 23.2 UPSTREAM NODE ELEVATION(FEET) = 1230.00 DOWNSTREAM NODE ELEVATION(FEET) = 1223.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 4 PIPE - FLOW(CFS) = 663.00 TRAVEL TIME(MIN.) = .29 TC(MIN.) = 19.49 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 121.00 TO NODE 121.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.847 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFS) = 13.82 EFFECTIVE AREA(ACRES) = 336.50 AVERAGED Fm(INCH/HR) = .638 TOTAL AREA(ACRES) = 336.50 PEAK FLOW RATE(CFS) = 669.05 TC(MIN) = 19.49 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 121.10 TO NODE 121.11 IS CODE = 3 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 84.0 INCH PIPE IS 64.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 21.1 UPSTREAM NODE ELEVATION(FEET) = 1223.00 DOWNSTREAM NODE ELEVATION(FEET) = 1208.50 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 669.05 TRAVEL TIME(MIN.) = .87 TC(MIN.) = 20.36 �,. **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .ar FLOW PROCESS FROM NODE 121.11 TO NODE 121.11 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 6 y r CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: „ TIME OF CONCENTRATION(MIN.) = 20.36 RAINFALL INTENSITY(INCH /HR) = 2.77 AVERAGED Fm(INCH/HR) = .64 EFFECTIVE STREAM AREA(ACRES) = 336.50 4 TOTAL STREAM AREA(ACRES) = 336.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 669.05 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** 4 Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 743.74 16.94 .617 323.79 2 753.41 18.57 .619 351.56 3 760.91 20.36 .620 381.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 760.91 Tc(MIN.) = 20.355 EFFECTIVE AREA(ACRES) = 381.10 AVERAGED Fm(INCH /HR) = .62 dY TOTAL AREA(ACRES) = 381.10 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 121.11 TO NODE 122.10 IS CODE = 5 » »>COMPUTE TRAPEZOIDAL - CHANNEL FLOW««< » »> TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1208.50 DOWNSTREAM NODE ELEVATION(FEET) = 1193.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1150.00 CHANNEL BASE(FEET) = 13.00 "Z" FACTOR = .000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 760.91 FLOW VELOCITY(FEET /SEC.) = 18.87 FLOW DEPTH(FEET) = 3.10 TRAVEL TIME(MIN.) = 1.02 TC(MIN.) = 21.37 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 122.10 TO NODE 122.10 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.37 RAINFALL INTENSITY(INCH /HR) = 2.69 AVERAGED Fm(INCH /HR) = .62 EFFECTIVE STREAM AREA(ACRES) = 381.10 TOTAL STREAM AREA(ACRES) = 381.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 760.91 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 7 a FLOW PROCESS FROM NODE 142.00 TO NODE 142.10 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(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1217.00 DOWNSTREAM ELEVATION(FEET) = 1203.50 ELEVATION DIFFERENCE(FEET) = 13.50 TC(MIN.) = .389 *[( 1000.00 ** 3.00)/( 13.50)] ** .20 = 14.584 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.388 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA RUNOFF(CFS) = 26.13 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 26.13 4 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 142.10 TO NODE 143.10 IS CODE = 3 w » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.4 UPSTREAM NODE ELEVATION(FEET) = 1203.50 DOWNSTREAM NODE ELEVATION(FEET) = 1198.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 26.13 - TRAVEL TIME(MIN.) = .80 TC(MIN.) = 15.39 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 143.00 TO NODE 143.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.281 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 7.20 SUBAREA RUNOFF(CFS) = 18.12 EFFECTIVE AREA(ACRES) = 17.20 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 17.20 PEAK FLOW RATE(CFS) = 43.28 TC(MIN) = 15.39 or **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 143.10 TO NODE 122.10 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< 8 sY » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE IS 23.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.7 4 UPSTREAM NODE ELEVATION(FEET) = 1198.00 DOWNSTREAM NODE ELEVATION(FEET) = 1193.00 FLOW LENGTH(FEET) = 675.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 4 PIPE - FLOW(CFS) = 43.28 TRAVEL TIME(MIN.) = 1.29 TC(MIN.) = 16.67 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 122.00 TO NODE 122.10 IS CODE = 8 4 » » > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.126 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 16.40 SUBAREA RUNOFF(CFS) = 38.99 EFFECTIVE AREA(ACRES) = 33.60 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 33.60 PEAK FLOW RATE(CFS) = 79.88 TC(MIN) = 16.67 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 122.10 TO NODE 122.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.67 RAINFALL INTENSITY(INCH /HR) = 3.13 AVERAGED Fm(INCH /HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 33.60 TOTAL STREAM AREA(ACRES) = 33.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 79.88 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. r ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 819.46 17.97 .605 357.39 ' 2 824.59 19.58 .607 385.16 3 827.71 21.37 .609 414.70 4 809.91 16.67 .604 334.01 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 4 9 PEAK FLOW RATE(CFS) = 827.71 Tc(MIN.) = 21.371 4 EFFECTIVE AREA(ACRES) = 414.70 AVERAGED Fm(INCH /HR) = .61 TOTAL AREA(ACRES) = 414.70 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 122.10 TO NODE 123.10 IS CODE = 5 » »>COMPUTE TRAPEZOIDAL - CHANNEL FLOW« «< » »> TRAVEL TIME THRU SUBAREA««< ft UPSTREAM NODE ELEVATION(FEET) = 1193.00 DOWNSTREAM NODE ELEVATION(FEET) = 1176.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 CHANNEL BASE(FEET) = 14.00 "Z" FACTOR = .000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 6.00 4 CHANNEL FLOW THRU SUBAREA(CFS) = 827.71 FLOW VELOCITY(FEET /SEC.) = 18.92 FLOW DEPTH(FEET) = 3.12 TRAVEL TIME(MIN.) = 1.14 TC(MIN.) = 22.52 4 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 123.00 TO NODE 123.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.611 SOIL CLASSIFICATION IS "A" RESIDENTIAL - >.5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4 SUBAREA AREA(ACRES) = 42.00 SUBAREA RUNOFF(CFS) = 80.35 EFFECTIVE AREA(ACRES) = 456.70 AVERAGED Fm(INCH/HR) = .598 TOTAL AREA(ACRES) = 456.70 PEAK FLOW RATE(CFS) = 827.71 TC(MIN) = 22.52 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 123.10 TO NODE 124.10 IS CODE = 5 » » >COMPUTE TRAPEZOIDAL - CHANNEL FLOW « «< » »> TRAVEL TIME THRU SUBAREA ««< UPSTREAM NODE ELEVATION(FEET) = 1176.00 DOWNSTREAM NODE ELEVATION(FEET) = 1168.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 CHANNEL BASE(FEET) = 14.00 "Z" FACTOR = .000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 827.71 FLOW VELOCITY(FEET /SEC.) = 18.56 FLOW DEPTH(FEET) = 3.19 TRAVEL TIME(MIN.) = .58 TC(MIN.) = 23.10 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 124.00 TO NODE 124.10 IS CODE = 8 10 r » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.571 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4 SUBAREA AREA(ACRES) = 19.00 SUBAREA RUNOFF(CFS) = 35.67 •. EFFECTIVE AREA(ACRES) = 475.70 AVERAGED Fm(INCH /HR) = .593 TOTAL AREA(ACRES) = 475.70 PEAK FLOW RATE(CFS) = 846.73 ° TC(MIN) = 23.10 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.10 RAINFALL INTENSITY(INCH /HR) = 2.57 AVERAGED Fm(INCH /HR) = .59 EFFECTIVE STREAM AREA(ACRES) = 475.70 TOTAL STREAM AREA(ACRES) = 475.70 "" PEAK FLOW RATE(CFS) AT CONFLUENCE = 846.73 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 475.70 TC(MIN.) = 23.10 EFFECTIVE AREA(ACRES) = 475.70 AVERAGED Fm(INCH /HR)= .59 PEAK FLOW RATE(CFS) = 846.73 * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 839.11 18.41 .586 395.01 2 843.75 19.71 .587 418.39 3 846.26 21.32 .590 446.16 4 846.73 23.10 .593 475.70 END OF RATIONAL METHOD ANALYSIS 4 A 4 V ft 0 11 4 w# * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) +r Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN INC., 3170 REDHILL AVE., COSTA MESA, CA,92626 13 MARCH 1989, VERS. 5.2A 08 -15 -88 AUTHORIZATION CODE 136020001 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** S. FONTANA MASTER S.D. PLAN: LINE T -2 FOR 25 -YR. STORM. * LINE RUNS ALONG CHERRY AVE. TO W. FONTANA CHANNEL. * * T. ARROYO, 1/27/90. * .,.******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** '* FILE NAME: SFONT2.025 TIME /DATE OF STUDY: 12:40 1/27/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - • USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 - 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) = .970 1 00 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.450 -( MPUTED RAINFALL INTENSITY DATA: OR EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1383 SLOPE OF INTENSITY DURATION CURVE = .6000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,, FLOW PROCESS FROM NODE 118.00 TO NODE 118.10 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(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1241.00 " DOWNSTREAM ELEVATION(FEET) = 1225.00 „, ELEVATION DIFFERENCE(FEET) = 16.00 TC(MIN.) = .389 *[( 1000.00 ** 3.00)/( 16.00)] ** .20 = 14.097 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.714 SOIL CLASSIFICATION IS "A" m RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA RUNOFF(CFS) = 20.06 • TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 20.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "" FLOW PROCESS FROM NODE 118.10 TO NODE 120.10 IS CODE = 6 ar »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< UPSTREAM ELEVATION(FEET) = 1225.00 DOWNSTREAM ELEVATION(FEET) = 1213.00 . STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 i " DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 " OUTSIDE STREET CROSSFALL(DECIMAL) = .040 w ECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 20.06 w STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT I8, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 13.31 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.00 PRODUCT OF DEPTH &VELOCITY = 2.09 STREET FLOW TRAVEL TIME(MIN.) = 3.33 TC(MIN.) = 17.43 0 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.390 SOIL CLASSIFICATION IS IA,' • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH /HR) = .49 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 20.06 . END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 13.31 FLOW VELOCITY(FEET /SEC.) = 4.00 DEPTH *VELOCITY = 2.09 v k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.10 TO NODE 120.10 I8 CODE = 1 »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.43 - RAINFALL INTENSITY(INCH /HR) = 2.39 AVERAGED Fm(INCH /HR) = .49 " EFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.00 "' PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.06 k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 119.00 TO NODE 119.10 IS CODE = 2 Ar » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< At DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 850.00 0 UPSTREAM ELEVATION(FEET) = 1228.00 DOWNSTREAM ELEVATION(FEET) = 1214.00 • ELEVATION DIFFERENCE(FEET) = 14.00 2 TC(MIN.) = .389 *[( 850.00 ** 3.00)/( 14.00)] ** .20 = 13.133 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.832 SOIL CLASSIFICATION IS 'Au RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 r SUBAREA RUNOFF(CFS) = 17.53 TAL AREA(ACRES) = 8.30 PEAK FLOW RATE(CFS) = 17.53 4 %.******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 119.10 TO NODE 120.10 IS CODE = 6 » » > COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< "" UPSTREAM ELEVATION(FEET) = 1214.00 DOWNSTREAM ELEVATION(FEET) = 1213.00 - mREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = 6. REET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 . INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 17.53 " ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .65 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.95 PRODUCT OF DEPTH &VELOCITY = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 3.00 TC(MIN.) = 16.13 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.504 • SOIL CLASSIFICATION IS 'An RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 '"" SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 8.30 AVERAGED Fm(INCH /HR) = .49 TOTAL AREA(ACRES) = 8.30 PEAK FLOW RATE(CFS) = 17.53 ® "ND OF SUBAREA STREET FLOW HYDRAULICS: ,PTH(FEET) = .65 HALFSTREET FLOOD WIDTH(FEET) = 18.00 r'LOW VELOCITY(FEET /SEC.) = 1.95 DEPTH *VELOCITY = 1.26 k************************************************ * ** **************** *#rak***** - FLOW PROCESS FROM NODE 120.00 TO NODE 120.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< " 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.504 SOIL CLASSIFICATION IS HAI, RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 - SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = 15.08 EFFECTIVE AREA(ACRES) = 16.60 • AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 16.60 PEAK FLOW RATE(CFS) = 30.16 TC(MIN) = 16.13 4 %******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.10 TO NODE 120.10 IS CODE = 1 40 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « « < TOTAL NUMBER OF STREAMS = 2 a CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ME OF CONCENTRATION(MIN.) = 16.13 • ..AINFALL INTENSITY(INCH /HR) = 2.50 AVERAGED Fm(INCH /HR) = .49 • EFFECTIVE STREAM AREA(ACRES) = 16.60 TOTAL STREAM AREA(ACRES) = 16.60 PEAR FLOW RATE(CFS) AT CONFLUENCE = 30.16 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 48.52 17.43 .485 26.60 4 2 49.84 16.13 .485 25.85 • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.84 Tc(MIN.) = 16.130 4 " EFFECTIVE AREA(ACRES) = 25.85 AVERAGED Fm(INCH /HR) = .49 TOTAL AREA(ACRES) = 26.60 ********************************************* * * * * * * *4 * *4 * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 120.10 TO NODE 121.11 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.7 INCHES " PIPE -FLOW VELOCITY(FEET /SEC.) = 8.5 UPSTREAM NODE ELEVATION(FEET) = 1213.00 • DOWNSTREAM NODE ELEVATION(FEET) = 1208.50 FLOW LENGTH(FEET) = 675.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 49.84 TRAVEL TIME(MIN.) = 1.32 TC(MIN.) = 17.45 **i****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OW PROCESS FROM NODE 121.01 TO NODE 121.11 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY'(INCH /HOUR) = 2.388 SOIL CLASSIFICATION IS "An RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 18.00 SUBAREA RUNOFF(CFS) = 30.84 EFFECTIVE AREA(ACRES) = 43.85 AVERAGED Fm(INCH /HR) = .485 • TOTAL AREA(ACRES) = 44.60 PEAK FLOW RATE(CFS) = 75.13 - TC(MIN) = 17.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** `"" FLOW PROCESS FROM NODE 121.11 TO NODE 121.11 IS CODE = 1 " » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.45 . RAINFALL INTENSITY(INCH /HR) = 2.39 AVERAGED Fm(INCH /HR) = .49 . EFFECTIVE STREAM AREA(ACRES) = 43.85 TOTAL STREAM AREA(ACRES) = 44.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 75.13 * * 44444 444444 * *4** *444444444444444444444444 4444* * * * * * * ** ***4444444 *444 *4** • FLOW PROCESS FROM NODE 121.00 TO NODE 121.10 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 - NITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 STREAM ELEVATION(FEET) = 1235.00 DOWNSTREAM ELEVATION(FEET) = 1223.00 ELEVATION DIFFERENCE(FEET) = 12.00 TC(MIN.) = .389 *[( 800.00 ** 3.00)/( 12.00)] ** .20 = 13.061 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.842 .. SOIL CLASSIFICATION IS "An RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 "' SUBAREA RUNOFF(CFS) = 13.79 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 13.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 121.10 TO NODE 121.11 I8 CODE = 3 » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 m DEPTH OF FLOW IN 36.0 INCH PIPE I8 10.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.1 • UPSTREAM NODE ELEVATION(FEET) = 1223.00 DOWNSTREAM NODE ELEVATION(FEET) = 1208.50 "' FLOW LENGTH(FEET) = 1100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 • PIPE- FLOW(CFS) = 13.79 TRAVEL TIME(MIN.) = 2.27 TC(MIN.) = 15.33 k ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • . PROCESS FROM NODE 121.11 TO NODE 121.11 IS CODE = 1 - » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< .r- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.33 RAINFALL INTENSITY(INCH /HR) = 2.58 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 6.50 TOTAL STREAM AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.79 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO m CONFLUENCE FORMULA USED FOR 2 STREAMS. m ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 87.65 17.45 .485 50.35 2 84.20 18.75 .485 51.10 • 3 86.49 15.33 .485 45.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 87.65 Tc(MIN.) = 17.447 EFFECTIVE AREA(ACRES) = 50.35 AVERAGED Fm(INCH /HR) = .49 ao 'TOTAL AREA(ACRES) = 51.10 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 121.11 TO NODE 122.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< `. » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< q " DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.0 INCHES "TPE -FLOW VELOCITY(FEET /SEC.) = 12.8 STREAM NODE ELEVATION(FEET) = 1208.50 • uOWNSTREAM NODE ELEVATION(FEET) = 1193.00 FLOW LENGTH(FEET) = 1150.00 MANNING'S N = .013 m ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 87.65 . TRAVEL TIME(MIN.) = 1.50 TC(MIN.) = 18.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** " FLOW PROCESS FROM NODE 122.10 TO NODE 122.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 4 0 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.94 ., RAINFALL INTENSITY(INCH /HR) = 2.27 AVERAGED Fm(INCH /HR) = .49 • EFFECTIVE STREAM AREA(ACRES) = 50.35 TOTAL STREAM AREA(ACRES) = 51.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 87.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** " FLOW PROCESS FROM NODE 142.00 TO NODE 142.10 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< NELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE ,, rC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 - UPSTREAM ELEVATION(FEET) = 1217.00 DOWNSTREAM ELEVATION(FEET) = 1203.50 .. ELEVATION DIFFERENCE(FEET) = 13.50 TC(MIN.) = .389 *[( 1000.00 ** 3.00) /( 13.50)] ** .20 = 14.584 '°' 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.660 SOIL CLASSIFICATION IS "A"" - RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA RUNOFF(CFS) = 19.57 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 19.57 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 142.10 TO NODE 143.10 IS CODE = 3 wa » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< • » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « « < 411/ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE I8 12.8 INCHES • PIPE -FLOW VELOCITY(FEET /SEC.) = 8.7 UPSTREAM NODE ELEVATION(FEET) = 1203.50 DOWNSTREAM NODE ELEVATION(FEET) = 1198.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 19.57 'AVEL TIME(MIN.) = .87 TC(MIN.) = 15.45 it******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 143.00 TO NODE 143.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 11 " 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.569 ^')IL CLASSIFICATION I8 "A" SIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 7.20 SUBAREA RUNOFF(CFS) = 13.51 EFFECTIVE AREA(ACRES) = 17.20 m AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 17.20 • PEAK FLOW RATE(CFS) = 32.26 TC(MIN) = 15.45 m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 143.10 TO NODE 122.10 IS CODE = 3 » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< �r- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 • DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.2 m UPSTREAM NODE ELEVATION(FEET) = 1198.00 DOWNSTREAM NODE ELEVATION(FEET) = 1193.00 • FLOW LENGTH(FEET) = 675.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 32.26 TRAVEL TIME(MIN.) = 1.37 TC(MIN.) = 16.82 * ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 122.00 TO NODE 122.10 IS CODE = 8 • » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< - 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.441 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 16.40 SUBAREA RUNOFF(CFS) = 28.87 EFFECTIVE AREA(ACRES) = 33.60 AVERAGED Fm(INCH /HR) = .485 1 " TOTAL AREA(ACRES) = 33.60 PEAK FLOW RATE(CFS) = 59.16 TC(MIN) = 16.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 122.10 TO NODE 122.10 IS CODE = 1 » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< m TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: "" TIME OF CONCENTRATION(MIN.) = 16.82 RAINFALL INTENSITY(INCH /HR) = 2.44 AVERAGED Fm(INCH /HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 33.60 TOTAL STREAM AREA(ACRES) = 33.60 *r PEAK FLOW RATE(CFS) AT CONFLUENCE = 59.16 • ..AINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) • 1 145.62 16.83 .485 78.64 2 141.73 18.94 .485 83.95 3 135.58 20.25 .485 84.70 145.63 16.82 .485 78.62 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 145.63 Tc(MIN.) = 16.823 EFFECTIVE AREA(ACRES) = 78.62 AVERAGED Fm(INCH /HR) = .49 TOTAL AREA(ACRES) = 84.70 41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 122.10 TO NODE 123.10 I8 CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « « < » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.9 INCHES . PIPE -FLOW VELOCITY(FEET /SEC.) = 14.4 UPSTREAM NODE ELEVATION(FEET) = 1193.00 .. DOWNSTREAM NODE ELEVATION(FEET) = 1176.00 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 • ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 145.63 TRAVEL TIME(MIN.) = 1.50 TC(MIN.) = 18.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 123.00 TO NODE 123.10 I8 CODE = 8 40 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.319 .rr bOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 ... SUBAREA AREA(ACRES) = 42.00 SUBAREA RUNOFF(CFS) = 69.33 EFFECTIVE AREA(ACRES) = 120.62 '■" AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 126.70 "im PEAK FLOW RATE(CFS) = 199.11 TC(MIN) = 18.32 " m `********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4 , FLOW PROCESS FROM NODE 123.10 TO NODE 124.10 IS CODE = 3 • » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.5 INCHES 44 PIPE -FLOW VELOCITY(FEET /SEC.) = 15.2 UPSTREAM NODE ELEVATION(FEET) = 1176.00 m DOWNSTREAM NODE ELEVATION(FEET) = 1168.00 FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 m ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 199.11 TRAVEL TIME(MIN.) = .71 TC(MIN.) = 19.04 0******************************************** * * * * * * * * * * ** * * * * * * * * * * * * * * * * * ** SOW PROCESS FROM NODE 124.00 TO NODE 124.10 IS CODE = 8 w.- » OF SUBAREA TO MAINLINE PEAK FLOW « « < 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.267 SOIL CLASSIFICATION IS ',Au RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 19.00 SUBAREA RUNOFF(CFS) = 30.47 "' EFFECTIVE AREA(ACRES) = 139.62 "TERAGED Fm(INCH /HR) = .485 TAL AREA(ACRES) = 145.70 TEAR FLOW RATE(CFS) = 223.88 TC(MIN) = 19.04 m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE = 1 gar » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.04 RAINFALL INTENSITY(INCH /HR) = 2.27 me AVERAGED Fm(INCH /HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 139.62 TOTAL STREAM AREA(ACRES) = 145.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 223.88 ar END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 145.70 TC(MIN.) = 19.04 EFFECTIVE AREA(ACRES) = 139.62 AVERAGED Fm(INCH /HR)= .49 4 . PEAK FLOW RATE(CFS) = 223.88 * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 223.88 19.04 .485 139.62 2 223.83 19.05 .485 139.64 214.21 21.17 .485 144.95 205.34 22.49 .485 145.70 too- END OF RATIONAL METHOD ANALYSIS mr 0 4 Ano k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** wr RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN INC., 3170 REDHILL AVE., COSTA MESA, CA,92626 13 MARCH 1989, VERS. 5.2A 08 -15 -88 AUTHORIZATION CODE 136020001 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** S. FONTANA MASTER S.D. PLAN: LINE T -3B FOR 100 -YR. STORM. +� LINE RUNS S. ALONG ALMOND AVE. * mo T. ARROYO, 1/27/90. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONT3B.100 * TIME /DATE OF STUDY: 12:49 1/27/1990 "' USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 100.00 • SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 - TSER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* J -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .970 4.+ 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.450 COMPUTED RAINFALL INTENSITY DATA: - STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4500 SLOPE OF INTENSITY DURATION CURVE = .6000 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 132.00 TO NODE 132.10 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(FEET) = 750.00 41 UPSTREAM ELEVATION(FEET) = 1193.00 DOWNSTREAM ELEVATION(FEET) = 1181.00 "" ELEVATION DIFFERENCE(FEET) = 12.00 TC(MIN.) = .389 *[( 750.00 ** 3.00)/( 12.00)] ** .20 = 12.565 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.705 SOIL CLASSIFICATION IS HA" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 rr SUBAREA RUNOFF(CFS) = 14.49 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 14.49 +oR '***************************************** ****** ** * * * * ** * ******** * * * ***** JOW PROCESS FROM NODE 132.10 TO NODE 132.11 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.8 UPSTREAM NODE ELEVATION(FEET) = 1181.00 )WNSTREAM NODE ELEVATION(FEET) = 1173.50 _ -JOW LENGTH(FEET) = 650.00 MANNING'S N = .013 ,. ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 14.49 40 TRAVEL TIME(MIN.) = 1.39 TC(MIN.) = 13.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 132.01 TO NODE 132.11 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< ar- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.479 .„„ SOIL CLASSIFICATION I8 "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 4+ SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 13.47 EFFECTIVE AREA(ACRES) = 10.00 • AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 10.00 a " PEAK FLOW RATE(CFS) = 26.94 TC(MIN) = 13.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 132.11 TO NODE 133.10 I8 CODE = 6 • » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< 1 STREAM ELEVATION(FEET) = 1173.50 DOWNSTREAM ELEVATION(FEET) = 1172.00 2REET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = 8. 40g STREET HALFWIDTH(FEET) = 32.00 - DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 - SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 26.94 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .70 HALFSTREET FLOOD WIDTH(FEET) = 21.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.57 PRODUCT OF DEPTH &VELOCITY = 1.80 STREET FLOW TRAVEL TIME(MIN.) = 2.27 TC(MIN.) = 16.23 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.177 SOIL CLASSIFICATION IS HAI r RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 . EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH /HR) = .49 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 26.94 • '1D OF SUBAREA STREET FLOW HYDRAULICS: JPTH(FEET) = .70 HALFSTREET FLOOD WIDTH(FEET) = 21.12 • FLOW VELOCITY(FEET /SEC.) = 2.57 DEPTH *VELOCITY = 1.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 133.00 TO NODE 133.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< ,r .00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.177 �JIL CLASSIFICATION IS "An • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOBS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 24.23 EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH /HR) = .485 °® TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 48.46 • TC(MIN) = 16.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 133.10 TO NODE 134.10 I8 CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< • » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< • DEPTH OF FLOW IN 36.0 INCH PIPE I8 27.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.5 `° UPSTREAM NODE ELEVATION(FEET) = 1172.00 DOWNSTREAM NODE ELEVATION(FEET) = 1168.00 "' FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 48.46 TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 17.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ... ON PROCESS FROM NODE 134.00 TO NODE 134.10 IS CODE = 8 • » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< - 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.047 SOIL CLASSIFICATION IS HA" 4111 RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 46.12 - EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH /HR) = .485 us TOTAL AREA(ACRES) = 40.00 - PEAK FLOW RATE(CFS) = 92.23 TC(MIN) = 17.40 ,********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 134.10 TO NODE 135.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « « < ▪ » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< di DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.7 UPSTREAM NODE ELEVATION(FEET) = 1168.00 ar DOWNSTREAM NODE ELEVATION(FEET) = 1160.00 FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 m ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 92.23 tAVEL TIME(MIN.) = .85 TC(MIN.) = 18.26 k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ar. FLOW PROCESS FROM NODE 135.00 TO NODE 135.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.961 sOIL CLASSIFICATION IS "An ,air SIDENTIAL —> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 .,,!BAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 46.79 ,,, EFFECTIVE AREA(ACRES) = 61.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 61.00 PEAK FLOW RATE(CFS) = 135.92 TC(MIN) = 18.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 135.10 TO NODE 135.10 I8 CODE = 1 ,r » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 . CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.26 . RAINFALL INTENSITY(INCH /HR) = 2.96 AVERAGED Fm(INCH /HR) = .49 "* EFFECTIVE STREAM AREA(ACRES) = 61.00 TOTAL STREAM AREA(ACRES) = 61.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 135.92 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 61.00 TC(MIN.) = 18.26 EFFECTIVE AREA(ACRES) = 61.00 AVERAGED Fm(INCH /HR)= .49 m PEAK FLOW RATE(CFS) = 135.92 _AD OF RATIONAL METHOD ANALYSIS 4 4 4 V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN INC., 3170 REDHILL AVE., COSTA MESA, CA,92626 13 MARCH 1989, VERS. 5.2A 08 -15 -88 AUTHORIZATION CODE 136020001 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** �* S. FONTANA MASTER S.D. PLAN: LINE T -3 FOR 25 -YR. STORM. * LINE RUNS W. ALONG ARROW RT., S. ALONG CALABASH AVE. m* T. ARROYO, 1/27/90. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONT3.025 '" TIME /DATE OF STUDY: 12:51 1/27/1990 - USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - .. USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 - ''TTSER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .970 - 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.450 COMPUTED RAINFALL INTENSITY DATA: - STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1383 SLOPE OF INTENSITY DURATION CURVE = .6000 k * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *4444************ FLOW PROCESS FROM NODE 125.00 TO NODE 125.10 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(FEET) = 1000.00 '*' UPSTREAM ELEVATION(FEET) = 1230.00 DOWNSTREAM ELEVATION(FEET) = 1214.00 • ELEVATION DIFFERENCE(FEET) = 16.00 TC(MIN.) = .389 *[( 1000.00 ** 3.00)/( 16.00)] ** .20 = 14.097 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.714 SOIL CLASSIFICATION IS "A" • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 4 , SUBAREA RUNOFF(CFS) = 15.05 TOTAL AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) = 15.05 .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OW PROCESS FROM NODE 125.10 TO NODE 126.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< 41, » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.4 TPSTREAM NODE ELEVATION(FEET) = 1214.00 WNSTREAM NODE ELEVATION(FEET) = 1200.00 LENGTH(FEET) = 1000.00 MANNING'S N = .013 . ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 15.05 *' TRAVEL TIME(MIN.) = 1.97 TC(MIN.) = 16.07 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 126.00 TO NODE 126.10 IS CODE = 8 » » »ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « « < wr- 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.509 • SOIL CLASSIFICATION IS "An RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 • SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 13.66 EFFECTIVE AREA(ACRES) = 15.00 - AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 15.00 ° PEAK FLOW RATE(CFS) = 27.33 TC(MIN) = 16.07 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 126.10 TO NODE 127.10 IS CODE = 3 » » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « < _:.,TIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 -' DEPTH OF FLOW IN 36.0 INCH PIPE I8 14.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.3 "^ UPSTREAM NODE ELEVATION(FEET) = 1200.00 DOWNSTREAM NODE ELEVATION(FEET) = 1190.00 FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 - PIPE - FLOW(CFS) = 27.33 TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 17.12 k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** o FLOW PROCESS FROM NODE 127.00 TO NODE 127.10 IS CODE = 8 • » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < ' 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.416 SOIL CLASSIFICATION IS "A"" • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 8.69 EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 20.00 . PEAK FLOW RATE(CFS) = 34.75 TC(MIN) = 17.12 Age ,***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** _.JOW PROCESS FROM NODE 127.10 TO NODE 128.10 IS CODE = 6 » »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « « < UPSTREAM ELEVATION(FEET) = 1190.00 DOWNSTREAM ELEVATION(FEET) = 1188.00 STREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 36.00 nISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.00 TERIOR STREET CROSSFALL(DECIMAL) = .020 ..JTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 34.75 "' STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., I8 NEGLECTED. STREET FLOW DEPTH(FEET) = .76 HALFSTREET FLOOD WIDTH(FEET) = 19.87 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.14 PRODUCT OF DEPTH &VELOCITY = 2.37 w STREET FLOW TRAVEL TIME(MIN.) = 1.86 TC(MIN.) = 18.98 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.271 SOIL CLASSIFICATION I8 "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 °I EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH /HR) = .48 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 34.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .76 HALFSTREET FLOOD WIDTH(FEET) = 19.87 FLOW VELOCITY(FEET /SEC.) = 3.14 DEPTH *VELOCITY = 2.37 .# ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ...OW PROCESS FROM NODE 128.00 TO NODE 128.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.271 4. SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 • SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 32.14 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH /HR) = .485 - TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 64.28 TC(MIN) = 18.98 k***** * * * * *akak*dr******* ** ** *** de**ak*********** ********* *** * ** * **ak*** * **ira►edr**** 4 ' FLOW PROCESS FROM NODE 128.10 TO NODE 129.10 IS CODE = 3 • » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< a » » > USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.5 ,rr UPSTREAM NODE ELEVATION(FEET) = 1188.00 DOWNSTREAM NODE ELEVATION(FEET) = 1185.00 •.. FLOW LENGTH(FEET) = 550.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 • 'PE- FLOW(CFS) = 64.28 : GAVEL TIME(MIN.) = 1.08 TC(MIN.) = 20.06 rr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 129.00 TO NODE 129.10 IS CODE = 8 » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< ` 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.197 1 IL CLASSIFICATION I8 "A" SIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 • bUBAREA AREA(ACRES) = 37.00 SUBAREA RUNOFF(CFS) = 57.00 EFFECTIVE AREA(ACRES) = 77.00 . AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 77.00 ,. PEAK FLOW RATE(CFS) = 118.61 TC(MIN) = 20.06 r ^"********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 129.10 TO NODE 130.10 I8 CODE = 3 » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 4l- DEPTH OF FLOW IN 51.0 INCH PIPE I8 37.2 INCHES - PIPE -FLOW VELOCITY(FEET /SEC.) = 10.7 UPSTREAM NODE ELEVATION(FEET) = 1185.00 • DOWNSTREAM NODE ELEVATION(FEET) = 1176.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 • ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 118.61 TRAVEL TIME(MIN.) = 2.10 TC(MIN.) = 22.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.10 IS CODE = 8 »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.069 SOIL CLASSIFICATION I8 llAll RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 "' SUBAREA AREA(ACRES) = 77.00 SUBAREA RUNOFF(CFS) = 109.77 EFFECTIVE AREA(ACRES) = 154.00 '" AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 154.00 PEAK FLOW RATE(CFS) = 219.54 TC(MIN) = 22.16 * ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** . FLOW PROCESS FROM NODE 130.10 TO NODE 131.10 I8 CODE = 3 > »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< > »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 69.0 INCH PIPE IS 50.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.7 UPSTREAM NODE ELEVATION(FEET) = 1176.00 • DOWNSTREAM NODE ELEVATION(FEET) = 1170.00 l FLOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 219.54 TRAVEL TIME(MIN.) = 2.10 TC(MIN.) = 24.27 ill 4 4*..****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 131.00 TO NODE 131.10 IS CODE = 8 > »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.959 SOIL CLASSIFICATION IS "An RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 BAREA AREA(ACRES) = 77.00 SUBAREA RUNOFF(CFS) = 102.18 ._,_'FECTIVE AREA(ACRES) = 231.00 - AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 231.00 • PEAK FLOW RATE(CFS) = 306.54 TC(MIN) = 24.27 °********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 131.10 TO NODE 140.10 IS CODE = 3 O » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.1 UPSTREAM NODE ELEVATION(FEET) = 1170.00 • DOWNSTREAM NODE ELEVATION(FEET) = 1149.00 FLOW LENGTH(FEET) = 1650.00 MANNING'S N = .013 "" ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 306.54 • TRAVEL TIME(MIN.) = 1.61 TC(MIN.) = 25.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.10 IS CODE = 8 » OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.886 -' SOIL CLASSIFICATION IS "B" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .3750 • SUBAREA AREA(ACRES) = 53.00 SUBAREA RUNOFF(CFS) = 72.05 EFFECTIVE AREA(ACRES) = 284.00 • AVERAGED Fm(INCH /HR) = .464 TOTAL AREA(ACRES) = 284.00 - PEAK FLOW RATE(CFS) = 363.23 • TC(MIN) = 25.87 k ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 140.10 TO NODE 141.10 IS CODE = 3 • » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « « < » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 87.0 INCH PIPE IS 65.8 INCHES .. PIPE -FLOW VELOCITY(FEET /SEC.) = 10.8 UPSTREAM NODE ELEVATION(FEET) = 1149.00 DOWNSTREAM NODE ELEVATION(FEET) = 1148.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 363.23 TRAVEL TIME(MIN.) = .46 TC(MIN.) = 26.33 • .. .***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** _ ,JOW PROCESS FROM NODE 141.00 TO NODE 141.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< .,. 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.866 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 14.00 SUBAREA RUNOFF(CFS) = 17.40 "' EFFECTIVE AREA(ACRES) = 298.00 ERAGED Fm(INCH /HR) = .465 _JTAL AREA(ACRES) = 298.00 PEAK FLOW RATE(CFS) = 375.55 TC(MIN) = 26.33 rn********************************************* * *** ** ** ** ****** * * ********* **** FLOW PROCESS FROM NODE 141.10 TO NODE 141.10 I8 CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 26.33 RAINFALL INTENSITY(INCH /HR) = 1.87 . AVERAGED Fm(INCH /HR) = .47 EFFECTIVE STREAM AREA(ACRES) = 298.00 .. TOTAL STREAM AREA(ACRES) = 298.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 375.55 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 298.00 TC(MIN.) = 26.33 EFFECTIVE AREA(ACRES) = 298.00 AVERAGED Fm(INCH /HR)= .47 PEAK FLOW RATE(CFS) = 375.55 NIL END OF RATIONAL METHOD ANALYSIS ar w .. ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineerinv Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN INC., 3170 REDHILL AVE., COSTA MESA, CA,92626 ' 13 MARCH 1989, VERS. 5.2A 08 -15 -88 AUTHORIZATION CODE 136020001 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * ** * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D. PLAN: LINE T -3A FOR 100 -YR. STORM. * LINE RUNS ALONG BANANA AVE. * .y# T. ARROYO, 1/27/90. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONT3A.100 • TIME /DATE OF STUDY: 12:47 1/27/1990 • USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 4 -- *TIME -OF- CONCENTRATION MODEL*- - "" USER SPECIFIED STORM EVENT(YEAR) = 100.00 „, SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 4 g1SER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .970 m 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.450 COMPUTED RAINFALL INTENSITY DATA: — STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4500 SLOPE OF INTENSITY DURATION CURVE = .6000 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 136.00 TO NODE 136.10 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(FEET) = 700.00 m UPSTREAM ELEVATION(FEET) = 1185.00 DOWNSTREAM ELEVATION(FEET) = 1172.00 m ELEVATION DIFFERENCE(FEET) = 13.00 TC(MIN.) = .389 *[( 700.00 ** 3.00)/( 13.00)] ** .20 = 11.864 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.835 SOIL CLASSIFICATION IS "A" • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 s SUBAREA RUNOFF(CFS) = 15.07 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 15.07 m******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** JOW PROCESS FROM NODE 136.10 TO NODE 136.11 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< • » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « « < ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE I8 13.2 INCHES • PIPE -FLOW VELOCITY(FEET /SEC.) = 6.4 UPSTREAM NODE ELEVATION(FEET) = 1172.00 "1WNSTREAM NODE ELEVATION(FEET) = 1167.80 OW LENGTH(FEET) = 650.00 MANNING'S N = .013 k:STIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 15.07 TRAVEL TIME(MIN.) = 1.69 TC(MIN.) = 13.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** a FLOW PROCESS FROM NODE 136.01 TO NODE 136.11 IS CODE = 8 » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < 41- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.539 .. SOIL CLASSIFICATION I8 "An RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 40 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 13.75 EFFECTIVE AREA(ACRES) = 10.00 °.. AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 10.00 '" PEAK FLOW RATE(CFS) = 27.49 TC(MIN) = 13.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 136.11 TO NODE 137.10 IS CODE = 3 m » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » > USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ;PTH OF FLOW IN 36.0 INCH PIPE IS 27.1 INCHES rIPE -FLOW VELOCITY(FEET /SEC.) = 4.8 UPSTREAM NODE ELEVATION(FEET) = 1167.80 DOWNSTREAM NODE ELEVATION(FEET) = 1167.00 FLOW LENGTH(FEET) = 375.00 MANNING'S N = .013 W. ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 27.49 TRAVEL TIME(MIN.) = 1.30 TC(MIN.) = 14.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 137.00 TO NODE 137.10 IS CODE = 8 » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.351 "° SOIL CLASSIFICATION IS "A"" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 "" SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 25.79 EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 51.58 m TC(MIN) = 14.86 r******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 41. 'FLOW PROCESS FROM NODE 137.10 TO NODE 138.10 IS CODE = 3 " ' »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « « < > »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.1 UPSTREAM NODE ELEVATION(FEET) = 1167.00 DOWNSTREAM NODE ELEVATION(FEET) = 1157.00 "TIOW LENGTH(FEET) = 650.00 MANNING'S N = .013 TIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.58 TRAVEL TIME(MIN.) = .90 TC(MIN.) = 15.75 .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 138.00 TO NODE 138.10 I8 CODE = 8 4t » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.235 SOIL CLASSIFICATION IS "A"" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 49.50 . EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH /HR) = .485 .. TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 99.00 0 TC(MIN) = 15.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 138.10 TO NODE 139.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< Oft ^EPTH OF FLOW IN 51.0 INCH PIPE IS 36.1 INCHES :PE -FLOW VELOCITY(FEET /SEC.) = 9.2 ... UPSTREAM NODE ELEVATION(FEET) = 1157.00 DOWNSTREAM NODE ELEVATION(FEET) = 1154.00 ". FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 99.00 TRAVEL TIME(MIN.) = 1.09 TC(MIN.) = 16.84 "'******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 139.00 TO NODE 139.10 IS CODE = 8 .,. » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< .. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.108 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 49.58 im EFFECTIVE AREA(ACRES) = 61.00 AVERAGED Fm(INCH /HR) = .485 0 TOTAL AREA(ACRES) = 61.00 PEAK FLOW RATE(CFS) = 144.01 TC(MIN) = 16.84 ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 138.10 TO NODE 138.10 IS CODE = 1 •»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < TOTAL NUMBER OF STREAMS = 2 41 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.84 RAINFALL INTENSITY(INCH/HR) = 3.11 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 61.00 TOTAL STREAM AREA(ACRES) = 61.00 - "AK FLOW RATE(CFS) AT CONFLUENCE = 144.01 . END OF STUDY SUMMARY: TOTAL AREA(ACRES) 61.00 TC(MIN.) = 16.84 dlo EFFECTIVE AREA(ACRES) = 61.00 AVERAGED Fm(INCH/HR)= .49 PEAK FLOW RATE(CFS) = 144.01 a END OF RATIONAL METHOD ANALYSIS 4 4 4 4 4 4 4 a .,w ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN INC., 3170 REDHILL AVE., COSTA MESA, CA,92626 13 MARCH 1989, VERS. 5.2A 08 -15 -88 AUTHORIZATION CODE 136020001 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** .,* S. FONTANA MASTER S.D. PLAN: LINE T -3A FOR 25 -YR. STORM. * LINE RUNS 8. ALONG BANANA AVE. * T. ARROYO, 1/27/90. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONT3A.025 TIME /DATE OF STUDY: 12:45 1/27/1990 • USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 25.00 . SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 - *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .970 • J.u0 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.450 COMPUTED RAINFALL INTENSITY DATA: '°' STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1383 SLOPE OF INTENSITY DURATION CURVE = .6000 .,********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 136.00 TO NODE 136.10 IS CODE = 2 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< .wc DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE • TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 700.00 UPSTREAM ELEVATION(FEET) = 1185.00 DOWNSTREAM ELEVATION(FEET) = 1172.00 " ELEVATION DIFFERENCE(FEET) = 13.00 TC(MIN.) = .389 *[( 700.00 ** 3.00)/( 13.00)] ** .20 = 11.864 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.010 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 ,wr SUBAREA RUNOFF(CFS) = 11.36 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 11.36 4a********************************************* * * * * * * * * * ** * * * * * * * * * * * * * * * * * * ** OW PROCESS FROM NODE 136.10 TO NODE 136.11 I8 CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< m ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE I8 11.4 INCHES ,,,, PIPE -FLOW VELOCITY(FEET /SEC.) = 5.9 UPSTREAM NODE ELEVATION(FEET) = 1172.00 m - WNSTREAM NODE ELEVATION(FEET) = 1167.80 OW LENGTH(FEET) = 650.00 MANNING'S N = .013 6*+ ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 11.36 4 ' TRAVEL TIME(MIN.) = 1.83 TC(MIN.) = 13.70 • t * * * * * ** * * * * ** * * * * * * * * * * * ** sir***************** * * * * * * * * * * * * * * * * * * * * * * * * ** * * * ** FLOW PROCESS FROM NODE 136.01 TO NODE 136.11 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< .aF 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.762 ... SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 40 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 10.25 EFFECTIVE AREA(ACRES) = 10.00 • AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 20.49 TC(MIN) = 13.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 136.11 TO NODE 137.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « « < » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< TIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 "" DEPTH OF FLOW IN 36.0 INCH PIPE I8 21.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.6 -" UPSTREAM NODE ELEVATION(FEET) = 1167.80 DOWNSTREAM NODE ELEVATION(FEET) = 1167.00 FLOW LENGTH(FEET) = 375.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 20.49 ,.., TRAVEL TIME(MIN.) = 1.37 TC(MIN.) = 15.06 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** °"'' FLOW PROCESS FROM NODE 137.00 TO NODE 137.10 IS CODE = 8 *,* » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.609 SOIL CLASSIFICATION IS "A" • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 m SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 19.11 EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 20.00 ar PEAK FLOW RATE(CFS) = 38.22 TC(MIN) = 15.06 *+****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OW PROCESS FROM NODE 137.10 TO NODE 138.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< , ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE I8 17.4 INCHES • PIPE -FLOW VELOCITY(FEET /SEC.) = 11.3 UPSTREAM NODE ELEVATION(FEET) = 1167.00 " NODE ELEVATION(FEET) = 1157.00 .OW LENGTH(FEET) = 650.00 MANNING'S N = .013 -# ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 38.22 '"'' TRAVEL TIME(MIN.) = .96 TC(MIN.) = 16.03 k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 138.00 TO NODE 138.10 I8 CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.513 .. SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 40 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 36.51 EFFECTIVE AREA(ACRES) = 40.00 • AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 73.02 TC(MIN) = 16.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 138.10 TO NODE 139.10 IS CODE = 3 • » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< PTH OF FLOW IN 45.0 INCH PIPE IS 32.6 INCHES 1 ° PIPE -FLOW VELOCITY(FEET /SEC.) = 8.5 UPSTREAM NODE ELEVATION(FEET) = 1157.00 - DOWNSTREAM NODE ELEVATION(FEET) = 1154.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 • ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 73.02 - TRAVEL TIME(MIN.) = 1.18 TC(MIN.) = 17.20 „******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 139.00 TO NODE 139.10 IS CODE = 8 MP » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.409 SOIL CLASSIFICATION IS ""A'" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 '" SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 36.36 41 , EFFECTIVE AREA(ACRES) = 61.00 AVERAGED Fm(INCH /HR) = .485 . TOTAL AREA(ACRES) = 61.00 PEAK FLOW RATE(CFS) = 105.62 TC(MIN) = 17.20 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** C'T,OW PROCESS FROM NODE 138.10 TO NODE 138.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< Orr TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.20 RAINFALL INTENSITY(INCH /HR) = 2.41 AVERAGED Fm(INCH /HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 61.00 ar " ^TAL STREAM AREA(ACRES) = 61.00 AR FLOW RATE(CFS) AT CONFLUENCE = 105.62 AIM END OF STUDY SUMMARY: 4 " TOTAL AREA(ACRES) = 61.00 TC(MIN.) = 17.20 EFFECTIVE AREA(ACRES) = 61.00 AVERAGED Fm(INCH /HR)= .49 PEAK FLOW RATE(CFS) = 105.62 r END OF RATIONAL METHOD ANALYSIS .. 4 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN INC., 3170 REDHILL AVE., COSTA MESA, CA,92626 13 MARCH 1989, VERS. 5.2A 08 -15 -88 AUTHORIZATION CODE 136020001 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D. PLAN: LINE T -3 FOR 100 -YR. STORM. * LINE RUNS E. ALONG ARROW RT., S. ALONG CALABASH AVE. .* T. ARROYO, 1/27/90. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONT3.100 - A' TIME /DATE OF STUDY: 12 :52 1/27/1990 - USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3640 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 - ABUSER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .970 • :.J0 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.450 COMPUTED RAINFALL INTENSITY DATA: - STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4500 SLOPE OF INTENSITY DURATION CURVE = .6000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 125.00 TO NODE 125.10 I8 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(FEET) = 1000.00 " UPSTREAM ELEVATION(FEET) = 1230.00 DOWNSTREAM ELEVATION(FEET) = 1214.00 "- ELEVATION DIFFERENCE(FEET) = 16.00 TC(MIN.) = .389 *[( 1000.00 ** 3.00)/( 16.00)] ** .20 = 14.097 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.458 SOIL CLASSIFICATION IS HA" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 a SUBAREA RUNOFF(CFS) = 20.07 TOTAL AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) = 20.07 m********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OW PROCESS FROM NODE 125.10 TO NODE 126.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< 4 , ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.5 INCHES ,,, PIPE -FLOW VELOCITY(FEET /SEC.) = 9.2 UPSTREAM NODE ELEVATION(FEET) = 1214.00 , ''IWNSTREAM NODE ELEVATION(FEET) = 1200.00 OW LENGTH(FEET) = 1000.00 MANNING'S N = .013 • bSTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 20.07 TRAVEL TIME(MIN.) = 1.82 TC(MIN.) = 15.92 4 k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 126.00 TO NODE 126.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< Ag 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.215 .. SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 "' SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 18.43 EFFECTIVE AREA(ACRES) = 15.00 • AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 15.00 • PEAK FLOW RATE(CFS) = 36.85 TC(MIN) = 15.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 126.10 TO NODE 127.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< TIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 LEPTH OF FLOW IN 36.0 INCH PIPE I8 17.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.2 °" UPSTREAM NODE ELEVATION(FEET) = 1200.00 DOWNSTREAM NODE ELEVATION(FEET) = 1190.00 FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 36.85 • TRAVEL TIME(MIN.) = .97 TC(MIN.) = 16.89 e ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4 " FLOW PROCESS FROM NODE 127.00 TO NODE 127.10 IS CODE = 8 °" » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.102 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 . SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 11.78 EFFECTIVE AREA(ACRES) = 20.00 • AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 20.00 ,a PEAK FLOW RATE(CFS) = 47.11 TC(MIN) = 16.89 '******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OW PROCESS FROM NODE 127.10 TO NODE 128.10 IS CODE = 6 • » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< - UPSTREAM ELEVATION(FEET) = 1190.00 DOWNSTREAM ELEVATION(FEET) = 1188.00 A STREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.00 . "NTERIOR STREET CROSSFALL(DECIMAL) = .020 TSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 47.11 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT I8, ALL FLOW ALONG THE PARKWAY, ETC., I8 NEGLECTED. STREET FLOW DEPTH(FEET) = .83 HALFSTREET FLOOD WIDTH(FEET) = 23.62 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.29 PRODUCT OF DEPTH &VELOCITY = 2.73 . STREET FLOW TRAVEL TIME(MIN.) = 1.78 TC(MIN.) = 18.66 -. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.922 SOIL CLASSIFICATION IS "A" w RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 "' EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH /HR) = .48 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 47.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .83 HALFSTREET FLOOD WIDTH(FEET) = 23.62 FLOW VELOCITY(FEET /SEC.) = 3.29 DEPTH *VELOCITY = 2.73 .**-****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OW PROCESS FROM NODE 128.00 TO NODE 128.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.922 :.,. SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 43.86 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH /HR) = .485 - TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 87.72 • TC(MIN) = 18.66 k**************************************** itak**tkak********* * **** * ***akakak**akak**** w FLOW PROCESS FROM NODE 128.10 TO NODE 129.10 IS CODE = 3 • » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » > USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 48.0 INCH PIPE IS 33.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.2 UPSTREAM NODE ELEVATION(FEET) = 1188.00 DOWNSTREAM NODE ELEVATION(FEET) = 1185.00 .. FLOW LENGTH(FEET) = 550.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 RIPE- FLOW(CFS) = 87.72 AVEL TIME(MIN.) = .99 TC(MIN.) = 19.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 129.00 TO NODE 129.10 IS CODE = 8 0 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.832 WW "1IL CLASSIFICATION IS HA" ,SIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 •. SUBAREA AREA(ACRES) = 37.00 SUBAREA RUNOFF(CFS) = 78.17 EFFECTIVE AREA(ACRES) = 77.00 • AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 77.00 PEAK FLOW RATE(CFS) = 162.67 4 TC(MIN) = 19.66 *********** ********************************** * * *4* * * * *4 * * * * *4 * * * * * * * *4 * * * *** 4 0 FLOW PROCESS FROM NODE 129.10 TO NODE 130.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ac DEPTH OF FLOW IN 57.0 INCH PIPE I8 42.3 INCHES • PIPE -FLOW VELOCITY(FEET /SEC.) = 11.5 UPSTREAM NODE ELEVATION(FEET) = 1185.00 4 DOWNSTREAM NODE ELEVATION(FEET) = 1176.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 • ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 162.67 TRAVEL TIME(MIN.) = 1.95 TC(MIN.) = 21.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.10 IS CODE = 8 »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< arc 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.676 - SOIL CLASSIFICATION IS tAn RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 77.00 SUBAREA RUNOFF(CFS) = 151.85 EFFECTIVE AREA(ACRES) = 154.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 154.00 PEAK FLOW RATE(CFS) = 303.69 TC(MIN) = 21.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 130.10 TO NODE 131.10 IS CODE = 3 ° » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 75.0 INCH PIPE IS 60.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.4 UPSTREAM NODE ELEVATION(FEET) = 1176.00 DOWNSTREAM NODE ELEVATION(FEET) = 1170.00 .r FLOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 303.69 TRAVEL TIME(MIN.) = 1.97 TC(MIN.) = 23.58 0 r******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 131.00 TO NODE 131.10 IS CODE = 8 » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.539 SOIL CLASSIFICATION IS IA" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 40 "iBAREA AREA(ACRES) = 77.00 SUBAREA RUNOFF(CFS) = 142.37 FECTIVE AREA(ACRES) = 231.00 • AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 231.00 .o PEAK FLOW RATE(CFS) = 427.11 TC(MIN) = 23.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 131.10 TO NODE 140.10 IS CODE = 3 0 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) «« < DEPTH OF FLOW IN 72.0 INCH PIPE IS 54.3 INCHES .r PIPE -FLOW VELOCITY(FEET /SEC.) = 18.7 UPSTREAM NODE ELEVATION(FEET) = 1170.00 DOWNSTREAM NODE ELEVATION(FEET) = 1149.00 FLOW LENGTH(FEET) = 1650.00 MANNING'S N = .013 4 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 427.11 TRAVEL TIME(MIN.) = 1.47 TC(MIN.) = 25.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < 00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.449 - SOIL CLASSIFICATION IS "B" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .3750 • SUBAREA AREA(ACRES) = 53.00 SUBAREA RUNOFF(CFS) = 98.92 EFFECTIVE AREA(ACRES) = 284.00 - AVERAGED Fm(INCH/HR) = .464 TOTAL AREA(ACRES) = 284.00 • PEAK FLOW RATE(CFS) = 507.19 TC(MIN) = 25.05 k ******** ************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.10 TO NODE 141.10 IS CODE = 3 • »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< 4- » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 96.0 INCH PIPE IS 77.7 INCHES w PIPE -FLOW VELOCITY(FEET /SEC.) = 11.6 UPSTREAM NODE ELEVATION(FEET) = 1149.00 DOWNSTREAM NODE ELEVATION(FEET) = 1148.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 507.19 TRAVEL TIME(MIN.) = .43 TC(MIN.) = 25.48 ' t* i ************************* * * ** * ** * * * * * ****** * ***** * ****** *pit ** * ***** * * ** * ** ,OW PROCESS FROM NODE 141.00 TO NODE 141.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.424 a SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 14.00 SUBAREA RUNOFF(CFS) = 24.43 EFFECTIVE AREA(ACRES) = 298.00 ' �TERAGED Fm(INCH/HR) = .465 TAL AREA(ACRES) = 298.00 �• rEAK FLOW RATE(CFS) = 525.27 TC(MIN) = 25.48 h ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 141.10 TO NODE 141.10 I8 CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < 0 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 25.48 RAINFALL INTENSITY(INCH /HR) = 2.42 Ai AVERAGED Fm(INCH /HR) = .47 EFFECTIVE STREAM AREA(ACRES) = 298.00 - TOTAL STREAM AREA(ACRES) = 298.00 a_ PEAK FLOW RATE(CFS) AT CONFLUENCE = 525.27 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 298.00 TC(MIN.) = 25.48 EFFECTIVE AREA(ACRES) = 298.00 AVERAGED Fm(INCH /HR)= .47 PEAK FLOW RATE(CFS) = 525.27 a END OF RATIONAL METHOD ANALYSIS ems, a a a r 4 AM ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN INC., 3170 REDHILL AVE., COSTA MESA, CA,92626 13 MARCH 1989, VERS. 5.2A 08 -15 -88 AUTHORIZATION CODE 136020001 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** '* S. FONTANA MASTER S.D. PLAN: LINE T -3B FOR 25 -YR. STORM. * * LINE RUNS S. ALONG ALMOND AVE. * ''"* T. ARROYO 1/27/90. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONT3B.025 TIME /DATE OF STUDY: 12:48 1/27/1990 • USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 4r= -- *TIME -OF- CONCENTRATION MODEL * -- ,. USER SPECIFIED STORM EVENT(YEAR) = 25.00 as SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 — *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .970 '°" X00 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.450 COMPUTED RAINFALL INTENSITY DATA: " STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1383 SLOPE OF INTENSITY DURATION CURVE = .6000 .dt******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 132.00 TO NODE 132.10 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(FEET) = 750.00 UPSTREAM ELEVATION(FEET) = 1193.00 DOWNSTREAM ELEVATION(FEET) = 1181.00 ELEVATION DIFFERENCE(FEET) = 12.00 TC(MIN.) = .389 *[( 750.00 ** 3.00)/( 12.00)] ** .20 = 12.565 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.908 • SOIL CLASSIFICATION IS ""A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 Am SUBAREA RUNOFF(CFS) = 10.91 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 10.91 ` e******************************************** * * * * * * * * * * * * * * * * ** * * * * * * * * * * * ** AOW PROCESS FROM NODE 132.10 TO NODE 132.11 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.6 INCHES .. PIPE -FLOW VELOCITY(FEET /SEC.) = 7.2 UPSTREAM NODE ELEVATION(FEET) = 1181.00 ''nWNSTREAM NODE ELEVATION(FEET) = 1173.50 OW LENGTH(FEET) = 650.00 MANNING'S N = .013 r;STIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 10.91 TRAVEL TIME(MIN.) = 1.51 TC(MIN.) = 14.07 p******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 132.01 TO NODE 132.11 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< At 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.717 # SOIL CLASSIFICATION IS "An RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 10.05 EFFECTIVE AREA(ACRES) = 10.00 "" AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 20.09 TC(MIN) = 14.07 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** . FLOW PROCESS FROM NODE 132.11 TO NODE 133.10 IS CODE = 6 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< • TPSTREAM ELEVATION(FEET) = 1173.50 DOWNSTREAM ELEVATION(FEET) = 1172.00 REET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = 8. o2REET HALFWIDTH(FEET) = 32.00 • DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.00 0 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 20.09 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .66 HALFSTREET FLOOD WIDTH(FEET) = 18.87 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.31 PRODUCT OF DEPTH &VELOCITY = 1.51 STREET FLOW TRAVEL TIME(MIN.) = 2.53 TC(MIN.) = 16.60 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.461 SOIL CLASSIFICATION IS "A" • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 • EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH /HR) = .49 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 20.09 41 ' END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .66 HALFSTREET FLOOD WIDTH(FEET) = 18.87 • FLOW VELOCITY(FEET /SEC.) = 2.31 DEPTH *VELOCITY = 1.51 * ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .LOW PROCESS FROM NODE 133.00 TO NODE 133.10 IS CODE = 8 4W » OF SUBAREA TO MAINLINE PEAK FLOW «<« m 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.461 SOIL CLASSIFICATION IS 'IA's • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 17.78 i° ' ' FECTIVE AREA(ACRES) = 20.00 ERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 35.57 TC(MIN) = 16.60 k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 133.10 TO NODE 134.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.0 UPSTREAM NODE ELEVATION(FEET) = 1172.00 a. DOWNSTREAM NODE ELEVATION(FEET) = 1168.00 „ FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 - PIPE- FLOW(CFS) = 35.57 TRAVEL TIME(MIN.) = 1.24 TC(MIN.) = 17.84 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 134.00 TO NODE 134.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.357 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 33.69 • EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH /HR) = .485 -. TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 67.38 • TC(MIN) = 17.84 e******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 134.10 TO NODE 135.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< m » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ,. DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.6 m UPSTREAM NODE ELEVATION(FEET) = 1168.00 DOWNSTREAM NODE ELEVATION(FEET) = 1160.00 • FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 '" PIPE - FLOW(CFS) = 67.38 TRAVEL TIME(MIN.) = .93 TC(MIN.) = 18.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SOW PROCESS FROM NODE 135.00 TO NODE 135.10 IS CODE = 8 • » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< - 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.286 .r SOIL CLASSIFICATION IS ISA't RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 34.03 EFFECTIVE AREA(ACRES) = 61.00 ~VVERAGED Fm(INCH /HR) = .485 TAL AREA(ACRES) = 61.00 "' rEAR FLOW RATE(CFS) = 98.85 TC(MIN) = 18.78 4 %.******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 135.10 TO NODE 135.10 I8 CODE = 1 • » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< .r TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: • TIME OF CONCENTRATION(MIN.) = 18.78 RAINFALL INTENSITY(INCH /HR) = 2.29 °" AVERAGED Fm(INCH /HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 61.00 '"" TOTAL STREAM AREA(ACRES) = 61.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 98.85 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 61.00 TC(MIN.) = 18.78 . EFFECTIVE AREA(ACRES) = 61.00 AVERAGED Fm(INCH /HR)= .49 PEAK FLOW RATE(CFS) = 98.85 . END OF RATIONAL METHOD ANALYSIS a ** A * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 # I00908 Especially prepared for: HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • 8. FONTANA MASTER S.D. PLAN: LINES T -4 , T -4B FOR 100 -YR. STORM. * DESIGN Q. * 4 "* T. ARRROYO, 1/31/90. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONT4.100 TIME /DATE OF STUDY: 16:59 1/31/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- .. USER SPECIFIED STORM EVENT(YEAR) = 100.00 Ao SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 A' *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .970 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.450 ^OMPUTED RAINFALL INTENSITY DATA: ORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4500 LOPE OF INTENSITY DURATION CURVE = .6000 ark******************************************** * * * * * * * * * * * * * * * * * * * ** * * * * * * * * ** FLOW PROCESS FROM NODE 144.00 TO NODE 144.10 IS CODE = 2 » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT I8 SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 1208.00 DOWNSTREAM ELEVATION = 1190.00 . ELEVATION DIFFERENCE = 18.00 TC = .389 *[( 1000.00 ** 3.00)/( 18.00)] ** .20 = 13.769 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.507 SOIL CLASSIFICATION IS ""A.. RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA RUNOFF(CFS) = 20.40 '" TOTAL AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) = 20.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 144.10 TO NODE 145.10 I8 CODE = 3 »COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< • .- > » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< 44 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.6 UPSTREAM NODE ELEVATION = 1190.00 DOWNSTREAM NODE ELEVATION = 1174.00 FLOWLENGTH(FEET) = 1000.00 MANNINGS N = .013 ., - ITIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PEFLOW THRU SUBAREA(CFS) = 20.40 TRAVEL TIME(MIN.) = 1.73 TC(MIN.) = 15.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .. FLOW PROCESS FROM NODE 145.00 TO NODE 145.10 I8 CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < " 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.267 , SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOBS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 18.78 EFFECTIVE AREA(ACRES) = 15.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) = 37.55 TC(MIN) = 15.50 .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 145.10 TO NODE 145.11 I8 CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ar = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 • ^FPTH OF FLOW IN 36.0 INCH PIPE I8 20.6 INCHES PEFLOW VELOCITY(FEET /SEC.) = 9.0 O uPSTREAM NODE ELEVATION = 1174.00 DOWNSTREAM NODE ELEVATION = 1168.00 FLOWLENGTH(FEET) = 700.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 37.55 TRAVEL TIME(MIN.) = 1.30 TC(MIN.) = 16.80 "%******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 145.01 TO NODE 145.11 IS CODE = 8 wr » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< . 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.113 SOIL CLASSIFICATION I8 HA" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 11.83 • EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 47.30 TC(MIN) = 16.80 „******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 145.11 TO NODE 146.10 I8 CODE = 3 »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< ▪ » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< • DEPTH OF FLOW IN 42.0 INCH PIPE I8 31.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.2 UPSTREAM NODE ELEVATION = 1168.00 4. DOWNSTREAM NODE ELEVATION = 1167.00 FLOWLENGTH(FEET) = 350.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 "TPEFLOW THRU SUBAREA(CFS) = 47.30 AVEL TIME(MIN.) = .95 TC(MIN.) = 17.74 .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 146.00 TO NODE 146.10 I8 CODE = 8 9.- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.012 SOIL CLASSIFICATION I8 "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 45.49 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH /HR) = .485 ,.r TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 90.98 • TC(MIN) = 17.74 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "" FLOW PROCESS FROM NODE 146.10 TO NODE 147.10 I8 CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< " » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « < DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.6 "PSTREAM NODE ELEVATION = 1167.00 MNSTREAM NODE ELEVATION = 1165.00 .01 rLOWLENGTH(FEET) = 600.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 90.98 TRAVEL TIME(MIN.) = 1.31 TC(MIN.) = 19.05 -********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 147.00 TO NODE 147.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.886 SOIL CLASSIFICATION IS "A" $. RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 86.43 40 EFFECTIVE AREA(ACRES) = 80.00 AVERAGED Fm(INCH/HR) = .485 '" TOTAL AREA(ACRES) = 80.00 PEAK FLOW RATE(CFS) = 172.87 TC(MIN) = 19.05 ak******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 147.10 TO NODE 147.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< At NFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 'LIME OF CONCENTRATION(MINUTES) = 19.05 RAINFALL INTENSITY (INCH. /HOUR) = 2.89 EFFECTIVE STREAM AREA(ACRES) = 80.00 4 TOTAL STREAM AREA(ACRES) = 80.00 PEAR FLOW RATE(CFS) AT CONFLUENCE = 172.87 "********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - LOW PROCESS FROM NODE 147.11 TO NODE 147.11 I8 CODE = 7 >» »USER SPECIFIED HYDROLOGY INFORMATION AT NODE « « < ar USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 23.19 RAIN INTENSITY(INCH /HOUR) = 2.56 w. EFFECTIVE AREA(ACRES) = 115.00 TOTAL AREA(ACRES) = 115.00 PEAK FLOW RATE(CFS) = 207.00 " AVERAGED LOSS RATE, Fm(IN /HR) = .054 ** *ERROR; SPECIFIED LOSS RATE, FM I8 LESS THAN MINIMUM POSSIBLE VALUE OF .56(INCHES /HOUR) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 147.11 TO NODE 147.10 IS CODE = 3 » » > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< 4 ' DEPTH OF FLOW IN 54.0 INCH PIPE I8 41.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 15.7 ®" UPSTREAM NODE ELEVATION = 1200.00 DOWNSTREAM NODE ELEVATION = 1165.00 FLOWLENGTH(FEET) = 2650.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 207.00 "" TRAVEL TIME(MIN.) = 2.80 TC(MIN.) = 25.99 * ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • r'LOW PROCESS FROM NODE 147.10 TO NODE 147.10 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) = 25.99 RAINFALL INTENSITY (INCH. /HOUR) = 2.40 EFFECTIVE STREAM AREA(ACRES) = 115.00 - TOTAL STREAM AREA(ACRES) = 115.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 207.00 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) AL 1 172.87 19.05 2.886 .48 80.00 ® 2 207.00 25.99 2.395 .05 115.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: "r STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) Ar 1 356.39 164.29 40 2 344.53 195.00 MPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: • TEAR FLOW RATE(CFS) = 356.39 TIME(MINUTES) = 19.052 EFFECTIVE AREA(ACRES) = 164.29 TOTAL AREA(ACRES) = 195.00 s ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 147.10 TO NODE 148.10 I8 CODE = 3 m --» »COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< »USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 87.0 INCH PIPE IS 68.2 INCHES • PIPEFLOW VELOCITY(FEET /SEC.) = 10.3 UPSTREAM NODE ELEVATION = 1165.00 DOWNSTREAM NODE ELEVATION = 1161.00 FLOWLENGTH(FEET) = 1350.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 356.39 TRAVEL TIME(MIN.) = 2.19 TC(MIN.) = 21.24 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 148.00 TO NODE 148.10 IS CODE = 8 ur- > »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< .= 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.703 a SOIL CLASSIFICATION I8 11A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 159.73 EFFECTIVE AREA(ACRES) = 244.29 AVERAGED Fm(INCH/HR) = .336 TOTAL AREA(ACRES) = 275.00 PEAK FLOW RATE(CFS) = 520.43 TC(MIN) = 21.24 * ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** rLOW PROCESS FROM NODE 148.10 TO NODE 154.10 IS CODE = 3 > »COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< > »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 75.0 INCH PIPE IS 58.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 20.2 • UPSTREAM NODE ELEVATION = 1161.00 DOWNSTREAM NODE ELEVATION = 1138.00 �,. FLOWLENGTH(FEET) = 1650.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 • PIPEFLOW THRU SUBAREA(CFS) = 520.43 TRAVEL TIME(MIN.) = 1.36 TC(MIN.) = 22.61 4 r******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 154.00 TO NODE 154.10 IS CODE = 8 » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 4. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.604 SOIL CLASSIFICATION IS "A" • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 51.00 SUBAREA RUNOFF(CFS) = 97.28 . EFFECTIVE AREA(ACRES) = 295.29 AVERAGED Fm(INCH/HR) = .362 '"OTAL AREA(ACRES) = 326.00 AK FLOW RATE(CFS) = 595.94 mac: (MIN) = 22.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** a FLOW PROCESS FROM NODE 154.10 TO NODE 155.10 IS CODE = 3 » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< 'PTH OF FLOW IN 78.0 INCH PIPE I8 61.7 INCHES _LPEFLOW VELOCITY(FEET /SEC.) = 21.2 UPSTREAM NODE ELEVATION = 1138.00 r DOWNSTREAM NODE ELEVATION = 1130.00 FLOWLENGTH(FEET) = 550.00 MANNINGS N = .013 . ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 595.94 ✓ TRAVEL TIME(MIN.) = .43 TC(MIN.) = 23.04 ********************************************* ************* * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 155.00 TO NODE 155.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.575 . SOIL CLASSIFICATION I8 "A'" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 4 " SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 28.21 EFFECTIVE AREA(ACRES) = 310.29 "" AVERAGED Fm(INCH /HR) = .368 TOTAL AREA(ACRES) = 341.00 4 ' PEAK FLOW RATE(CFS) = 616.31 TC(MIN) = 23.04 ********************************************* ************** * * * * * * * * * * * * * * * ** PLOW PROCESS FROM NODE 155.10 TO NODE 155.10 IS CODE = 1 ... ,r » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 23.04 ° RAINFALL INTENSITY (INCH. /HOUR) = 2.57 EFFECTIVE STREAM AREA(ACRES) = 310.29 "" TOTAL STREAM AREA(ACRES) = 341.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 616.31 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 341.00 EFFECTIVE AREA(ACRES) = 310.29 PEAK FLOW RATE(CFS) = 616.31 ..r END OF RATIONAL METHOD ANALYSIS HALL & FOREMAN, INC. Civil Engineering -Land Planning -Land Surveying 3170 Redhill Avenue Costa Mesa, California 92626 -3428 • Telephone (714) 641 -8777 DSK11:(43,52]WALL03.DSN Sheet 1 of 7 aN ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ♦ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 y Analysis prepared by: HALL & FOREMAN INC., 3170 REDHILL AVE., COSTA MESA, CA,92626 13 MARCH 1989, VERS. 5.2A 08 -15 -88 AUTHORIZATION CODE 136020001 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** „,* S. FONTANA MASTER S.D. PLAN: LINE T -4 FOR 25 -YR. STORM. * * LINE RUNS W. ALONG ARROW RT., S. ALONG COTTONWOOD AVE * 4 * T. ARROYO, 1/27/90. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONT4.025 " TIME /DATE OF STUDY: 12:59 1/27/1990 " USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - .w USER SPECIFIED STORM EVENT(YEAR) = 25.00 m SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 -.. *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .970 dr X00 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.450 COMPUTED RAINFALL INTENSITY DATA: *. STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1383 SLOPE OF INTENSITY DURATION CURVE = .6000 t********* *********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 144.00 TO NODE 144.10 IS CODE = 2 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS «<« .c DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE • TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 " UPSTREAM ELEVATION(FEET) = 1208.00 DOWNSTREAM ELEVATION(FEET) = 1190.00 • ELEVATION DIFFERENCE(FEET) = 18.00 TC(MIN.) = .389 *[( 1000.00 ** 3.00)/( 18.00)] ** .20 = 13.769 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.753 SOIL CLASSIFICATION IS "All RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 r. SUBAREA RUNOFF(CFS) = 15.31 TOTAL AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) = 15.31 41 k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,OW PROCESS FROM NODE 144.10 TO NODE 145.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « « < » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< 40 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.9 UPSTREAM NODE ELEVATION(FEET) = 1190.00 a - IWNSTREAM NODE ELEVATION(FEET) = 1174.00 ,OW LENGTH(FEET) = 1000.00 MANNING'S N = .013 k;STIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 15.31 TRAVEL TIME(MIN.) = 1.87 TC(MIN.) = 15.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 145.00 TO NODE 145.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 44- 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.550 SOIL CLASSIFICATION IS "An RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 41 SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 13.94 EFFECTIVE AREA(ACRES) = 15.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 15.00 4 ' PEAK FLOW RATE(CFS) = 27.88 TC(MIN) = 15.64 air ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 145.10 TO NODE 145.11 IS CODE = 3 m » » >COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< TIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 • UEPTH OF FLOW IN 36.0 INCH PIPE IS 17.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.4 "' UPSTREAM NODE ELEVATION(FEET) = 1174.00 DOWNSTREAM NODE ELEVATION(FEET) = 1168.00 • FLOW LENGTH(FEET) = 700.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 27.88 „ TRAVEL TIME(MIN.) = 1.40 TC(MIN.) = 17.04 k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 145.01 TO NODE 145.11 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 48 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.423 t SOIL CLASSIFICATION IS "A" • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 8.72 EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 20.00 s PEAK FLOW RATE(CFS) = 34.88 TC(MIN) = 17.04 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,OW PROCESS FROM NODE 145.11 TO NODE 146.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.8 UPSTREAM NODE ELEVATION(FEET) = 1168.00 DOWNSTREAM NODE ELEVATION(FEET) = 1167.00 T'T,OW LENGTH(FEET) = 350.00 MANNING'S N = .013 TIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 34.88 TRAVEL TIME(MIN.) = 1.01 TC(MIN.) = 18.05 A +********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 146.00 TO NODE 146.10 IS CODE = 8 »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.340 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 33.40 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH /HR) = .485 «. TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 66.79 TC(MIN) = 18.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 146.10 TO NODE 147.10 IS CODE = 3 » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< - "EPTH OF FLOW IN 45.0 INCH PIPE IS 36.2 INCHES : PE -FLOW VELOCITY(FEET /SEC.) = 7.0 UPSTREAM NODE ELEVATION(FEET) = 1167.00 DOWNSTREAM NODE ELEVATION(FEET) = 1165.00 - FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 66.79 - TRAVEL TIME(MIN.) = 1.42 TC(MIN.) = 19.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 147.00 TO NODE 147.10 IS CODE = 8 » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< •• 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.236 SOIL CLASSIFICATION IS "All RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 63.04 '"' EFFECTIVE AREA(ACRES) = 80.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 80.00 PEAK FLOW RATE(CFS) = 126.08 TC(MIN) = 19.47 „******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 147.10 TO NODE 148.10 IS CODE = 3 »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< . » »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< • DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.0 INCHES - PIPE -FLOW VELOCITY(FEET /SEC.) = 8.0 UPSTREAM NODE ELEVATION(FEET) = 1165.00 DOWNSTREAM NODE ELEVATION(FEET) = 1161.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 "tPE- FLOW(CFS) = 126.08 AVEL TIME(MIN.) = 2.82 TC(MIN.) = 22.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 148.00 TO NODE 148.10 I8 CODE = 8 » » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.062 '" SOIL CLASSIFICATION IS "A" W RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 113.53 EFFECTIVE AREA(ACRES) = 160.00 AVERAGED Fm(INCH /HR) = .485 4 TOTAL AREA(ACRES) = 160.00 PEAK FLOW RATE(CFS) = 227.06 • TC(MIN) = 22.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 148.10 TO NODE 154.10 IS CODE = 3 »» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< • DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.6 TPSTREAM NODE ELEVATION(FEET) = 1161.00 'WNSTREAM NODE ELEVATION(FEET) = 1138.00 • rLOW LENGTH(FEET) = 1650.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 227.06 TRAVEL TIME(MIN.) = 1.66 TC(MIN.) = 23.95 'N******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 154.00 TO NODE 154.10 IS CODE = 8 » » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< wr 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.975 SOIL. CLASSIFICATION IS "A" • RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 51.00 SUBAREA RUNOFF(CFS) = 68.40 . EFFECTIVE AREA(ACRES) = 211.00 AVERAGED Fm(INCH /HR) = .485 ` TOTAL AREA(ACRES) = 211.00 PEAK FLOW RATE(CFS) = 282.97 TC(MIN) = 23.95 4******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 154.10 TO NODE 155.10 IS CODE = 3 » » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »»USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ISPTH OF FLOW IN 60.0 INCH PIPE IS 45.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.7 UPSTREAM NODE ELEVATION(FEET) = 1138.00 DOWNSTREAM NODE ELEVATION(FEET) = 1130.00 FLOW LENGTH(FEET) = 550.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 282.97 TRAVEL TIME(MIN.) = .52 TC(MIN.) = 24.47 4 4U4* * * * * * ** * * *** * * ** * ** * ** * 4444 * * *4444* *4444 * * * * * ** *4444* ** *4 *4 *4 *4* * * * ** FLOW PROCESS FROM NODE 155.00 TO NODE 155.10 I8 CODE = 8 4 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.950 SOIL CLASSIFICATION IS 'An RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 ." SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 19.78 EFFECTIVE AREA(ACRES) = 226.00 AVERAGED Fm(INCH /HR) = .485 TOTAL AREA(ACRES) = 226.00 PEAK FLOW RATE(CFS) = 297.96 A TC(MIN) = 24.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i FLOW PROCESS FROM NODE 155.10 TO NODE 155.10 IS CODE = 1 • » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.47 RAINFALL INTENSITY(INCH/HR) = 1.95 AVERAGED Fm(INCH /HR) = .49 rFFECTIVE STREAM AREA(ACRES) = 226.00 iTAL STREAM AREA(ACRES) = 226.00 .-BAK FLOW RATE(CFS) AT CONFLUENCE = 297.96 ., END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 226.00 TC(MIN.) = 24.47 "' EFFECTIVE AREA(ACRES) = 226.00 AVERAGED Fm(INCH /HR)= .49 PEAK FLOW RATE(CFS) = 297.96 END OF RATIONAL METHOD ANALYSIS 4 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN INC., 3170 REDHILL AVE., COSTA MESA, CA,92626 13 MARCH 1989, VERS. 5.2A 08 -15 -88 AUTHORIZATION CODE 136020001 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * ** * * * * * * * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D. PLAN: LINE T -4A FOR 100 -YR. STORM. * * LINE RUNS S. ALONG MULBERRY AVE. * 4* T. ARROYO, 1/27/90. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONT4A.100 41 TIME /DATE OF STUDY: 12:58 1/27/1990 " USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME - OF- CONCENTRATION MODEL*- - • USER SPECIFIED STORM EVENT(YEAR) = 100.00 , SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 - 'TISER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .970 • i00 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.450 COMPUTED RAINFALL INTENSITY DATA: _ STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4500 SLOPE OF INTENSITY DURATION CURVE = .6000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 149.00 TO NODE 149.10 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(FEET) = 1000.00 4. UPSTREAM ELEVATION(FEET) = 1170.00 DOWNSTREAM ELEVATION(FEET) = 1152.00 1 " ELEVATION DIFFERENCE(FEET) = 18.00 TC(MIN.) = .389 *[( 1000.00 ** 3.00)/( 18.00)] ** .20 = 13.769 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.507 SOIL CLASSIFICATION IS "B" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .3750 .0 SUBAREA RUNOFF(CFS) = 14.09 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 14.09 m e* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SOW PROCESS FROM NODE 149.10 TO NODE 149.11 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.1 UPSTREAM NODE ELEVATION(FEET) = 1152.00 "' NODE ELEVATION(FEET) = 1147.00 ,OW LENGTH(FEET) = 550.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 14.09 °' TRAVEL TIME(MIN.) = 1.29 TC(MIN.) = 15.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 149.01 TO NODE 149.11 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 4r- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.323 , SOIL CLASSIFICATION IS "B"" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .3750 + SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 6.63 EFFECTIVE AREA(ACRES) = 7.50 °" AVERAGED Fm(INCH /HR) = .375 TOTAL AREA(ACRES) = 7.50 41 PEAK FLOW RATE(CFS) = 19.90 TC(MIN) = 15.06 s ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 149.11 TO NODE 150.10 IS CODE = 6 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< • "I?STREAM ELEVATION(FEET) = 1147.00 DOWNSTREAM ELEVATION(FEET) = 1146.00 'BEET LENGTH(FEET) = 215.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 - SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 19.90 • STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .64 HALFSTREET FLOOD WIDTH(FEET) = 18.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.44 PRODUCT OF DEPTH &VELOCITY = 1.56 STREET FLOW TRAVEL TIME(MIN.) = 1.47 TC(MIN.) = 16.53 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.143 "" SOIL CLASSIFICATION IS "B" ,, RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3750 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 7.50 AVERAGED Fm(INCH /HR) = .38 TOTAL AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) = 19.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .64 HALFSTREET FLOOD WIDTH(FEET) = 18.13 . FLOW VELOCITY(FEET /SEC.) = 2.44 DEPTH *VELOCITY = 1.56 * :***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • rLOW PROCESS FROM NODE 150.00 TO NODE 150.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 0 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.143 SOIL CLASSIFICATION IS ""B"" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .3750 SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 18.68 0 " ^FECTIVE AREA(ACRES) = 15.00 ERAGED Fm(INCH/HR) = .375 TOTAL AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) = 37.37 4 TC(MIN) = 16.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.10 TO NODE 151.10 I8 CODE = 3 » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< u » »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.3 4 UPSTREAM NODE ELEVATION(FEET) = 1146.50 DOWNSTREAM NODE ELEVATION(FEET) = 1146.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 37.37 TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 18.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 151.10 IS CODE = 8 » » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< - 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.977 !IL CLASSIFICATION IS ”Bu iESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .3750 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 35.13 EFFECTIVE AREA(ACRES) = 30.00 AVERAGED Fm(INCH /HR) = .375 TOTAL AREA(ACRES) = 30.00 PEAK FLOW RATE(CFS) = 70.26 - TC(MIN) = 18.09 * ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.10 TO NODE 152.10 IS CODE = 3 » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « « < » » »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< `" DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.7 '"" UPSTREAM NODE ELEVATION(FEET) = 1146.00 DOWNSTREAM NODE ELEVATION(FEET) = 1144.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 70.26 err TRAVEL TIME(MIN.) = 1.09 TC(MIN.) = 19.18 k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 'FLOW PROCESS FROM NODE 152.00 TO NODE 152.10 IS CODE = 8 » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.875 - SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 45.17 EFFECTIVE AREA(ACRES) = 51.00 AVERAGED Fm(INCH /HR) = .420 ,, - "1mAL AREA(ACRES) = 51.00 A FLOW RATE(CFS) = 112.66 • TC(MIN) = 19.18 000000*** *** * * ******* *0 *** ***** * * * * * * * ** 0000 ****************** **** * **** *0000 - FLOW PROCESS FROM NODE 152.10 TO NODE 153.10 I8 CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< O DEPTH OF FLOW IN 48.0 INCH PIPE I8 34.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.6 UPSTREAM NODE ELEVATION(FEET) = 1144.00 DOWNSTREAM NODE ELEVATION(FEET) = 1141.00 FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 • PIPE - FLOW(CFS) = 112.66 TRAVEL TIME(MIN.) = .50 TC(MIN.) = 19.68 4 . 000****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 153.00 TO NODE 153.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.831 SOIL CLASSIFICATION IS "B" - ^ESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .3750 'BAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 28.73 . EFFECTIVE AREA(ACRES) = 64.00 AVERAGED Fm(INCH /HR) = .411 °* TOTAL AREA(ACRES) = 64.00 PEAK FLOW RATE(CFS) = 139.36 4 " TC(MIN) = 19.68 t******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 153.10 TO NODE 153.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 -. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.68 m RAINFALL INTENSITY(INCH /HR) = 2.83 AVERAGED Fm(INCH /HR) = .41 `" EFFECTIVE STREAM AREA(ACRES) = 64.00 TOTAL STREAM AREA(ACRES) = 64.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 139.36 END OF STUDY SUMMARY: . TOTAL AREA(ACRES) = 64.00 TC(MIN.) = 19.68 EFFECTIVE AREA(ACRES) = 64.00 AVERAGED Fm(INCH /HR)= .41 _., PEAK FLOW RATE(CFS) = 139.36 ?D OF RATIONAL METHOD ANALYSIS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN INC., 3170 REDHILL AVE., COSTA MESA, CA,92626 13 MARCH 1989, VERS. 5.2A 08 -15 -88 AUTHORIZATION CODE 136020001 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** . S. FONTANA MASTER S.D. PLAN: LINE T -4A FOR 25 -YR. STORM. * LINE RUNS S. ALONG MULBERRY AVE. .0* T. ARROYO, 1/27/90. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SFONT4A.025 4 ' TIME /DATE OF STUDY: 12:56 1/27/1990 °' USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 25.00 m SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 — *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .970 *. -JO-YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.450 COMPUTED RAINFALL INTENSITY DATA: — STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.1383 SLOPE OF INTENSITY DURATION CURVE = .6000 W******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** wro FLOW PROCESS FROM NODE 149.00 TO NODE 149.10 I8 CODE = 2 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < mg DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE *�* TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 "" UPSTREAM ELEVATION(FEET) = 1170.00 DOWNSTREAM ELEVATION(FEET) = 1152.00 '"' ELEVATION DIFFERENCE(FEET) = 18.00 TC(MIN.) = .389 *[( 1000.00 ** 3.00)/( 18.00)] ** .20 = 13.769 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.753 SOIL CLASSIFICATION IS "'B" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .3750 err SUBAREA RUNOFF(CFS) = 10.70 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 10.70 ********************************************** * ** * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,OW PROCESS FROM NODE 149.10 TO NODE 149.11 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< err ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 36.000 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.6 UPSTREAM NODE ELEVATION(FEET) = 1152.00 rr - 1 WNSTREAM NODE ELEVATION(FEET) = 1147.00 ,OW LENGTH(FEET) = 550.00 MANNING'S N = .013 .. ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 10.70 44 " TRAVEL TIME(MIN.) = 1.40 TC(MIN.) = 15.16 k**** **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 149.01 TO NODE 149.11 I8 CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.598 • SOIL CLASSIFICATION IS "B" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .3750 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 5.00 EFFECTIVE AREA(ACRES) = 7.50 • AVERAGED Fm(INCH /HR) = .375 TOTAL AREA(ACRES) = 7.50 "" PEAK FLOW RATE(CFS) = 15.01 TC(MIN) = 15.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 149.11 TO NODE 150.10 IS CODE = 6 m » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< • "DSTREAM ELEVATION(FEET) = 1147.00 DOWNSTREAM ELEVATION(FEET) = 1146.00 PEEN LENGTH(FEET) = 215.00 CURB HEIGTH(INCHES) = 8. m STREET HALFWIDTH(FEET) = 32.00 - DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 46 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 - SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 15.01 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .60 .� HALFSTREET FLOOD WIDTH(FEET) = 15.87 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.27 PRODUCT OF DEPTH &VELOCITY = 1.35 STREET FLOW TRAVEL TIME(MIN.) = 1.58 TC(MIN.) = 16.75 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.448 SOIL CLASSIFICATION IS "B" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .3750 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 7.50 AVERAGED Fm(INCH /HR) = .38 TOTAL AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) = 15.01 m END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 15.87 • FLOW VELOCITY(FEET /SEC.) = 2.27 DEPTH *VELOCITY = 1.35 * ***************************************** * * * * ** * ** * * * * * ** * * * * * * * * * * * * * ** - rLOW PROCESS FROM NODE 150.00 TO NODE 150.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< • 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.448 SOIL CLASSIFICATION IS "B"" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .3750 SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 13.99 • '"FECTIVE AREA(ACRES) = 15.00 ERAGED Fm(INCH /HR) = .375 • TOTAL AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) = 27.99 • TC(MIN) = 16.75 +******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ..r FLOW PROCESS FROM NODE 150.10 TO NODE 151.10 I8 CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « « < a » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.9 • UPSTREAM NODE ELEVATION(FEET) = 1146.50 DOWNSTREAM NODE ELEVATION(FEET) = 1146.00 *A" FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 27.99 TRAVEL TIME(MIN.) = 1.71 TC(MIN.) = 18.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 151.00 TO NODE 151.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< - 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.310 IL CLASSIFICATION IS "B" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .3750 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 26.12 '" EFFECTIVE AREA(ACRES) = 30.00 AVERAGED Fm(INCH/HR) = .375 TOTAL AREA(ACRES) = 30.00 PEAK FLOW RATE(CFS) = 52.24 TC(MIN) = 18.45 ,, ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.10 TO NODE 152.10 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « « < • DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.2 • UPSTREAM NODE ELEVATION(FEET) = 1146.00 a DOWNSTREAM NODE ELEVATION(FEET) = 1144.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 52.24 4. TRAVEL TIME(MIN.) = 1.15 TC(MIN.) = 19.60 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 152.00 TO NODE 152.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «« < 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.227 - SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 32.93 EFFECTIVE AREA(ACRES) = 51.00 AVERAGED Fm(INCH /HR) = .420 - nTAL AREA(ACRES) = 51.00 AK FLOW RATE(CFS) = 82.93 • TC(MIN) = 19.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FLOW PROCESS FROM NODE 152.10 TO NODE 153.10 IS CODE = 3 » PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< err DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.7 • UPSTREAM NODE ELEVATION(FEET) = 1144.00 DOWNSTREAM NODE ELEVATION(FEET) = 1141.00 ' FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 * PIPE - FLOW(CFS) = 82.93 TRAVEL TIME(MIN.) = .55 TC(MIN.) = 20.15 0 K * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 153.00 TO NODE 153.10 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.191 SOIL CLASSIFICATION IS "B" • ^FSIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3750 EEAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 21.24 * tfFECTIVE AREA(ACRES) = 64.00 AVERAGED Fm(INCH /HR) = .411 " TOTAL AREA(ACRES) = 64.00 PEAK FLOW RATE(CFS) = 102.51 TC(MIN) = 20.15 .„ r******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 153.10 TO NODE 153.10 IS CODE = 1 0s » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< AC TOTAL NUMBER OF STREAMS = 2 - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.15 ". RAINFALL INTENSITY(INCH /HR) = 2.19 AVERAGED Fm(INCH /HR) = .41 '" EFFECTIVE STREAM AREA(ACRES) = 64.00 TOTAL STREAM AREA(ACRES) = 64.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 102.51 END OF STUDY SUMMARY: is TOTAL AREA(ACRES) = 64.00 TC(MIN.) = 20.15 EFFECTIVE AREA(ACRES) = 64.00 AVERAGED Fm(INCH /HR)= .41 m• PEAK FLOW RATE(CFS) = 102.51 �r. D OF RATIONAL METHOD ANALYSIS * * * * * * * * * * '* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7/08/88 Serial # 2929 Analysis prepared by: HALL & FOREMAN, INC. r , * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * ** * S. FONTANA MASTER S.D PLAN, W. FONTANA CHANNEL WEST OF HEMLOCK TO * SAN SEVAINE CHANNEL, 100 YEAR STORM, DESIGN Q * JN 4042 *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r FILE NAME: SFONTCHN.DES TIME /DATE OF STUDY: 0:41 1/ 1/1980 = = ==== 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 = *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .970 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR)= 1.450 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4500 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 600.04 TO NODE 600.04 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 32.16 RAINFALL INTENSITY(INCH /HR) = 2.11 EFFECTIVE AREA(ACRES) = 2804.27 TOTAL AREA(ACRES) = 3190.41 PEAK FLOW RATE(CFS) = 4560.00 AVERAGED LOSS RATE, Fm(INCH /HR) = .580 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ; , ^ ��'� /lo,: C9Y;r` * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 600.04 TO NODE 600.04 IS CODE = 1 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ==========================================================_=_= _ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 32.16 `- RAINFALL INTENSITY(INCH /HR) = 2.11 AVERAGED Fm(INCH/HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 2804.27 �-, TOTAL STREAM AREA(ACRES) = 3190.41 PEAR FLOW RATE(CFS) AT CONFLUENCE = 4560.00 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.01 TO NODE 100.01 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «< _ =__ USER - SPECIFIED VALUES ARE AS FOLLOWS: {- TC(MIN.) = 10.00 RAINFALL INTENSITY(INCH /HR) = 4.25 EFFECTIVE AREA(ACRES) = 15.90 TOTAL AREA(ACRES) = 15.90 PEAK FLOW RATE(CFS) = 40.80 AVERAGED LOSS RATE, Fm(INCH /HR) = 1.400 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. PA rx 1145%-- ` 9 r , * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 100.01 TO NODE 600.04 IS CODE = 6 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< =_= _ = _=== = = === == UPSTREAM ELEVATION(FEET) = 1259.00 DOWNSTREAM ELEVATION(FEET) = 1090 STREET LENGTH(FEET) = 4500.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 40.80 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .59 HALFSTREET FLOOD WIDTH(FEET) = 15.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.33 PRODUCT OF DEPTH &VELOCITY = 3.74 STREET FLOW TRAVEL TIME(MIN.) = 11.84 TC(MIN.) = 21.84 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.659 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 15.90 AVERAGED Fm(INCH /HR) = 1.40 2 TOTAL AREA(ACRES) = 15.90 PEAK FLOW RATE(CFS) = 40.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .59 HALFSTREET FLOOD WIDTH(FEET) = 15.59 FLOW VELOCITY(FEET /SEC.) = 6.33 DEPTH *VELOCITY = 3.74 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 600.04 TO NODE 600.04 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< 4 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.84 RAINFALL INTENSITY(INCH /HR) = 2.66 ° AVERAGED Fm(INCH /HR) = 1.40 EFFECTIVE STREAM AREA(ACRES) = 15.90 4 TOTAL STREAM AREA(ACRES) = 15.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.80 4 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** 4 Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 4582.95 32.16 .585 2820.17 ., 2 4254.19 21.84 .587 1920.51 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4582.95 Tc(MIN.) = 32.160 EFFECTIVE AREA(ACRES) = 2820.17 AVERAGED Fm(INCH /HR) = .58 TOTAL AREA(ACRES) = 3206.31 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 600.04 TO NODE 113.10 IS CODE = 5 » »> COMPUTE TRAPEZOIDAL - CHANNEL FLOW« «< » »> TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 1190.90 DOWNSTREAM NODE ELEVATION(FEET) = 1184.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1350.00 CHANNEL BASE(FEET) = 40.00 "Z" FACTOR = .000 MANNING'S FACTOR = .014 MAXIMUM DEPTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 4582.95 FLOW VELOCITY(FEET /SEC.) = 20.36 FLOW DEPTH(FEET) = 5.63 0 TRAVEL TIME(MIN.) = 1.10 TC(MIN.) = 33.26 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 113.10 TO NODE 113.10 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 3 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 33.26 RAINFALL INTENSITY(INCH /HR) = 2.07 AVERAGED Fm(INCH /HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 2820.17 TOTAL STREAM AREA(ACRES) = 3206.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4582.95 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 113.10 TO NODE 113.10 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE ««< USER — SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 16.44 RAINFALL INTENSITY(INCH /HR) = 3.15 EFFECTIVE AREA(ACRES) = 50.00 TOTAL AREA(ACRES) = 50.00 PEAK FLOW RATE(CFS) = 121.00 AVERAGED LOSS RATE, Fm(INCH /HR) = .560 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. F, a �,hTf1 i = j iJi > J r z././f= s' V / **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 113.10 TO NODE 113.10 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.44 RAINFALL INTENSITY(INCH /HR) = 3.15 AVERAGED Fm(INCH /HR) = .56 EFFECTIVE STREAM AREA(ACRES) = 50.00 TOTAL STREAM AREA(ACRES) = 50.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 121.00 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.11 TO NODE 102.11 IS CODE = 7 »» >USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER— SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 10.00 RAINFALL INTENSITY(INCH /HR) = 4.25 EFFECTIVE AREA(ACRES) = 7.20 TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 18.50 AVERAGED LOSS RATE, Fm(INCH /HR) = 1.400 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4 FLOW PROCESS FROM NODE 102.11 TO NODE 113.10 IS CODE = 6 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< UPSTREAM ELEVATION(FEET) = 1249.00 DOWNSTREAM ELEVATION(FEET) = 1184 STREET LENGTH(FEET) = 4500.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 18.50 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 12.87 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.78 PRODUCT OF DEPTH &VELOCITY = 2.03 STREET FLOW TRAVEL TIME(MIN.) = 19.84 TC(MIN.) = 29.84 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.205 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 7.20 AVERAGED Fm(INCH/HR) = 1.40 TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 18.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 12.87 FLOW VELOCITY(FEET /SEC.) = 3.78 DEPTH *VELOCITY = 2.03 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 113.10 TO NODE 113.10 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 29.84 RAINFALL INTENSITY(INCH /HR) = 2.20 AVERAGED Fm(INCH /HR) = 1.40 EFFECTIVE STREAM AREA(ACRES) = 7.20 TOTAL STREAM AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.50 ^" RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 4063.66 16.44 .588 1428.13 2 4369.29 22.98 .588 1976.05 5 3 4668.51 33.26 .586 2877.37 4 4570.30 29.84 .587 2578.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4668.51 Tc(MIN.) = 33.265 EFFECTIVE AREA(ACRES) = 2877.37 AVERAGED Fm(INCH /HR) = .59 TOTAL AREA(ACRES) = 3263.51 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 113.10 TO NODE 117.10 IS CODE = 5 » »>COMPUTE TRAPEZOIDAL - CHANNEL FLOW««< » »> TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 1184.00 DOWNSTREAM NODE ELEVATION(FEET) = 1175.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1350.00 0 CHANNEL BASE(FEET) = 42.00 "Z" FACTOR = .000 MANNING'S FACTOR = .014 MAXIMUM DEPTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 4668.51 FLOW VELOCITY(FEET /SEC.) = 22.02 FLOW DEPTH(FEET) = 5.05 TRAVEL TIME(MIN.) = 1.02 TC(MIN.) = 34.29 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 117.10 TO NODE 117.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 34.29 RAINFALL INTENSITY(INCH /HR) = 2.03 AVERAGED Fm(INCH /HR) = .59 EFFECTIVE STREAM AREA(ACRES) = 2877.37 TOTAL STREAM AREA(ACRES) = 3263.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4668.51 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 117.10 TO NODE 117.10 IS CODE = 7 » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 21.69 RAINFALL INTENSITY(INCH /HR) = 2.67 EFFECTIVE AREA(ACRES) = 205.59 TOTAL AREA(ACRES) = 206.10 PEAK FLOW RATE(CFS) = 405.00 AVERAGED LOSS RATE, Fm(INCH/HR) = .560 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ` **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 6 4. FLOW PROCESS FROM NODE 117.10 TO NODE 117.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.69 RAINFALL INTENSITY(INCH /HR) = 2.67 AVERAGED Fm(INCH/HR) = .56 EFFECTIVE STREAM AREA(ACRES) = 205.59 TOTAL STREAM AREA(ACRES) = 206.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 405.00 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 104.11 TO NODE 104.11 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 17.60 RAINFALL INTENSITY(INCH /HR) = 3.03 EFFECTIVE AREA(ACRES) = 19.50 TOTAL AREA(ACRES) = 19.50 PEAK FLOW RATE(CFS) = 50.00 AVERAGED LOSS RATE, Fm(INCH /HR) = .560 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 104.11 TO NODE 117.10 IS CODE = 6 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< UPSTREAM ELEVATION(FEET) = 1241.00 DOWNSTREAM ELEVATION(FEET) = 1175 STREET LENGTH(FEET) = 4500.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 50.00 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .70 HALFSTREET FLOOD WIDTH(FEET) = 21.22 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.72 PRODUCT OF DEPTH &VELOCITY = 3.32 STREET FLOW TRAVEL TIME(MIN.) = 15.88 TC(MIN.) = 33.48 7 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.058 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 4 EFFECTIVE AREA(ACRES) = 19.50 AVERAGED Fm(INCH /HR) = .56 TOTAL AREA(ACRES) = 19.50 PEAK FLOW RATE(CFS) = 50.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .70 HALFSTREET FLOOD WIDTH(FEET) = 21.22 FLOW VELOCITY(FEET /SEC.) = 4.72 DEPTH *VELOCITY = 3.32 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 117.10 TO NODE 117.10 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 33.48 RAINFALL INTENSITY(INCH /HR) = 2.06 AVERAGED Fm(INCH /HR) = .56 EFFECTIVE STREAM AREA(ACRES) = 19.50 TOTAL STREAM AREA(ACRES) = 19.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 50.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 4490.54 17.51 .585 1604.28 2 4710.50 21.69 .585 1998.11 3 4790.57 24.02 .586 2195.63 4 4926.78 30.87 .585 2801.61 5 4999.42 34.29 .584 3102.46 6 4983.11 33.48 .584 3031.45 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4999.42 Tc(MIN.) = 34.287 EFFECTIVE AREA(ACRES) = 3102.46 AVERAGED Fm(INCH/HR) = .58 TOTAL AREA(ACRES) = 3489.11 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 117.10 TO NODE 124.10 IS CODE = 5 » »> COMPUTE TRAPEZOIDAL - CHANNEL FLOW« «< » »>TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1184.00 DOWNSTREAM NODE ELEVATION(FEET) = 1175.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1350.00 CHANNEL BASE(FEET) = 42.00 "Z" FACTOR = .000 MANNING'S FACTOR = .014 MAXIMUM DEPTH(FEET) = 6.00 8 CHANNEL FLOW THRU SUBAREA(CFS) = 4999.42 FLOW VELOCITY(FEET /SEC.) = 22.60 FLOW DEPTH(FEET) = 5.27 TRAVEL TIME(MIN.) = 1.00 TC(MIN.) = 35.28 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 35.28 RAINFALL INTENSITY(INCH /HR) = 1.99 AVERAGED Fm(INCH/HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 3102.46 TOTAL STREAM AREA(ACRES) = 3489.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4999.42 4 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 22.60 RAINFALL INTENSITY(INCH /HR) = 2.60 EFFECTIVE AREA(ACRES) = 421.90 TOTAL AREA(ACRES) = 421.90 PEAK FLOW RATE(CFS) = 846.70 AVERAGED LOSS RATE, Fm(INCH/HR) = .610 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. 47, **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.60 RAINFALL INTENSITY(INCH /HR) = 2.60 AVERAGED Fm(INCH /HR) = .61 EFFECTIVE STREAM AREA(ACRES) = 421.90 TOTAL STREAM AREA(ACRES) = 421.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 846.70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 5299.56 18.54 .589 1950.40 9 2 5554.03 22.71 .590 2420.01 3 5571.54 25.03 .589 2617.53 4 5567.50 31.87 .588 3223.51 5 5582.38 34.47 .588 3453.35 6 5586.83 35.28 .587 3524.36 7 5551.47 22.60 .590 2409.75 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5586.83 Tc(MIN.) = 35.282 EFFECTIVE AREA(ACRES) = 3524.36 AVERAGED Fm(INCH /HR) = .59 TOTAL AREA(ACRES) = 3911.01 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4 FLOW PROCESS FROM NODE 124.10 TO NODE 135.10 IS CODE = 5 » »>COMPUTE TRAPEZOIDAL- CHANNEL FLOW « «< » »> TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1168.00 DOWNSTREAM NODE ELEVATION(FEET) = 1160.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1350.00 CHANNEL BASE(FEET) = 45.00 "Z" FACTOR = .000 MANNING'S FACTOR = .014 MAXIMUM DEPTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 5586.83 FLOW VELOCITY(FEET /SEC.) = 22.19 FLOW DEPTH(FEET) = 5.60 TRAVEL TIME(MIN.) = 1.01 TC(MIN.) = 36.30 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 135.10 TO NODE 135.10 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 36.30 RAINFALL INTENSITY(INCH /HR) = 1.96 AVERAGED Fm(INCH/HR) = .59 EFFECTIVE STREAM AREA(ACRES) = 3524.36 TOTAL STREAM AREA(ACRES) = 3911.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5586.83 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 135.10 TO NODE 135.10 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 18.26 RAINFALL INTENSITY(INCH /HR) = 2.96 EFFECTIVE AREA(ACRES) = 61.00 TOTAL AREA(ACRES) = 61.00 PEAK FLOW RATE(CFS) = 135.92 AVERAGED LOSS RATE, Fm(INCH /HR) = .490 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL 10 Li/ CONFLUENCE ANALYSES. **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 135.10 TO NODE 135.10 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.26 0 RAINFALL INTENSITY(INCH /HR) = 2.96 AVERAGED Fm(INCH /HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 61.00 0 TOTAL STREAM AREA(ACRES) = 61.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 135.92 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 129.11 TO NODE 129.11 IS CODE = 7 0 » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE ««< USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 13.60 RAINFALL INTENSITY(INCH /HR) = 3.53 EFFECTIVE AREA(ACRES) = 18.80 TOTAL AREA(ACRES) = 18.80 PEAK FLOW RATE(CFS) = 48.00 AVERAGED LOSS RATE, Fm(INCH /HR) = .700 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 129.11 TO NODE 135.10 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 1220.00 DOWNSTREAM ELEVATION(FEET) = 1160 STREET LENGTH(FEET) = 4500.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 48.00 4 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .70 HALFSTREET FLOOD WIDTH(FEET) = 21.22 11 a AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.54 PRODUCT OF DEPTH &VELOCITY = 3.19 STREET FLOW TRAVEL TIME(MIN.) = 16.54 TC(MIN.) = 30.14 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.192 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 18.80 AVERAGED Fm(INCH/HR) = .70 TOTAL AREA(ACRES) = 18.80 PEAK FLOW RATE(CFS) = 48.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .70 HALFSTREET FLOOD WIDTH(FEET) = 21.22 FLOW VELOCITY(FEET /SEC.) = 4.54 DEPTH *VELOCITY = 3.19 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 135.10 TO NODE 135.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< 4 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 30.14 RAINFALL INTENSITY(INCH /HR) = 2.19 AVERAGED Fm(INCH/HR) = .70 EFFECTIVE STREAM AREA(ACRES) = 18.80 TOTAL STREAM AREA(ACRES) = 18.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 48.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 5389.37 18.26 .587 1891.80 2 5473.54 19.57 .587 2023.61 3 5710.42 23.62 .588 2485.48 4 5712.63 23.72 .588 2495.81 5 5723.27 26.04 .588 2694.78 6 5699.40 32.88 .587 3303.31 7 5706.16 35.49 .586 3533.15 8 5708.28 36.30 .586 3604.16 9 5711.50 30.14 .587 3060.16 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5723.27 Tc(MIN.) = 26.044 EFFECTIVE AREA(ACRES) = 2694.78 AVERAGED Fm(INCH/HR) = .59 0 TOTAL AREA(ACRES) = 3990.81 fl **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 135.10 TO NODE 139.10 IS CODE = 5 » »> COMPUTE TRAPEZOIDAL - CHANNEL FLOW««< 12 » »> TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 1160.00 DOWNSTREAM NODE ELEVATION(FEET) = 1154.00 4 CHANNEL LENGTH THRU SUBAREA(FEET) = 1350.00 CHANNEL BASE(FEET) = 45.00 "Z" FACTOR = .000 MANNING'S FACTOR = .014 MAXIMUM DEPTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 5723.27 4 == »ERROR: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVEL TIME CALCULATIONS. FLOW VELOCITY(FEET /SEC.) = 21.20 FLOW DEPTH(FEET) = 6.00 TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 27.11 == >FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH 4 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 139.10 TO NODE 139.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 27.11 RAINFALL INTENSITY(INCH /HR) = 2.34 AVERAGED Fm(INCH /HR) = .59 EFFECTIVE STREAM AREA(ACRES) = 2694.78 TOTAL STREAM AREA(ACRES) = 3990.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5723.27 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 139.10 TO NODE 139.10 IS CODE = 7 » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 16.84 RAINFALL INTENSITY(INCH /HR) = 3.11 EFFECTIVE AREA(ACRES) = 61.00 TOTAL AREA(ACRES) = 61.00 PEAK FLOW RATE(CFS) = 144.00 AVERAGED LOSS RATE, Fm(INCH/HR) = .560 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. / -' ,4 r **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 139.10 TO NODE 139.10 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 13 » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 4 TIME OF CONCENTRATION(MIN.) = 16.84 RAINFALL INTENSITY(INCH /HR) = 3.11 AVERAGED Fm(INCH /HR) = .56 EFFECTIVE STREAM AREA(ACRES) = 61.00 TOTAL STREAM AREA(ACRES) = 61.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 144.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 0 ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 5519.13 19.39 .586 1952.80 2 5597.15 20.68 .586 2084.61 3 5818.43 24.68 .587 2546.48 4 5820.26 24.79 .587 2556.81 5 5823.63 27.11 .587 2755.78 6 5801.18 31.20 .587 3121.16 7 5783.09 33.95 .586 3364.31 8 5784.84 36.55 .586 3594.15 9 5785.52 37.36 .586 3665.16 10 5344.89 16.84 .586 1704.24 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5823.63 Tc(MIN.) = 27.105 EFFECTIVE AREA(ACRES) = 2755.78 AVERAGED Fm(INCH/HR) = .59 TOTAL AREA(ACRES) = 4051.81 4 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 139.10 TO NODE 141.10 IS CODE = 5 0 » »> COMPUTE TRAPEZOIDAL - CHANNEL FLOW««< » »> TRAVEL TIME THRU SUBAREA « «< 0 UPSTREAM NODE ELEVATION(FEET) = 1154.00 DOWNSTREAM NODE ELEVATION(FEET) = 1148.00 0 CHANNEL LENGTH THRU SUBAREA(FEET) = 1350.00 CHANNEL BASE(FEET) = 45.00 "Z" FACTOR = .000 MANNING'S FACTOR = .014 MAXIMUM DEPTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 5823.63 == »ERROR: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM 0 ALLOWABLE DEPTH). AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVEL TIME CALCULATIONS. 0 FLOW VELOCITY(FEET /SEC.) = 21.57 FLOW DEPTH(FEET) = 6.00 TRAVEL TIME(MIN.) = 1.04 TC(MIN.) = 28.15 14 4 == >FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 141.10 TO NODE 141.10 IS CODE = 1 0 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 28.15 RAINFALL INTENSITY(INCH /HR) = 2.28 AVERAGED Fm(INCH /HR) = .59 EFFECTIVE STREAM AREA(ACRES) = 2755.78 TOTAL STREAM AREA(ACRES) = 4051.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5823.63 4 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4 FLOW PROCESS FROM NODE 141.10 TO NODE 141.10 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 25.48 RAINFALL INTENSITY(INCH /HR) = 2.42 EFFECTIVE AREA(ACRES) = 298.00 TOTAL AREA(ACRES) = 298.00 PEAK FLOW RATE(CFS) = 526.00 AVERAGED LOSS RATE, Fm(INCH/HR) = .560 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. , , **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 141.10 TO NODE 141.10 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 25.48 RAINFALL INTENSITY(INCH/HR) = 2.42 AVERAGED Fm(INCH /HR) = .56 EFFECTIVE STREAM AREA(ACRES) = 298.00 TOTAL STREAM AREA(ACRES) = 298.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 526.00 w RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 5828.31 17.97 .583 1914.42 2 6018.96 20.49 .583 2192.41 15 3 6104.43 21.77 .583 2339.22 4 6340.54 25.72 .584 2844.48 5 6340.66 25.83 .584 2854.81 6 6309.96 28.15 .585 3053.78 7 6237.03 32.25 .584 3419.16 8 6190.49 35.00 .584 3662.31 9 6168.39 37.60 .584 3892.15 10 6162.21 38.41 .584 3963.16 11 6330.82 25.48 .584 2816.08 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6340.66 Tc(MIN.) = 25.832 EFFECTIVE AREA(ACRES) = 2854.81 AVERAGED Fm(INCH /HR) = .58 TOTAL AREA(ACRES) = 4349.81 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 141.10 TO NODE 153.10 IS CODE = 5 4 » » >COMPUTE TRAPEZOIDAL - CHANNEL FLOW ««< » »> TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1148.00 DOWNSTREAM NODE ELEVATION(FEET) = 1141.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1350.00 CHANNEL BASE(FEET) = 45.00 "Z" FACTOR = .000 MANNING'S FACTOR = .014 MAXIMUM DEPTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 6340.66 == »ERROR: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVEL TIME CALCULATIONS. FLOW VELOCITY(FEET /SEC.) = 23.48 FLOW DEPTH(FEET) = 6.00 TRAVEL TIME(MIN.) = .96 TC(MIN.) = 26.79 == >FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 153.10 TO NODE 153.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 26.79 RAINFALL INTENSITY(INCH /HR) = 2.35 AVERAGED Fm(INCH /HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 2854.81 TOTAL STREAM AREA(ACRES) = 4349.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6340.66 16 as a **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 153.10 TO NODE 153.10 IS CODE = 7 a » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 19.68 RAINFALL INTENSITY(INCH /HR) = 2.83 EFFECTIVE AREA(ACRES) = 64.00 TOTAL AREA(ACRES) = 64.00 PEAK FLOW RATE(CFS) = 139.36 AVERAGED LOSS RATE, Fm(INCH/HR) = .560 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. S1 = 1 A i **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4 FLOW PROCESS FROM NODE 153.10 TO NODE 153.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.68 RAINFALL INTENSITY(INCH /HR) = 2.83 AVERAGED Fm(INCH /HR) = .56 EFFECTIVE STREAM AREA(ACRES) = 64.00 4 TOTAL STREAM AREA(ACRES) = 64.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 139.36 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 5966.45 19.01 .582 1976.25 2 6149.35 21.50 .583 2256.41 3 6229.25 22.77 .583 2403.22 4 6441.98 26.44 .584 2880.08 5 6450.90 26.68 .584 2908.48 0 6 6450.67 26.79 .584 2918.81 7 6412.95 29.11 .584 3117.78 8 6329.55 33.22 .584 3483.16 9 6277.08 35.98 .584 3726.31 10 6250.01 38.59 .584 3956.15 11 6242.39 39.40 .584 4027.16 12 6018.84 19.68 .582 2053.04 r COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6450.90 Tc(MIN.) = 26.681 EFFECTIVE AREA(ACRES) = 2908.48 AVERAGED Fm(INCH /HR) = .58 TOTAL AREA(ACRES) = 4413.81 17 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 153.10 TO NODE 155.10 IS CODE = 5 » »> COMPUTE TRAPEZOIDAL - CHANNEL FLOW ««< » »> TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 1141.00 DOWNSTREAM NODE ELEVATION(FEET) = 1130.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1350.00 CHANNEL BASE(FEET) = 47.00 "Z" FACTOR = .000 MANNING'S FACTOR = .014 MAXIMUM DEPTH(FEET) = 6.00 4 CHANNEL FLOW THRU SUBAREA(CFS) = 6450.90 FLOW VELOCITY(FEET /SEC.) = 25.61 FLOW DEPTH(FEET) = 5.36 TRAVEL TIME(MIN.) = .88 TC(MIN.) = 27.56 0 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 155.10 TO NODE 155.10 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 27.56 RAINFALL INTENSITY(INCH /HR) = 2.31 AVERAGED Fm(INCH /HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 2908.48 TOTAL STREAM AREA(ACRES) = 4413.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6450.90 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 155.10 TO NODE 155.10 IS CODE = 7 0 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 23.04 RAINFALL INTENSITY(INCH /HR) = 2.57 EFFECTIVE AREA(ACRES) = 310.29 TOTAL AREA(ACRES) = 341.00 PEAK FLOW RATE(CFS) = 617.00 AVERAGED LOSS RATE, Fm(INCH /HR) = .560 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. L // .r. **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 155.10 TO NODE 155.10 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 23.04 RAINFALL INTENSITY(INCH/HR) = 2.57 18 AVERAGED Fm(INCH/HR) = .56 "" EFFECTIVE STREAM AREA(ACRES) = 310.29 TOTAL STREAM AREA(ACRES) = 341.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 617.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 4 ** PEAK FLOW RATE TABLE ** . Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 6562.08 19.92 .580 2244.50 " 2 6619.35 20.58 .580 2330.24 3 6762.22 22.39 .580 2557.97 4 6833.90 23.65 .580 2713.51 .0 5 6982.36 27.32 .581 3190.37 6 6987.56 27.56 .581 3218.77 . 7 6985.65 27.67 .581 3229.10 8 6914.54 29.99 .582 3428.07 9 6781.19 34.11 .582 3793.45 10 6700.32 36.87 .582 4036.60 11 6649.31 39.48 .582 4266.44 4 12 6634.78 40.29 .582 4337.45 13 6807.39 23.04 .580 2642.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6987.56 Tc(MIN.) = 27.560 .. EFFECTIVE AREA(ACRES) = 3218.77 AVERAGED Fm(INCH /HR) = .58 TOTAL AREA(ACRES) = 4754.81 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4754.81 TC(MIN.) = 27.56 . EFFECTIVE AREA(ACRES) = 3218.77 AVERAGED Fm(INCH /HR)= .58 PEAK FLOW RATE(CFS) = 6987.56 * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 6562.08 19.92 .580 2244.50 2 6619.35 20.58 .580 2330.24 3 6762.22 22.39 .580 2557.97 4 6833.90 23.65 .580 2713.51 5 6982.36 27.32 .581 3190.37 6 6987.56 27.56 .581 3218.77 7 6985.65 27.67 .581 3229.10 8 6914.54 29.99 .582 3428.07 9 6781.19 34.11 .582 3793.45 10 6700.32 36.87 .582 4036.60 4 11 6649.31 39.48 .582 4266.44 12 6634.78 40.29 .582 4337.45 13 6807.39 23.04 .580 2642.10 00 END OF RATIONAL METHOD ANALYSIS 19 OVC.Z7 I-0 rOM -FA \ 0 H 1 t— S r›.e Lat 4t T : k/1/.- LA or- 'r ' TriGe "1.. k >if) ,e-11 Lt34 y. a4-6( /)tyufro.s.cd % $e A kfkit RAL-Air- Alfr CG No 2 C v P 10 . 9-5 __?t.r 372- ftr le /4 7.31 ciA 1- 372. .g Z O- 1- rCt fti kso y_e4t‘r s72.g 4 44AA1 9ao 92) "22 .975 s 971 5% 72- ,(. t far — , - CI i t 4 -L .10.4 ct.,vvv A--Art -fr 7 - 6 6 3 C-FA efd gat nel 1 - . 4se 66; C1-4 7 A v- A 1- 2 7$ p 4 '- 43 te 1;1 I I 4- C r o Ati ,ere . _ , ao Aro ' 5) v _ 24, • ? /ire. C Su c,�Gc ( f4. 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Z ---7 f • .,., R R/W R/W OW 1 20 a 13' 38' fie 3 8' ( 13' . 12' 12' 14' 9' 1 9' 14' 12' 12' 4 I — 01_5115:i 0 . slo el /4•I' A Level Line © l�zl sfo 1 6% "" 8" Curb & Gutter Sidewalk - TILTED SECTION - MAJOR DIVIDED HIGHWAY . Ill' R/W R/W "'" 1 2 0' 41. 13' 38' Ii 38' _ 13' 12' 12' L ,� 14' 9' 9' 14' 12' 12' 5' mo. 0,� 5 Q �' E © © — ' i ______ Level Lineti am ' sl V4 :I' 4% o -- j __ ___+� - -- 2% - - 4o /a �,.: 1/4 .., 2/0 2/o _ .1 8 Curb& Gutter Sidewalk mio LEVEL SECTION - • MAJOR DIVIDED HIGHWAY " SECTION A BC D E F G ,,, • TILTED 0.00 -.35 +.46 0.00 +.14 -1.40 - 1.47 LEVEL -.91t - 1.05 0.00 - .35 0.00 — 1,05 -.91 Nott : Th ' ne&d fora Gurb t9land 9ha II be .M daftrmined by thy Gitq Engino'w', befort . Gon'9trac.t ion — CITY OF FONTANA, CALIFORNIA Drawn By Carlos Navarro STD. a Checked MAJOR DIVIIDED HIGHWAY A y jr' DETAIL TYPICAL SECTION 7- " C �p 71 100 (oo Not To Scale Date __- f MATOiz DIVIDED 0 Si v SLOPE 2 — "ire . ******************************************** * * * * * * * * * * * * * * * * *4 * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** CALCULATE STREET CAPACITY GIVEN: Street Slope = .005000 (Ft. /Ft.) = .5000 % AIN Depth of Flow = .666 Feet - - * ** OPEN CHANNEL FLOW - STREET FLOW * ** 44 ' Street Slope (Ft. /Ft.) = .0050 Mannings "n" value for street = .015 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 38.00 Distance From Crown to Crossfall Grade Break (Ft.) = 26.00 - Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 13.00 Slope from curb to property line (Ft. /Ft.) = .021 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 • Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .666 (Ft.) Average Velocity = 3.39 (Ft. /Sec.) Areetflow Hydraulics : • Halfstreet Flow Width(Ft.) = 16.97 Flow Velocity(Ft. /Sec.) = 3.16 Depth *Velocity = 2.10 - Flow rate of total street channel = 14.92 (CFS) Flow rate in gutter = 4.69 (CFS) "` Velocity of flow in gutter and sidewalk area = 4.028 (Ft. /Sec.) Average velocity of total street channel = 3.386 (Ft. /Sec.) • * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) . The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation • Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q ^.42 S ^.3 (1 /nSx) ^.6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet .M„ Efficiency, E = 1 - (1 - L /Lt) ^1.8 , Where L = given length The intercepted flow QI = QE The program also calculates the maximum flow for a sump condition given the length and height of opening for determination of the maximum curb inlet flow with these equations: NAA:I 'Iv1UEf) • O ( 76 SLOPS ?s - Y1, ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .ALCULATE STREET CAPACITY GIVEN: . Street Slope = .010000 (Ft. /Ft.) = 1.0000 % Depth of Flow = .666 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** • Street Slope (Ft. /Ft.) = .0100 Mannings "n" value for street = .015 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 38.00 Distance From Crown to Crossfall Grade Break (Ft.) = 26.00 • Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 • Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 13.00 • Slope from curb to property line (Ft. /Ft.) _ .021 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .666 (Ft.) Average Velocity = 4.79 (Ft. /Sec.) • Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 16.97 - ^low Velocity(Ft. /Sec.) = 4.46 epth *Velocity = 2.97 • Flow rate of total street channel = 21.10 (CFS) Flow rate in gutter = 6.64 (CFS) - Velocity of flow in gutter and sidewalk area = 5.696 (Ft. /Sec.) Average velocity of total street channel = 4.789 (Ft. /Sec.) * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q ".42 S ".3 (1 /nSx) ".6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 - (1 - L /Lt) "1.8 , Where L = given length The intercepted flow QI = QE The program also calculates the maximum flow for a sump .. condition given the length and height of opening for determination of the maximum curb inlet flow with these -, quations: Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d "1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g D0) ".5 , Where h= opening width, M P To R. O V t E - 0 s `70 PE zs - 'A ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .ALCULATE STREET CAPACITY GIVEN: Street Slope = .015000 (Ft. /Ft.) = 1.5000 % Depth of Flow = .666 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0150 Mannings "n" value for street = .015 Curb Height (In.) = 8. . Street Halfwidth (Ft.) = 38.00 Distance From Crown to Crossfall Grade Break (Ft.) = 26.00 • Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) _ .020 - Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 13.00 Slope from curb to property line (Ft. /Ft.) = .021 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .666 (Ft.) M. Average Velocity = 5.87 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 16.97 - Flow Velocity(Ft. /Sec.) = 5.47 epth *Velocity = 3.64 Flow rate of total street channel = 25.84 (CFS) Flow rate in gutter = 8.13 (CFS) - Velocity of flow in gutter and sidewalk area = 6.976 (Ft. /Sec.) Average velocity of total street channel = 5.865 (Ft. /Sec.) - * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following 4 " formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q - .42 S - .3 (1 /nSx)"'.6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 - (1 - L /Lt) "1.8 , Where L = given length The intercepted flow QI = QE ar The program also calculates the maximum flow for a sump condition given the length and height of opening for determination of the maximum curb inlet flow with these �" equations: Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d - 1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g DO) - .5 , Where h= opening width, MATm» P 1 ki IC' END _ �w� ~ • ����� ***********************************w*************************************** ****** STREET FLOW CALCULATIONS ****** ****************w********************************************************** / - ALCULATE STREET CAPACITY GIVEN: ( - ` �treet Slope = .005000 (Ft./Ft. ) = .5000 % Depth of Flow = 939 Feet ep � *** OPEN CHANNEL FLOW - STREET FLOW *** - Street 'trope (Ft. /Ft. ) = .0050 Nsinnings "n" value for street = .015 - Curb Height ( In ) = 8. Street Halfmidth (Ft. ) = 38.00 Distance From Crown to Crossfall Grade Break (Ft. ) = 26.00 Slope from Gutter to Grade Break (Ft./Ft. ) = .040 -~ Slope from Grade Break to' Crown (Ft. /Ft. ) '= .020 Numb of Halfstreets Carrying Runoff = 1 - ~ Distance from curb to property line (Ft. ) = 13.00 - Slope from curb to property line (Ft. /Ft. ) = .021 Gutter width (Ft. ) = 2.000 Gut hike from flowline (Inn > = 2.000 Mannings "n" value for gutter and sidewalk = .013 Depth of flow = .939 (Ft. ) Average Velocity = 3.45 (Ft./Sec.) �ARNING� DEPTH OF FLOW EXCEEDS TOP OF CURB - / . /istance that curb overflow reaches into property is = 12.967 (Ft. ) == ` ~~ Streetflow Hydraulics : =° Halfstreet Flow Width(Ft. ) = 30.62 Flow Velocitg(Ft./Sec. ) = 3.79 -~ Depth*Velocity = 3.56 Flow rate of total street channel = 43.76 (CFS) Flow rate in gutter = 8.94 (CFS) - Velocity of flow in gutter and sidewalk area = 2.570 (Ft. /Sec. ) Average velocity of total street channel = 3.455 (Ft./Sec. ) ! ****CURB OPENING INLET WITH HORIZONTAL THROAT**** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft. ) The curb inlet capacity is calcu)ated with the following • formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q~. 42 S^. 3 (1/nSx)^. 6 Where Q = total flow, S = street slope, n=mannings "n", and Sx = equivalent cross slope into inlet E ff i ciencg. E = 1 - (1 - L/Lt)^1 8 , Where L = given length \ ' The intercepted flow QI = QE = - The program also calculates the maximum flow for a sump condition given the length and height of opening for determination of the �,7 curb inlet flow with these M ATatL ptL IbrD joo - Yt& #*#*##*#* * # * * # # * * *** * * * # * * * # * # * # # * # * * * ** * * # *# * figs * * ** * * # # # * * - # # # * * # * * * *- ## * * * * ** STREET FLOW CALCULATIONS * * * *** ( ' ALCULATE STREET CAPACITY GIVEN: '"" ` 3treet Slope = . 010000 (Ft. /Ft. ) = 1. 0000 7.. Depth of Flaw = .939 Feet *** OPEN CHANNEL FLOW - STREET FLOW * ** • Street' (Ft. /Ft. ) = .,0100 !i nnings "n" values for street = . 015 - Curb Height (In. ) = S. Street Halfwidth (Ft. ) = 38. 00 • Distance From Crown to Crossfall Grade Break (Ft. ) = 26.00 Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft. ) ' _ . 020 • Numti of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 13.00 Slope from curb to property line (Ft. /Ft. ) = . 021 Gutter width (Ft.) = 2.000 Gutter hike from f l owl ine (In.) = 2.000 :"tannings "n" value for gutter _and sidewalk = .013 Depth of flow = .939 (Ft. ) - Average Velocity = 4.89 (Ft. /Sec. ) f WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB ,iistance that curb overflow reaches into property is = 12. 967 (Ft. ) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 30.62 Flow Velocity(Ft. /Set.) = 5.36 - Depth *Velocity = 5.03 Flow rate of total street channel = 61.88 (CFS) Flow rate in gutter = 12.64 (CFS) Velocity of flow in gutter and sidewalk area = 3.635 (Ft. /Sec.) Average velocity of total street channel = 4.886 (Ft. /Sec.) * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1..00 (Ft. ) The curb inlet capacity is calculated with the following ' formulas published by the U.S. Department of Transportation Federal Highwau Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 0/ S" (1 /nSx) ". 6 Where 0 = total flow, S = street slope, n =mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 -- (1 - L/Lt)'1.8 , Where L = Given length The intercepted flow CI = OE - The program also calculates the maximum flow for a sump condition given, the length and height of opening for terfitination 04: the 1,: Yi n!'.Sr ct; ^b inlet flow with these _ m " Tb p wai»= �� • � *p ^� - *************************************************************************** ****** STREET FLOW CALCULATIONS ****** *************,************************************************************* = / ALCULATE STREET CAPACITY GIVEN: : • ` etreet Slope = 015000 (Ft /Ft. ) = 1�5OOO % Depth of Flow = 939 Feet = *** OPEN CHANNEL FLOW — STREET FLOW *** • 5treet'`Slope (Ft. /Ft ) = .0150 elannzngs ^n" value for street = 015 Curb Height (In. ) = S. Street Halfmidth (Ft. ) = 38.00 • Distance From Crown to Crossfall Grade Break (Ft. ) = 26.00 Slope from Gutter to Grade Break (Ft. /Ft. ) = .040 Slope from Grade Break tO Crown (Ft. /Ft. ) '= .020 • Numb of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft. ) = 13.00 - Slope from curb to property line (Ft. /Ft. ) = .021 Gutter width (Ft. ) = 2.000 Qutfer hike from flowline ( In. ) = 2.000 Mannings "n" value for gutter and sidewalk = .013 Depth of flow = .939 (Ft.) | 4 Average Velocity = 5.98 (Ft. /Sec. ) ~~ WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB =^ \ Jistance that curb overflow reaches into property is = 12. 967 (Ft.) Streetflow 'Hydraulics : Halfstreet Flow Width(Ft. ) = 30.62 Flow Velocity (Ft. /Sec� ) = 6. 56 Depth*Velocitg = 6. 16 ^~ Flom rate of total street channel = 7 Flow rate in gutter = 15.48 (CFS) Velocity of flow in gutter and sidewalk area = 4. 452 (Ft. /Sec. ) Average velocity of total street channel = 5.984 (Ft. /Sec. ) ****CURB OPENING INLET WITH HORIZONTAL THROAT**** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft. ) 'Pie curb inlet capicity is calculated with the following • formulas published by the U.S. Department of Transportation • Fedc Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 G'.42 S'.3 (1/nSx)^ 6 Where Q = total flow, S = street slope. n=mannings "n", and Sx = equivalent cross slope into inlet . \ Efficiency, E = 1 — (1 — L/Lt)^1.8 , Where L = given length The intercepted flow GI = QE - The program also calculates the maximum flow for a sump condition given the length and height of opening for determination af t_e ne`:Hr:un curt nlet 4-low �ith these 1. R/W / R/W - IoO' 40 14' 36' 36' 14' r - - 12' _ 24' 24' _ I2 5' 005 05' 5' 1 1 A 8 _ © Slope I/4' I' Level Line l I /4�I' - -- 3.5° — - - - l% —2°/ ! 1111 .! 0 d2_ '""---8" Curb a Gutter Sidewalk .. TILTED SECTION . MAJOR HIGHWAY 0 WA "' R/W R/W If 0' Alio 1 14' 36' I 36' 14' ,. 12' 24' 24' 12' A 0.5 1 5' , 5' 1 0.5' ! . ! j S(ol/4"ij' Level Line a 4% 2. 2% 4% Slope I/4 j1 ai •* 8 ° Curb B Gutter r Sidewalk LEVEL SECTION . MAJOR HIGHWAY . MAJOR HIGHWAYS e „ SECTION A B CD E TILTED -1.02 -.95 -,II -035 0.00 4" LEVEL -,34 -.48 0,00 -48 -.34 / v 1011 4 O. Navarro CITY OF FONTANA,CALIFORNIA Drown By STD. MAJOR HIGHWAY Checked By , DETAIL TYPICAL SECTION Approved CITY ENGINEER "' 3 -7 7- Not To Scale Dote I ,DC'A MASON. 0 1; °7o s °FE ZS - �t+�, ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** our ;ALCULATE STREET CAPACITY GIVEN: f.. Street Slope = .005000 (Ft. /Ft.) = .5000 % Depth of Flow = .666 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** • Street Slope (Ft. /Ft.) = .0050 Mannings "n" value for street = .015 Curb Height (In.) = 8. • Street Halfwidth (Ft.) = 36.00 Distance From Crown to Crossfall Grade Break (Ft.) = 24.00 Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 • Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 14.00 " Slope from curb to property line (Ft. /Ft.) = .021 Gutter width (Ft.) = 2.000 • Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .666 (Ft.) Average Velocity = 3.39 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 16.97 ,. Flow Velocity(Ft. /Sec.) = 3.16 )epth *Velocity = 2.10 Aim Flow rate of total street channel = 14.92 (CFS) Flow rate in gutter = 4.69 (CFS) .** Velocity of flow in gutter and sidewalk area = 4.028 (Ft. /Sec.) Average velocity of total street channel = 3.386 (Ft. /Sec.) * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following 41 .+ formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q ".42 S ".3 (1 /nSx) ".6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 - (1 - L /Lt) "1.8 , Where L = given length The intercepted flow QI = QE yr The program also calculates the maximum flow for a sump condition given the length and height of opening for determination of the maximum curb inlet flow with these *' equations: Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d "1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g DO) , Where h= opening width, M A roR ( . o % swap � z s ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** :ALCULATE STREET CAPACITY GIVEN: • Street Slope = .010000 (Ft. /Ft.) = 1.0000 % Depth of Flow = .666 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0100 Mannings "n" value for street = .015 Curb Height (In.) = 8. ,. Street Halfwidth (Ft.) = 36.00 Distance From Crown to Crossfall Grade Break (Ft.) = 24.00 • Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 4 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 14.00 Slope from curb to property line (Ft. /Ft.) = .021 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .666 (Ft.) Average Velocity = 4.79 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 16.97 - Flow Velocity(Ft. /Sec.) = 4.46 )epth *Velocity = 2.97 ' Flow rate of total street channel = 21.10 (CFS) Flow rate in gutter = 6.64 (CFS) ' Velocity of flow in gutter and sidewalk area = 5.696 (Ft. /Sec.) Average velocity of total street channel = 4.789 (Ft. /Sec.) * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following • formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q'.42 S ".3 (1 /nSx)"'.6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 - (1 - L /Lt) - 1.8 , Where L = given length The intercepted flow QI = QE The program also calculates the maximum flow for a sump • condition given the length and height of opening for determination of the maximum curb inlet flow with these '� equations: Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d "1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g DO) - .5 , Where h= opening width, MAsorz ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,ALCULATE STREET CAPACITY GIVEN: ", Street Slope = .015000 (Ft. /Ft.) = 1.5000 % Depth of Flow = .666 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0150 Mannings "n" value for street = .015 Curb Height (In.) = 8. . Street Halfwidth (Ft.) = 36.00 Distance From Crown to Crossfall Grade Break (Ft.) = 24.00 . Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 ^* Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 14.00 Slope from curb to property line (Ft. /Ft.) = .021 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .666 (Ft.) Average Velocity = 5.87 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 16.97 �► Flow Velocity(Ft. /Sec.) = 5.47 iepth *Velocity = 3.64 4 ° Flow rate of total street channel = 25.84 (CFS) Flow rate in gutter = 8.13 (CFS) "" Velocity of flow in gutter and sidewalk area = 6.976 (Ft. /Sec.) yr Average velocity of total street channel = 5.865 (Ft. /Sec.) * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following • formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q ".42 S ".3 (1 /nSx) ".6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 - (1 - L /Lt) "1.8 , Where L = given length The intercepted flow QI = QE The program also calculates the maximum flow for a sump . condition given the length and height of opening for determination of the maximum curb inlet flow with these 'quations: Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d "1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g DO) ".5 , Where h= opening width, ***********************k•*•******************** * ** * * * * * *-* * * * * * * * * * * * * * * * * * * ** •* * * * ** STREET FLOW CALCULATIONS * * * *** ********************************************* * * * * * * * * * * * * * * * * * *•* * * * * * * ** * ** ( ALCULATE STREET CAPACITY GIVEN: Street Slope = . 005000 (Ft. /Ft. ) = . 5000 X . Depth of Flow = .960 Feet *** OPEN CHANNEL FLOW — STREET FLOW * ** Ake Y f. Street Siope (Ft. /Ft. ) = . 0050 Manninos "n" value for street = .015 Curb Heioht (In. ) = 8. - Street Halfwidth (Ft. ) = 36. 00 Distance From Crown to Crossfall Grade Break (Ft. ) = 24.00 Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft./Ft. ) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb.to property line (Ft. ) = 14.00 '"° Slope from curb to property line (Ft. /Ft. ) = . 021 • Outter width (Ft. ) = 2.000 Gutter hike from flowline (In. ) = 2.000 - Mannings "n" value for g..ut_ter _and sidewalk = .013 Depth of flow = .960 (Ft.) - Average Velocity = 3. 51 (Ft. /Sec. ) ( ARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB - Distance that curb overflow reaches into property is = 13.967 (Ft.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 31.67 Flow Velocity(Ft./Sec. ) = 3.86 • Depth*Velocity = 3.71 Flow rate of total street channel = 47.80 (CFS) Flow rate in gutter = 9.95 (CFS) Velocity of flow in gutter and sidewalk area = 2.618 (Ft. /Sec.) Average velocity of total street channel = 3. 514 (Ft. /Sec. ) ,., *** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Openinc width = 1. 00 (Ft. ) • The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation . Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 O''.42 S. 3 (1 /nSx) ". 6 Where 0 = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 — (1 — L /Lt) "1. 8 , Where L = given length The intercepted flow 0I = GE - The program also calculates the maximum flow for a sump condition given the length and height of opening for rS`:r: let .f: with these M, * ** ** * **** x * *** * * * *** * *.*** ** i **** * ** * * ** * * ** * * ** * *** • * ** * ** * * ** ****** * * * * ** STREET FLOW CALCULATIONS *** * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** (J 'ALCULATE STREET CAPACITY GIVEN: "' `• ,treet Slope = . 010000 (Ft. /Ft. ) = 1.0000 Depth of Flow = .960 Feet *** OPEN CHANNEL FLOW - STREET FLOW *** Street' (Ft. /Ft. ) = . 0100 Memnings "n" value for street = .015 • Curb Height (In.) = S. Street Halfwidth (Ft. ) = 36.00 • Distance From Crown to Crossfall Grade Break (Ft. ) = 24.00 Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft./Ft. ) = . 020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft. ) = 14.00 - Slope from curb to property line (Ft. /Ft.) _ .021 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 M&nnings "n" value for gutter and sidewalk = .013 AVM Depth of flow = .960 (Ft. ) .w, Average Velocity = 4.97 (Ft. /Sec. ) /' '4ARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB z Distance that curb overflow reaches into property is = 13.967 (Ft. ) Streetflow Hydraulics : • Halfstreet Flow Width(Ft. ) = 31.67 . Flow Velocity(Ft. /Sec.) = 5.46 , " Depth *Velocity = 5.24 Flow rate of total street channel = 67.60 (CFS) Flow rate in gutter = 14.07 (CFS) a., Velocity of flow in gutter and sidewalk area = 3. 702 (Ft. /Sec. ) Average velocity of total street channel = 4.970 (Ft. /Sec.) ****CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical anti invert level with flow line Opening width = 1.00 (Ft. ) The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) 4111 Length for total interception, Lt = .6 G. 42 S. 3 (1 /nSx )''.. 6 Where G = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet \ Efficiency, E = 1 - (1 - L /Lt) ^1.8 , Where L = given length The intercepted flow GI = GE - The program also calculates the maximum flow for a sump condition given the length and height of opening for determination of the mexircui- curb inlet flow iri.th these SOD —yr.. LI * ** tit * * * * * * * ***** ** * * * * * * * * * * * * * *** *stare * * * * * * * * * * *a *e * *a * * * ** *its ** *halt ****a * * * * ** STREET FLOW CALCULATIONS ** * * * *_ ****************************************** t* * * * * * * * *a * * * * * * * * * * * *e * * * * *a *** ALCULATE STREET CAPACITY GIVEN: Street Slope = .015000 (Ft. /Ft.) = 1. 5000 7. Depth of Flow = .960 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** r t. Street Slope (Ft. /Ft.) _ . 0150 Mannings "n" value for street = .015 r"' Curb Height (In. ) = 8. Street Halfwidth (Ft.) = 36.00 Distance From Crown to Crossfall Grade Break (Ft. ) = 24.00 Slope from Gutter to Grade Break (Ft. /Ft.) _ . 040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 Number of Halfstre.ets Carrying -- Runoff_- I -- • Distance from curb_ to property line (Ft.) = 14.00 Slope from curb to property line (Ft. /Ft. ) _ .021 Gutter width (Ft. ) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for _gutter and sidewalk = .013 Depth of flow = .960 (Ft. ) Average Velocity = 6.09 PFt. /Sec. ) (- =ARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB • `. Jistance that curb overflow reaches into property is = 13.967 (Ft. ) Streetflow Hydraulics Halfstreet Flow Width (Ft.) = 31.67 Flow Velocity(Ft. /Sec.) = 6.69 Depth*Velocity = 6.42 Flow rate of total street channel = 82.80 (CFS) Flow rate in gutter = 17.24 (CFS) --- Velocity of flow in gutter and sidewalk area = 4. 534 (Ft. /Sec. ) Average velocity of total street channel = 6.087 (Ft. /Sec.) * ** *CURB OPENING INLET WITH HORIZONTAL THROAT ** ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft. ) The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q ". 42 S".3 (1 /nSx )". 6 Where 0 = total flow, S = street slope, n=mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 - (1 - L /Lt) "1.8 , Where L = given length The intercepted flow ©I = GE The program also calculates the maximum flow for a sump ondition given the length and height of opening for r, a n the mA, - . - ojm curb inlet flow with these R/W [ • • R/W 4' 1 _ 12' _ 32' 32' 12' 8' 24' 24' 8' 0, 5' 4' t 4' 1 A 8 Level Line 0 o Sloe I /4": 1' S I/4 I' - -- 3 - -- T . - -- ..r.�. � 6% 2 ° � 8 "Curb 9'Gutter Sidewalk ,-- TILTED SECTION SECONDARY HIGHWAY f R/W R/W B8' ! t 1 , , 12' 32" 32' 12 i 8' 24' 24' 8' O._ - - I r i 4. 0 '5 . r - -- — Level Line 0 0 © Sto•eI 4 " :1' ( Zj Sloe 1/4':1' 4% 2% 27 4% ' 8" Curb a Gutter Sidewalk J i . LEVEL SECTION ,0., SECONDARY HIGHWAY SECONDARY HIGHWAY SECTION A 8 C ' 0 E ■ TILTED -.86 -1.03 -.19 -.43 0.00 LEVEL -.18 -,48 0.00 -.48 -.18 . • G. Navarro 0.... CITY OF FONTANA,CALIFORNIA Drawn By STD. SECONDARY HIGHWAY Checked By •• Approved DETAIL TYPICAL SECTION Date CITY ENGINEER IO(� °Q 7-15 -7a Not To Scale n ,,... 1 1 is . . 131.i1. 4 r 5 EG o N C> P4, g!. 0.7 ?o SLt7PE ( 2S'Yt , ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ;ALCULATE STREET CAPACITY GIVEN: -. Street Slope = .007000 (Ft. /Ft.) = .7000 % Depth of Flow = .666 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** • Street Slope (Ft. /Ft.) = .0070 Mannings "n" value for street = .015 Curb Height (In.) = 8. • Street Halfwidth (Ft.) = 32.00 Distance From Crown to Crossfall Grade Break (Ft.) = 24.00 . Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 ., Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 12.00 A ' Slope from curb to property line (Ft. /Ft.) = .021 Gutter width (Ft.) = 2.000 ' Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .666 (Ft.) Average Velocity = 3.90 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 20.97 ... Plow Velocity(Ft. /Sec.) = 3.64 )epth *Velocity = 2.43 d. Flow rate of total street channel = 19.97 (CFS) Flow rate in gutter = 5.55 (CFS) • Velocity of flow in gutter and sidewalk area = 4.766 (Ft. /Sec.) Average velocity of total street channel = 3.899 (Ft. /Sec.) * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line 4. Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following • formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q ".42 S ".3 (1 /nSx) ".6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 - (1 - L /Lt) "1.8 , Where L = given length The intercepted flow QI = QE The program also calculates the maximum flow for a sump condition given the length and height of opening for determination of the maximum curb inlet flow with these *111 equations: Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d "1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g DO) ".5 , Where h= opening width, �. 07 St.oPE ?5 Xer, ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ALCULATE STREET CAPACITY GIVEN: • Street Slope = .010000 (Ft. /Ft.) = 1.0000 % Depth of Flow = .666 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0100 Mannings "n" value for street = .015 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 32.00 Distance From Crown to Crossfall Grade Break (Ft.) = 24.00 Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 • Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 12.00 Slope from curb to property line (Ft. /Ft.) _ .021 • Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .666 (Ft.) -• Average Velocity = 4.66 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 20.97 Flow Velocity(Ft. /Sec.) = 4.36 epth *Velocity = 2.90 • Flow rate of total street channel = 23.87 (CFS) Flow rate in gutter = 6.64 (CFS) Velocity of flow in gutter and sidewalk area = 5.696 (Ft. /Sec.) ,. Average velocity of total street channel = 4.660 (Ft. /Sec.) - * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following "' formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q'.42 S ".3 (1 /nSx) ".6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet 41 Efficiency, E = 1 - (1 - L /Lt) "1.8 , Where L = given length The intercepted flow QI = QE The program also calculates the maximum flow for a sump • condition given the length and height of opening for determination of the maximum curb inlet flow with these equations: Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d "1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g DO)"'.5 , Where h= opening width, SEGoty DISK y . S 7 SLo PG '25 - ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ..r ALCULATE STREET CAPACITY GIVEN: - Street Slope = .015000 (Ft. /Ft.) = 1.5000 % Depth of Flow = .666 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0150 m Mannings "n" value for street = .015 Curb Height (In.) = 8. m Street Halfwidth (Ft.) = 32.00 Distance From Crown to Crossfall Grade Break (Ft.) = 24.00 Slope from Gutter to Grade Break (Ft. /Ft.) _ .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 • Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 12.00 Slope from curb to property line (Ft. /Ft.) = .021 • Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 m Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .666 (Ft.) ", Average Velocity = 5.71 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 20.97 Flow Velocity(Ft. /Sec.) = 5.33 epth*Velocity = 3.55 Flow rate of total street channel = 29.24 (CFS) Flow rate in gutter = 8.13 (CFS) Velocity of flow in gutter and sidewalk area = 6.976 (Ft. /Sec.) . Average velocity of total street channel = 5.708 (Ft. /Sec.) * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following 41 formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q'.42 S - .3 (1 /nSx)"'.6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet • Efficiency, E = 1 - (1 - L /Lt) - 1.8 , Where L = given length The intercepted flow QI = QE The program also calculates the maximum flow for a sump "" condition given the length and height of opening for determination of the maximum curb inlet flow with these quations: Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d'1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g DO) - .5 , Where h= opening width, SEC•o rt pNte too - IfZ ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** CALCULATE STREET CAPACITY GIVEN: Street Slope = .005000 (Ft. /Ft.) = .5000 % Depth of Flow = .918 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0050 • Mannings "n" value for street = .015 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 32.00 Distance From Crown to Crossfall Grade Break (Ft.) = 24.00 Slope from Gutter to Grade Break (Ft. /Ft.) = .040 W Slope from Grade Break to Crown (Ft. /Ft.) = .020 Number of Halfstreets Carrying Runoff = 1 • Distance from curb to property line (Ft.) = 12.00 Slope from curb to property line (Ft. /Ft.) = .021 Gutter width (Ft.) = 2.000 ,. Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .013 ▪ Depth of flow = .918 (Ft.) Average Velocity = 3.62 (Ft. /Sec.) • .IARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 11.967 (Ft.) • NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics : • Halfstreet Flow Width(Ft.) = 32.00 Flow Velocity(Ft. /Sec.) = 3.96 Depth *Velocity = 3.64 Flow rate of total street channel = 48.83 (CFS) Flow rate in gutter = 8.02 (CFS) • Velocity of flow in gutter and sidewalk area = 2.527 (Ft. /Sec.) Average velocity of total street channel = 3.624 (Ft. /Sec.) * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation • Federal Highway Administration (Hydraulic Engineering Circular No. 12) 4 " Length for total interception, Lt = .6 Q ^.42 S ^.3 (1/nSx)A.6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 - (1 - L /Lt) ^1.8 , Where L = given length The intercepted flow QI = QE ?Error detected while printing, cannot continue SCGOND/h-ImV loo - yR • * *** ** STREET FLOW CALCULATIONS * * * * ** CALCULATE STREET CAPACITY GIVEN: Street Slope = .010000 (Ft. /Ft.) = 1. 0000 Depth of Flow = .918 Feet w t. A*** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft. ) _ .0100 Mannings "n" value for street = .015 - Curb Height, (In. ) = 8. Street Halfwidth (Ft.) = 32.00 Distance From Crown to Cr'ossfal l Grade Break (Ft. ) _ 24.00 Slope from Gutter to Gra4e Break (Ft. /Ft. ) = . 040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 12.00 Slope from curb to property line (Ft. /Ft.) = . 021 Gutter width (Ft. ) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter 4nd sidewalk = .013 Depth of flow = . 918 (Ft. ) Average Velocity = 5. 13 (Ft. /Sec. ) t ` WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 11.967 (Ft.) • MITE: DEPTH' OF FLOW IS' ii'tUiiE THE 5 rxt t171.314iri Streetflow Hydraulics : Halfstreet Flow Width(Ft. ) = 32.00. Flow Velocity(Ft. /Sec.) = 5.60 • Depth *Velocity = 5.14 Flow rate of total street channel = 69.06 (CFS) Flow rate in gutter = 11.34 (CFS) Velocity of flow in gutter and sidewalk area = 3.574 (Ft. /Sec.) Average velocity of total street channel = 5. 126 (Ft. /Sec.) *** *CURB OPENING INLET WITH HORIZONTAL THROAT * *** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft. ) The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 0 ^.42 S ".3 (1 /nSx) ^.6 Where 0 = total flow, S = street slope, n =mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 - (1 - L /Lt) ^1.8 , Where L = given length The intercepted flow GI = GE t. --- • S EC "J pAg • � ~ *************************************************************************** ****** STREET FLOW CALCULATIONS ****** *************************************************************************** - 4LCULATE STREET CAPACITY GIVEN: � \ ,treet Slope = .015000 (Ft. /Ft. ) = 1.5000 % Depth of Flow = .918 Feet *** OPEN CHANNEL FLOW — STREET FLOW *** Street*51ope (Ft./Ft. ) = .0150 Mannings "n" value for street = 015 -- Curb Height (In. ) = 8. Street Halfmidth (Ft. ) = 32.00 Distance Frpm Crown to Crossfal l Grade Break (Ft. ) = 24.00 Slope from Gutter to Grade Break (Ft /Ft. ) = .040 — Slope from Grade Break tpYCromn (Ft/Ft. ) '= .02{) - Numb' of Ha1fstreets Carrying Runoff = 1 Distance from curb to property line (Ft. ) = 12.00 Slope from curb to property line (Ft /Ft ) = ope rom r o p oper g ne � � .021 Gutter width (Ft. ) = 2.000 -~ Gutter h i k e from flowline ( In. ) = 2.000 Mannings "n" value for gutter and sidewalk = .013 Depth 6 flow .918 (Ft. ) • Average Velocity = 6.28 (Ft. /Sec. ) — WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB. ( ,istance that curb overflow reaches into property is = 11.967 (Ft. ) NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics : Halfstreet Flow Width(Ft ) = 32.00 Flow Velocitg(Ft /Sec.) = 6.86 Depth*Velocitg = 6.30 � Flow rate of total street channel = 84. 58 (CFS) Flow rate in gutter = 13.89 (CFS) = Velocity of flow in gutter and sidewalk area = 4.377 (Ft. /Sec. ) Average velocity of total street channel = 6.278 (Ft./Sec. ) • ****CURB OPENING INLET WITH HORIZONTAL THROAT**** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft. ) � The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation °° Federal Highway Administration (Hydraulic Engineering Circular No. 12) • Length for total interception, Lt = .6 G. 42 S^ 3 (1/nSx)^. 6 ' Where G = total flow, S = street slope, n=mannings "n", and Sx = equivalent cross slope into inlet Efficiency, E = 1 — (1 — L/Lt)^1 8 , Where L = given length The intercepted flow GI = QE The pl'oprm alcu] the rs�imom fIuu ;:or a sump �r R/W R/W r 64 I 6' 26' -' 6' 8' 18' 18' 8' me :de 0.5' 0.5' 5' 0.$ 5' 0.5' O (,j 0 0 Level Line _ _ __ _ , aor slope I/4: I 4 4% '' - -� 6 0 /0 sidewok ,■„ sidewoik s" Curb a Gutter TILTED SECTION a" Curb 8 Gutter MINS COLLECTOR STREET .r• R/W R/W '"" 64' MO 6' 26' 26' 6' ... 8' t8` __ 1 8' 05' 0.5' 41_ 5' 8 Level Line - - -- (, - E Line---- ' 44 sl• V4A1' - - -- sly dpi' 4 % o 4 % — ( 1: ( Sldewotk 8 Curb 8 Gutter (Sidewd) L EVEL SECTION 8" Curb & Gutter COLLECTOR STREET .... SECTION A B C 0 E TILTED - 0.55 0.00 -0.36 -0.06 '�' LEVEL -Q06 -0.36 0 o0 -0.36 -0.06 air as "' CITY OF FONTANA ,CALIFORNIA Drawn By STD. . (INDUSTRIAL )COLLECTOR STREET Checked By �� DETAIL TYPICAL SECTION Approved Engineer T " "- 9! 100-E _ Not To Scale Dot. E CTO R (r N Dq ST� ►A O S °77 SLOPB ?S - Va. ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .ALCULATE STREET CAPACITY GIVEN: °" Street Slope = .005000 (Ft. /Ft.) = .5000 % Depth of Flow = .666 Feet I * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0050 • Mannings "n" value for street = .015 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 26.00 Distance From Crown to Crossfall Grade Break (Ft.) = 18.00 Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) _ .020 Number of Halfstreets Carrying Runoff = 1 • Distance from curb to property line (Ft.) = 6.00 Slope from curb to property line (Ft. /Ft.) = .021 • Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .666 (Ft.) -- Average Velocity = 3.30 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 20.97 - Flow Velocity(Ft. /Sec.) = 3.08 epth *Velocity = 2.05 Flow rate of total street channel = 16.88 (CFS) Flow rate in gutter = 4.69 (CFS) Velocity of flow in gutter and sidewalk area = 4.028 (Ft. /Sec.) - Average velocity of total street channel = 3.295 (Ft. /Sec.) * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following - formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) , Length for total interception, Lt = .6 Q ".42 S ".3 (1 /nSx) ".6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet Y Efficiency, E = 1 - (1 - L /Lt) "1.8 , Where L = given length The intercepted flow QI = QE The program also calculates the maximum flow for a sump • condition given the length and height of opening for determination of the maximum curb inlet flow with these - 4quations: • Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d "1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g D0) ".5 , Where h= opening width, Coc.LECToe (SNDUST21Al.) I.c' SLcPE, ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** :ALCULATE STREET CAPACITY GIVEN: Street Slope = .010000 (Ft. /Ft.) = 1.0000 % • Depth of Flow = .666 Feet 4 * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0100 Mannings "n" value for street = .015 Curb Height (In.) = 8. "" Street Halfwidth (Ft.) = 26.00 Distance From Crown to Crossfall Grade Break (Ft.) = 18.00 Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 6.00 Slope from curb to property line (Ft. /Ft.) = .021 . Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .666 (Ft.) • Average Velocity = 4.66 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 20.97 - Flow Velocity(Ft. /Sec.) = 4.36 )epth *Velocity = 2.90 Flow rate of total street channel = 23.87 (CFS) Flow rate in gutter = 6.64 (CFS) Velocity of flow in gutter and sidewalk area = 5.696 (Ft. /Sec.) Average velocity of total street channel = 4.660 (Ft. /Sec.) - * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) . Length for total interception, Lt = .6 Q - .42 S ".3 (1 /nSx) - .6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet *v Efficiency, E = 1 - (1 - L /Lt) - 1.8 , Where L = given length The intercepted flow QI = QE The program also calculates the maximum flow for a sump condition given the length and height of opening for determination of the maximum curb inlet flow with these equations: • Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d'1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g D0)"'.5 , Where.h= opening width, GoLLEGT°R. C_TNDUsTR IA L) 1.5 4 70 SLOPE 75 - YK . ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** :ALCULATE STREET CAPACITY GIVEN: - Street Slope = .015000 (Ft. /Ft.) = 1.5000 % Depth of Flow = .666 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0150 Mannings "n" value for street = .015 Curb Height (In.) = 8. �. Street Halfwidth (Ft.) = 26.00 Distance From Crown to Crossfall Grade Break (Ft.) = 18.00 Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 6.00 Slope from curb to property line (Ft. /Ft.) = .021 . Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .666 (Ft.) "' Average Velocity = 5.71 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 20.97 - 'Plow Velocity(Ft. /Sec.) = 5.33 ,epth *Velocity = 3.55 Flow rate of total street channel = 29.24 (CFS) Flow rate in gutter = 8.13 (CFS) ------ ----- Velocity of flow in gutter and sidewalk area = 6.976 (Ft. /Sec.) • Average velocity of total street channel = 5.708 (Ft. /Sec.) * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q".42 S - .3 (1 /nSx) ".6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet w Efficiency, E = 1 - (1 - L /Lt) - 1.8 , Where L = given length The intercepted flow QI = QE The program also calculates the maximum flow for a sump condition given the length and height of opening for - determination of the maximum curb inlet flow with these equations: - Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d "1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g DO) - .5 , Where h= opening width, C 0 Lt. e TO E ON D4srR sh L� il* * * * * * # *# ****** * * * * * * * * #- # * * * # * * * * # * * * * * # * # ** # * * * # # * * * * # # * * * * #** * * * * * ** * * * ** STREET FLOW CALCULATIONS * * * * ** (' ALCUL ATE STREET CAPACITY GIVEN: k ..;treat Slope = . 005000 (Ft. /Ft. ) - .5000 V. Depth of Flow = .792 Feet *** OPEN CHANNEL FLOW — STREET FLOW * ** Stree_t'1 rope (Ft. /Ft. ) = . 0050 Ni nnings "n" value for street = . 015 Cut s Height (I n. ) = 8. 2t.reet Halff "width (Ft. ) — 26.00 Distance From Crown to Crossfall Grade Break (Ft. ) = 18.00 Slope from Gutter to Grade Break (Ft. /Ft. ) = . 040 - . Slope from Grade Break to' Crown (Ft. /Ft. ) -= .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft. ) = 6.00 — Slope from curb to property line (Ft. /Ft. ) _ . 021 Gutter width (Ft. ) = 2.000 Gutter hike from flowline (In. ) = 2.000 Tannings "n" value for gutter and sidewalk = .013 Depth of flow = . 792 (Ft. ) — Average Velocity — 3. 25 (Ft. /Sec. ) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB iistance that curb overflow reaches into property is = 5.969 (Ft.) NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics : — Halfstreet Flow Width(Ft. ) = 26.00 Flow Velocity(Ft. /Sec.) = 3.46 Depth *Velocity = 2.74 - Flow rate of total street channel = 27.69 (CFS) Flow rate in gutter = 4.40 (CFS) """ Velocity of flow in gutter and sidewalk area = 2. 453 (Ft. /Sec. ) Average velocity of total street channel = 3.250 (Ft. /Sec.) ****CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft. ) The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation Ais Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 G'.42 S'`. 3 (1 /n8x) - " 6 • Where G — total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 — (1 — L /Lt)" 8 , Where L = given length The intercepted flow GI = GE Tf:L: progi c_ _. _ c31 :'h ...4-,xim;u,m flew : . a sump r �ot.LEc'TOft Csp.towsTTs'art too - Yom• ** * *#***** #3rd * *4i* - * * **sr #** #-- ***** *** * * * * ** * *** * #**** * *** * * * ** * * ** ** * * *## * * * *** STREET FLOW CALCULATIONS * * * * ** r: ************************** * * * * * * ** * * * * * * * * ** * * * ** * ** * * * ** ** * * * * * * * * * * * * ** "ALCULATE STREET CAPACITY GIVEN: treet Slope = .010000 (Ft. /Ft. ) = 1. 0000 Depth of Flow = .792 Feet *** OPEN CHANNEL FLOW - STREET FLOW * ** StreetdlSlope (Ft. /Ft. ) = .0100 M;nninos "n" value for street = .015 - Curb Height (In. ) = 8. Street Halfwidth (Ft. ) = 26.00 Distance Frpm Crown to Cressfall Grade Break (Ft. ) = 16.00 Slope from Gutter to Grade Break (Ft. /Ft.) _ .040 - • Slope from Grade Break t_o Crown (Ft. /Ft. ) '= . 020 Numb -of- Halfstreets Carrying Runoff = 1 -- - Distance from curb to property line (Ft. ) = 6.00 • Slope from curb to property line (Ft. /Ft.) = .021 Gutter width (Ft. ) = 2. 000 ~.utter hike from flowline (In. ) = 2.000 Mannings "n" value for gutter and sidewalk = .013 Depth of flow = . 792 (Ft. ) Average Velocity = 4. 60 (Ft. /Sec. ) 7 -WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB ( )stance that curb overflow reaches into property is = 5.969 (Ft.) NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics : - Halfstreet Flow Width(Ft.) = 26.00 Flow Velocity(Ft. /Sec.) = 4.90 Depth*Velocity = 3.86 Flow rate of total street channel = 39.15 (CFS) Flow rate in gutter = 6.22 (CFS) - Velocity of flow in gutter and sidewalk area = 3.470 (Ft. /Sec.) Average velocity of total street channel = 4. 596 (Ft. /Sec. ) ****CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1. 00 (Ft. ) The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation , Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 W".42 S. 3 (1 /nSx ).". 6 Where Q = total flow, S = street slope, n =mannings "n ", and Sx = equivalent cross slope into inlet • • Efficiency, E = 1 - (1 - L /Lt) " , Where L = given length Gip cG cm; fe, C.zwt*t 1p spi{ f•o — ? * r*************** * * * * * * * * * ** * * * * * * * * ** * * * * * * * * ** * * * * * * * * * * * * * * ** * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * *** * * * *it :t * * * * * * * ** ** *3t * * ** * * ** **** it************ *** * *** *** * ** ** * * * * * * ** * * * ** ** ALCULATE STREET CAPACITY GIVEN: street Slope = .015000 (Ft. /Ft.) = 1. 5000 Depth of Flow = .792 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft. ) = . 0150 Mannings "n" value for street = .015 Curb Height (In. ) = S. Street Halfwidth (Ft.) = 26.00 Distance From Crown to Crossfall Grade Break (Ft.) = 18.00 Slope from Gutter to Grade Break (Ft. /Ft.) = 040 Slope from Grade Break to Crown (Ft. /Ft.) = . 020 -- Number of Halfstre_ets Carrying Runoff = 1 Distance from curb_ to property line (Ft.) = 6.00 Slope from curb to property line (Ft. /Ft.) = . 021 Cutter width (Ft.) = 2. 000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .013 Depth of flow = .792 (Ft.) Average Velocity = 5. 63 GFt. /Sec.) r !ARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB jistance that curb overflow reaches into property is = 5.969 (Ft.) NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics : Halfstreet Flow Width(Ft. ) = 26.00 • Flow Velocity(Ft. /Sec. ) = 6.00 ,. Depth *Velocity = 4.75 Flow rate of total street channel = 47.95 (CFS) • Flow rate in gutter = 7.61 (CFS) Velocity of flow in gutter and sidewalk area = 4.249 (Ft. /Sec.) Average velocity of total street channel = 5.628 (Ft. /Sec.) * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1. 00 (Ft. ) The curb inlet capacity is calculated with the following formulas published by the U.S.. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 (1^.42 S ^ . 3 (1 /nSx) ". 6 !; Where 0 = total flow, 8 = street slope, n =mannings "n ",!: and Sx = equivalent cross slope into inlet Efficiency, E = 1 — (1 — l,_ /Lt) ^1.8 , Where L = given length ri The intercepted flow GI = GE i f: r_ _ r n n j". , r? __ i c r. .. ; r .. '►- s . ' ;l F R/W 6 0 . R/W f 1 .. 6' _ 24' 24' 6' ' +o i 8' 16' 16' 0.5 l 5' X0.5'0 8 / C O 0.5 5 0,5' N. level line -! / ._i.1 W., i ` s►opel,� • f 6% 1% 416891"w7au OW ..• -8" Curb 9 Gutter 4" PC.C. Sidewalk' wii TILTED SECTION LOCAL STREET MN AO m. RCN 6 0' ! R,W mis 6 ' 24 ' C 24' 6. _ 8' 16' 16' i 8' awl 0.5 S' 0.5' 0.5 5' , 0.5' k�pelAgf' O O l evel line \ l MIN vow :( Li 4 % 2% 2 oh, .1%11M1324141=4Mirm.• «.. ' 4" PC.C. Sidewalk . '"•8 "Curb flit Gutter LEVEL SECTION - LOCAL STREET . I NDUSTR I AL. LOCAL STREET �. SECTION A B , C , D ... TILTED —.74 —.91 —.27 —.43 0.00 LEVEL —.02 —.32 0.00 —.32 —.02 OM me D r own By C. NAVA aito CITY OF FONTANA ,CALIFORNIA STD. "' INDUSTRIAL LOCAL.STREET Checked By Approved /•� - DETAIL '�' TYPICAL SECTION City Engineer Not lb Scale Date 2 -29—eo 100 -F L OGl L t 4 S Tie I A L. p, 5 °7 p 5 P , 7 ) ' 5 rt• ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ALCULATE STREET CAPACITY GIVEN: ' Street Slope = .005000 (Ft. /Ft.) = .5000 % Depth of Flow = .666 Feet d * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0050 Mannings "n" value for street = .015 Curb Height (In.) = 8. • Street Halfwidth (Ft.) = 24.00 Distance From Crown to Crossfall Grade Break (Ft.) = 16.00 4 ` Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 6.00 Slope from curb to property line (Ft. /Ft.) _ .021 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .666 (Ft.) - Average Velocity = 3.30 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 20.97 • Flow Velocity(Ft. /Sec.) = 3.08 , epth *Velocity = 2.05 Flow rate of total street channel = 16.88 (CFS) Flow rate in gutter = 4.69 (CFS) Velocity of flow in gutter and sidewalk area = 4.028 (Ft. /Sec.) 4 Average velocity of total street channel = 3.295 (Ft. /Sec.) • * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q ".42 S'.3 (1 /nSx)"'.6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet -+ Efficiency, E = 1 - (1 - L /Lt)"'1.8 , Where L = given length The intercepted flow QI = QE The program also calculates the maximum flow for a sump condition given the length and height of opening for determination of the maximum curb inlet flow with these -, quations: Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d'1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g DO) - .5 , Where h= opening width, LOG /N.L. C TNDUSTR AL 1. '?a SCd 75' - ��, ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** :ALCULATE STREET CAPACITY GIVEN: • Street Slope = .010000 (Ft. /Ft.) = 1.0000 % Depth of Flow = .666 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0100 Mannings "n" value for street = .015 Curb Height (In.) = 8. - Street Halfwidth (Ft.) = 24.00 Distance From Crown to Crossfall Grade Break (Ft.) = 16.00 Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 6.00 Slope from curb to property line (Ft. /Ft.) = .021 ,,, Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 • Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .666 (Ft.) • Average Velocity = 4.66 (Ft. /Sec.) • Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 20.97 - Flow Velocity(Ft. /Sec.) = 4.36 Depth *Velocity = 2.90 Flow rate of total street channel = 23.87 (CFS) .. Flow rate in gutter = 6.64 (CFS) Velocity of flow in gutter and sidewalk area = 5.696 (Ft. /Sec.) Average velocity of total street channel = 4.660 (Ft. /Sec.) • * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q ".42 S - .3 (1 /nSx) ".6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 - (1 - L /Lt) "1.8 , Where L = given length The intercepted flow QI = QE 0 The program also calculates the maximum flow for a sump condition given the length and height of opening for determination of the maximum curb inlet flow with these .quations: „. Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d "1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g D0)''.5 , Where h= opening width, LOCAL C c•c4sTRINO • 1.5 07, 5Lope is - rm ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .ALCULATE STREET CAPACITY GIVEN: Street Slope = .015000 (Ft. /Ft.) = 1.5000 % Depth of Flow = .666 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0150 Mannings "n" value for street = .015 Curb Height (In.) = 8. ' Street Halfwidth (Ft.) = 24.00 Distance From Crown to Crossfall Grade Break (Ft.) = 16.00 Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 6.00 Slope from curb to property line (Ft. /Ft.) = .021 • Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .666 (Ft.) .» Average Velocity = 5.71 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 20.97 Flow Velocity(Ft. /Sec.) = 5.33 )epth *Velocity = 3.55 Flow rate of total street channel = 29.24 (CFS) Flow rate in gutter = 8.13 (CFS) Velocity of flow in gutter and sidewalk area = 6.976 (Ft. /Sec.) 0 Average velocity of total street channel = 5.708 (Ft. /Sec.) • * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q'.42 S ".3 (1 /nSx) - .6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 - (1 - L /Lt)"1.8 , Where L = given length The intercepted flow QI = QE The program also calculates the maximum flow for a sump condition given the length and height of opening for „,,, determination of the maximum curb inlet flow with these quations: «, Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d "1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g D0) ".5 , Where h= opening width, (,c . C Z 1 AkC,� boo — y(e. * * * * ** STREET FLOW CALCULATIONS * * * * ** ( ALCULATE STREET CAPACITY GIVEN: ` :street Slope = .005000 (Ft. /Ft. ) _ . 5000 % Depth of Flow = .792 Feet *** OPEN CHANNEL FLOW - STREET FLOW *** y 1• _0 s'tre'et Slope (Ft. /Ft. ) -- . 0050 M: nnings "n" value for street - . 015 «, Curb Height (In. ) = 8. Street Halfwidth (Ft. ) = 24.00 Distance: From Crown to Crossfall Grade Break (Ft. ) = 16.00 Slope from Gutter to Grade Break (Ft. /Ft. ) _ . 040 Slope from Grade Break to Crown (Ft. /Ft. ) = . 020 • -- Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 6.00 ' Slope from curb to property line (Ft. /Ft. ) = . 021 Gutter width (Ft. ) = 2. 000 Gutter hike from flowline (In. ) = 2.000 Nannings "n" value for gutter and sidewalk = .013 - __ __ Depth of flow = .792 (Ft. ) - Average Velocity = 3.38 (Ft. /Sec. ) - '!ARMING: DEPTH OF FLOW EXCEEDS TOP OF CURB r. - Distance that curb overflow reaches into property is = 5.969 (Ft.) NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics : - Halfstreet Flow Width(Ft. ) = 24.00 . Flow Velocity(Ft. /Sec.) = 3.64 Depth *Velocity = 2.88 Flow rate of total street channel = 28.52 (CFS) Flow rate in gutter = 4.40 (CFS) • Velocity of flow in gutter and sidewalk area = 2.453 (Ft. /Sec.) Average velocity of total street channel = 3.384 (Ft. /Sec.) ,. ****CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1. 00 (Ft. ) - The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation `'" Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 0'.42 S' . 3 (1 /nSx )°`•. 6 Where 0 = total flaw, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 -- (1 - L /Lt) "1.8 , Where L = given length The intercepted flow 0I = GE G,ocA-t CsHDci srie , A c-) 00 — fl -, ********************* ** * * * * * * * * * * ** * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * ** ****** STREET FLOW CALCULATIONS * * * * ** **************************** * **** * * ** * * * * * * * * * * * * * * * ** * * * ** * * * * * * * * ** * * * ** ALCULATE STREET CAPACITY GIVEN: 2:, - Street Slope = . 010000 (Ft. /Ft. ) = 1. 0000 Depth of Flow = .792 Feet *** OPEN CHANNEL FLOW - STREET FLOW *** Street' ]ope (Ft. /Ft. ) _ ,0100 Manninas ,snss value for street = .015 • - Curb Height (In.) = 8. Street Halfwidth (Ft. ) = 24.00 Distance From Crown to Crossfall Grade Break (Ft. ) = 16.00 Slope from Gutter to Grade Break (Ft. /Ft.) = .040 ,�J.L4;,; u: :'sirs ail LeuWn ' i : i' o. i - Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft. ) = 6.00 `"" Slope from curb to property line (Ft. /Ft. ) = .021 Gutter width (Ft. ) = 2. 000 Gutter hike from flowline (In. ) = 2.000 tannings "n" value for gutter and sidewalk = _.013 Depth of flow = . 792 (Ft. ) • Average Velocity = 4. 79 (Ft. /Sec. ) "ARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB - ,Distance that curb overflow reaches into property is = 5.969 (Ft.) NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics : Halfstreet Flow Width(Ft. ) = 24.00 . Flow Velocity(Ft. /Sec. ) = 5. 14 Depth*Velocity = 4.07 ~-• Flow rate of total street channel = 40.34 (CFS) Flow rate in gutter = 6.22 (CFS) Velocity of flow in gutter and sidewalk area = 3.470 (Ft. /Sec.) Average velocity of total street channel = 4.786 (Ft. /Sec.) ****CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1. 00 (Ft. ) • The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation .4. Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 G . 42 S'.3 (1 /nSx) "•. 6 Where 0 = total flow, S = street slope, n= tannings "n ", and Sx == equivalent cross slope into inlet Efficiency, E = 1 - (1 - L. /Lt) - 1. 8 , Where L = given length The intercepted flow GI = GE ----' �� �~� GAL. C�� D� � �T����~� ° /00 —. 7 a 1�. ********************************************-p-***********************####**# ****** STREET FLOW CALCULATIONS ****** *************************************************************************** ( '�LCULATE STREET CAPACITY GIVEN: - ( ` .itreet Slope = 015000 (Ft./Ft ) = 1. 5000 % Depth of Flow = 792 Feet *** OPEN CHANNEL FLOW - STREET FLOW *** S�reet -�ope (Ft. /Ft. ) = .0150 5annings "n" value for street = .015 -0 Curb Height ( In. ) = 8. '- Street Halfmidth (Ft. ) = 24.00 Distance F?om Crown to Crossfall Grade Break (Ft. ) = 16.00 Slope from Gutter to Grade Break (Ft. /Ft. ) = .040 Slope from grade Break to' Crown (Ft. /Ft. ) '= .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft. ) = 6.00 ~~ Slope from curb to property line (Ft. /Ft. ) = .021 Gutter width (Ft. ) = 2.000 Gutter hike from flomline ( In. ) = 2.000 Mannings "n" value for gutter and sidewalk = .013 Depth of flow = .792 (Ft. ) - Average Velocity = 5. 86 (Ft. /Sec. ) ''ARNINA: DEPTH OF FLOW EXCEEDS TOP OF CURB °~ \' Jistance that curb overflow reaches into property is = 5. 969 (Ft.) NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics : Halfstreet Flow Width (Ft. ) = 24.00 ~ Flow Velocitg(Ft./Sec. ) = 6.30 Depth*Velocitg = 4.99 - Flom rate of total street channel = 49.40 (CFS) Flow rate in gutter = 7.61 (CFS) • Velocity of flow in gutter and sidewalk area = 4. 249 (Ft. /Sec. ) Average velocity of total street channel = 5. 861 (Ft. /Sec. ) = ***<:UR8 OPENING INLET WITH HORIZONTAL THROAT**** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft. ) � - The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation w* Federal Hiyhmag Administration (Hydraulic Engineering Circular No. 12) L th f total i t ti Lt = .6 Q^ 4� S^ 3 (1/ S )^ 6 Length or n ercep on, � Q. � n x � Where Q = total flow, S = street slope, n=mennings "n", ( and equivalent l it inlet \, an x = cross slope into Efficiency, E = 3 - <l - L/Lt)^1 8 , Where L = given length Ttp intercepted flow GI = QE ' ' :71 pn fl�� "r R/W 44' 12' _ 20' 20' 12' 8' 12' 12' 8' 0 4y 1 F .,4' 1 ' 0.5' 0 t ...... Level Line 0 0 V Slope 1/4:1 — -- -- - -- - - - © slope 1/4" 1' 0 8 "Curb & Gutter Sidewalk TILTED SECTION COLLECTOR STREET R/W R/W 6 4' I .. ; 12' 20' 20' 12' 1 . 8 ' 12' _ 12' —I _ 8' , 1 0.1V.1 ( 41 1 1 4' 1 0.5' Slope I/4" : 1' A .. � _ --_ Le L 0 co - Slope 1/4' : I 4% 2v4 4% r in7 r 8" Curb & Gutter Sidewalk p LEVEL SECTION COLLECTOR STREET COLLECTOR STREETS a SECTION A B C D E '°`" -- - TILTED -,62 -.79' -.31' -.43' 0.00' LEVEL 0.00'_—.30 -.06 - .30 40 44 O. Navarro _ "�' CITY OF FONTANA,CALIFORNIA D rawn By STD. okf COLLECTOR STREETS C hecked By" Approved A" // " "`"uR { - ? DETAIL TYPICAL SECTION CITY ENGINEER r i Y -I3 -76 I .- ..,,,,„ Not To Scale Date `^ _ ICAO tom- -- . l S. • ,:.440 • . i coLL GTo 0. S '7 SLOP z$� yR ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** :ALCULATE STREET CAPACITY GIVEN: Street Slope = .005000 (Ft. /Ft.) = .5000 0 Depth of Flow = .560 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0050 Mannings "n" value for street = .015 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 12.00 Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 12.00 Slope from curb to property line (Ft. /Ft.) = .021 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 4 Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .560 (Ft.) • Average Velocity = 2.91 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 15.67 • Flow Velocity(Ft. /Sec.) = 2.61 )epth *Velocity = 1.46 Flow rate of total street channel = 9.27 (CFS) Flow rate in gutter = 3.45 (CFS) - Velocity of flow in gutter and sidewalk area = 3.619 (Ft. /Sec.) Average velocity of total street channel = 2.914 (Ft. /Sec.) * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following • formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q"'.42 S ".3 (1 /nSx) - .6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet • Efficiency, E = 1 - (1 - L /Lt)"1.8 , Where L = given length The intercepted flow QI = QE The program also calculates the maximum flow for a sump • condition given the length and height of opening for determination of the maximum curb inlet flow with these • equations: Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d "1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g D0)"'.5 , Where h= opening width, C OLL E c. TOP. (.0 '70 5(..o c�� Ts- yr ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .ALCULATE STREET CAPACITY GIVEN: " Street Slope = .010000 (Ft. /Ft.) = 1.0000 % Depth of Flow = .560 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0100 Mannings "n" value for street = .015 Curb Height (In.) = 8. • Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 12.00 • Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 - Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 12.00 Slope from curb to property line (Ft. /Ft.) = .021 • Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .560 (Ft.) • Average Velocity = 4.12 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 15.67 • L'low Velocity(Ft. /Sec.) = 3.69 epth *Velocity = 2.07 Flow rate of total street channel = 13.11 (CFS) Flow rate in gutter = 4.88 (CFS) Velocity of flow in gutter and sidewalk area = 5.119 (Ft. /Sec.) Average velocity of total street channel = 4.121 (Ft. /Sec.) - * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following 4. formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q - .42 S - .3 (1 /nSx) - .6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet 0 Efficiency, E = 1 - (1 - L /Lt) - 1.8 , Where L = given length The intercepted flow QI = QE The program also calculates the maximum flow for a sump ' condition given the length and height of opening for determination of the maximum curb inlet flow with these equations: Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d "1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g DO) - .5 , Where h= opening width, 1.5 "T SLOPE 7 5 • y . ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** u- * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ALCULATE STREET CAPACITY GIVEN: Street Slope = .015000 (Ft. /Ft.) = 1.5000 % Depth of Flow = .560 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0150 Mannings "n" value for street = .015 Curb Height (In.) = 8. • Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 12.00 • Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 .. Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 12.00 Slope from curb to property line (Ft. /Ft.) = .021 • Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .560 (Ft.) • Average Velocity = 5.05 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 15.67 • Flow Velocity(Ft. /Sec.) = 4.52 )epth *Velocity = 2.53 Flow rate of total street channel = 16.06 (CFS) Flow rate in gutter = 5.98 (CFS) Velocity of flow in gutter and sidewalk area = 6.269 (Ft. /Sec.) Average velocity of total street channel = 5.047 (Ft. /Sec.) * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q ".42 S ".3 (1 /nSx) ".6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 - (1 - L /Lt)"'1.8 , Where L = given length The intercepted flow QI = QE The program also calculates the maximum flow for a sump • condition given the length and height of opening for determination of the maximum curb inlet flow with these equations: Volt Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d "1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g D0)'.5 , Where h= opening width, Lott,Ec tDR ** * * ** .* * ** *-§ * * * * * * * * ** * * * *• * * * * * * * * * * ** * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * *** * * * * ** STREET FLOW CALCULATIONS * * * * ** ( ':,LCULATE STREET CAPACITY GIVEN: :street Slope = .005000 (Ft. /Ft. ) = . 5000 . . Depth of Flow = .918 Feet *** OPEN CHANNEL FLOW - STREET FLOW * ** V 1. Street' dope (Ft. /Ft. ) _ .0050 Manrings "n" value for street = .015 Curb Height ( In. ) = 8. Street Halfwidth (Ft.) = 20. 00 Distance Frain Crown to Crossfall Grade Break (Ft. ) = _ 12.00 Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) -= . 020 Number - of HalfstreOts Carrying Runoff = - 1 Distance from curb_ to property line (Ft. ) = 12.00 Slope from curb to property line (Ft. /Ft.) _ . 021 Gutter width (Ft. ) = 2.000 Cutter hike from flowline (In.) = 2.000 Manni.ngs "n" value for gutter and sidewalk = .013 Depth of flow = . 918 (Ft. ) Average Velocity = 4. 25 Wt. /Sec. ) IARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 11.967 (Ft.) NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 20.00 Flow Velocity (Ft. /Sec.) = 4.89 Depth *Velocity = 4.49 Flow rate of total street channel = 49.54 (CFS) Flow rate in gutter = 8.02 (CFS) Velocity of flow in gutter and sidewalk area = 2.527 (Ft. /Sec.) Average velocity of total street channel = 4.250 (Ft. /Sec.) * * *CURI3 OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1. 00 (Ft. ) The curb inlet capacity is calculated with the following formulas published by the U.S.. Department of Transportation Federal Highway! Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 G ^.42 S^.3 (1 /nSx) ^.6 Where 0 = total flow, S = street slope, n mannings "n ", and x = equivalent cross slope ,i.nto inlet Efficiency, E = 1 - (1 - L /Lt) -. 1.8 , Where L = given length The intercepted flow OI = 0E - h - , r . 7 ; z1 s7 tI:p -f _. a F,umL. C.C. CCMF2. ~~ . 10 ���� *************************************ii*******„**************************** ****** STREET FLOW CALCULATIONS ****** *************************************************************************** ( ` ALCULATE STREET CAPACITY GIVEN: _ \` :.treet Slope = .010000 (Ft. /Ft. ) = 1.0000 % Depth of Flow = .918 Feet *** OPEN CHANNEL FLOW - STREET FLOW *** Street'`S1ope (Ft, /Ft. > = . 0100 Mannings "n" value for street = 015 Curb Height /In. ) = 8 - Street Halfmidth (Ft. ) = 20.00 °w Distance prnm Crown to Crossfall Grade Break (Ft. ) = 12.00 _ Slope from Gutter to Grade Break (Ft./Ft. ) = .040 Slope from Grade Break tO Crown (Ft./Ft.) ' = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 12.00 Slope from curb to property line (Ft./Ft. ) = .021 Gutter width (Ft. ) = 2.000 Gutter hike from f]owline (In.) = 2.000 Mannings "n" value for gutter l� and sidewalk = .013 Depth of flow = .918 (Ft.) Average Velocity = 6.01 (Ft./Sec. ) — >ARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB .)istance that curb overflow reaches into property is = 11.967 (Ft.) . NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics : Halfstreet Flow Width(Ft. ) = 20.00 Flow Velocity(Ft./Sec. ) = 6.92 Depth*Velocity = 6.35 Flow rate of total street channel = Flow rate in gutter = 11.34 (CFS) ----- Velocity of flow in gutter and sidewalk area = 3.574 (Ft./Sec. ) Average velocity of total street channel = 6.010 (Ft /Sec. ) ****CURB OPENING INLET WITH HORIZONTAL THROAT**** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft. ) � The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation ^AP Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = 6 Q~ 42 S^ 3 (1/ S )^ 6 g or o .6 � S. n x ' Where 0 = total flow, S = street slope, n=mannings "n", ( and Sx = equivalent cross slope into inlet Efficiency, E = 1 - (1 - L/Lt)^1 8 , Where L = given length The intercepted flow QI = QE ` ! n' PCT. C GC TO fr— 100 ~^ ******�****°*******+***°*********************************************** ****** STREET FLOW CALCULATIONS ****** *************************************************************************** / `e,LCULATE STREET CAPACITY GIVEN: \ etreet Slope = 015000 (Ft /Ft. ) = 1.5000 % Depth of Flom = 918 Feet *** OPEN CHANNEL FLOW — STREET FLOW *** • Street'YS1ope (Ft./Ft ) = 0150 Mannings "n" value for street = 015 - Curb Height (In. ) = • Street Halfmidth (Ft. ) = 20.00 = Distance F?om Crown to Crossfall Grade Break (Ft. ) = 12.00 . Slope from Gutter to Grade Break (Ft./Ft. ) = .040 Slope from Grade Break to' Crown (Ft. /Ft. ) '= .020 • Number of Halfstre_ets Carrying = 1 Distance from curb to property line (Ft. ) = 12.00 - Slope from curb to property line (Ft./Ft.) = .021 Gutter width (Ft. ) = 2.000 ~0 Gutter hike from flowline ) = 2.000 Mannings "n" value for gutter and sidewalk = .013 Depth of flow = .918 (Ft. ) Average Velocity = 7.36 (Ft./Sec. ) y' `|ARNINQ: DEPTH OF FLOW EXCEEDS TOP OF CURB � Jistance that curb overflow reaches into property is = 11.967 (Ft. ) NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics : Halfstreet Flow Width(Ft. ) = 20.00 Flow Velocitg(Ft./Sec. ) = 8.48 Depth*Velocitg = 7.78 Flow rate of total street channel = 85.81 (CFS) Flow rate in gutter = 13.89 (CFS) ---- ~ Velocity of flow in gutter and sidewalk area = 4.377 (Ft./Sec. ) Average velocity of total street channel = 7.361 (Ft./Sec. ) • ****CURB OPENING INLET WITH HORIZONTAL THROAT**** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft. ) The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation • Federal Highway Administration (Hydraulic Engineering Circular No. 12) • Length for total interception, Lt = .6 Q^ 42 S^ 3 (1/nSx)^ 6 Where 0 = total flow, S = street slope, n=mannings "n", / and Sx = equivalent cross slope into inlet Efficiency, E = 1 — (1 — L/Lt)^1.8 , Where L = given length The intercepted flow 01 = QE = ,/' a 1 ��� ��'.�~�`` i�^ �`,`�='� ' r u R/W R/W 40' 12' 18' 1 18' 12' 8' 10' 10' 8` , � I 015 14' � 0.5' A el 0 _ Slope I/4 i' ___.. � 4 Slo � ! III ' ' . 4 Line Lev °70 1 � `2% r —� e l / 6% Sidewalk 6" Curb 8 Gutter TILTED SECTION LOCAL STREET R/W R/W 4' 1- 12' — 1 I 18 12 i 8' 1d 10' 8' . 5' 4' ^'I 1 4' 1 05' 1 ..61 A Q Q 0 _ _ _ Level Line Slo.ei /4' =1 — -- — - -- - -- Slope l /4':I' 4 ° /0 2% 2% 4 % eng mow 6" Curb 8 Gutter Sidewalk .. LEVEL SECTION ca. ._ r LOCAL STREET r -. LOCAL STREETS SECTION 1 A 8 C D E TILTED -.56 -.56 -.16 -.26 0.00 LEVEL -.07 -.20 0.00 -.20 -.07 G. Navarro - .., CITY OF FONTANA,CALIFORNIA Drown By SrD. LOCAL STREETS Checked 8y — ,/ , DETAIL TYPICAL SECTION Approved 1 � lc a � 7., �, Not Tc Sca1e I Cote 7-13 100-D L OGA L D. 5 7a 5Lo?E Z5— . ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ALCULATE STREET CAPACITY GIVEN: - Street Slope = .005000 (Ft. /Ft.) = .5000 % Depth of Flow = .500 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0050 Mannings "n" value for street = .015 Curb Height (In.) = 6. • Street Halfwidth (Ft.) = 18.00 Distance From Crown to Crossfall Grade Break (Ft.) = 10.00 Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 '" Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 12.00 Slope from curb to property line (Ft. /Ft.) = .021 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .500 (Ft.) „. Average Velocity = 2.72 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 12.67 Flow Velocity(Ft. /Sec.) = 2.36 epth *Velocity = 1.18 ' Flow rate of total street channel = 6.34 (CFS) Flow rate in gutter = 2.80 (CFS) Velocity of flow in gutter and sidewalk area = 3.362 (Ft. /Sec.) Average velocity of total street channel = 2.721 (Ft. /Sec.) • * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following ' formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q ".42 S ".3 (1 /nSx) ".6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet . Efficiency, E = 1 - (1 - L /Lt)"'1.8 , Where L = given length The intercepted flow QI = QE The program also calculates the maximum flow for a sump • condition given the length and height of opening for determination of the maximum curb inlet flow with these - Nquations: Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d "1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g DO) , Where h= opening width, L v c,Pr t_ ************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * moo * ** * * * * w Z S * * y R * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ALCULATE STREET CAPACITY GIVEN: Street Slope = .010000 (Ft. /Ft.) = 1.0000 % Depth of Flow = .500 Feet 0 * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0100 Mannings "n" value for street = .015 Curb Height (In.) = 6. • Street Halfwidth (Ft.) = 18.00 Distance From Crown to Crossfall Grade Break (Ft.) = 10.00 4 " Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 12.00 Slope from curb to property line (Ft. /Ft.) = .021 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 • Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .500 (Ft.) .. Average Velocity = 3.85 (Ft. /Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 12.67 "" Flow Velocity(Ft. /Sec.) = 3.34 epth *Velocity = 1.67 Flow rate of total street channel = 8.97 (CFS) Flow rate in gutter = 3.96 (CFS) • Velocity of flow in gutter and sidewalk area = 4.754 (Ft. /Sec.) Average velocity of total street channel = 3.848 (Ft. /Sec.) * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q ".42 S - .3 (1 /nSx) ".6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet w Efficiency, E = 1 - (1 - L /Lt) "1.8 , Where L = given length • The intercepted flow QI = QE The program also calculates the maximum flow for a sump condition given the length and height of opening for determination of the maximum curb inlet flow with these *-quations: Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d "1.5, Where L =given length 0 W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) �► QI = .67 h L (2 g D0) ".5 , Where h= opening width, 4 LOCAL (.5 SLOPS , 25 -5/CZ. ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** STREET FLOW CALCULATIONS * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** :ALCULATE STREET CAPACITY GIVEN: Street Slope = .015000 (Ft. /Ft.) = 1.5000 % Depth of Flow = .500 Feet * ** OPEN CHANNEL FLOW - STREET FLOW * ** Street Slope (Ft. /Ft.) = .0150 4 Mannings "n" value for street = .015 Curb Height (In.) = 6. • Street Halfwidth (Ft.) = 18.00 Distance From Crown to Crossfall Grade Break (Ft.) = 10.00 Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slope from Grade Break to Crown (Ft. /Ft.) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 12.00 Scope from curb to property line (Ft. /Ft.) = .021 .. Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .012 Depth of flow = .500 (Ft.) Average Velocity = 4.71 (Ft. /Sec.) 4 Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 12.67 Flow Velocity(Ft. /Sec.) = 4.10 )epth *Velocity = 2.05 Flow rate of total street channel = 10.99 (CFS) ,,, Flow rate in gutter = 4.85 (CFS) Velocity of flow in gutter and sidewalk area = 5.822 (Ft. /Sec.) • Average velocity of total street channel = 4.713 (Ft. /Sec.) • * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft.) The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation , Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 Q".42 S ".3 (1 /nSx) ".6 Where Q = total flow, S = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 - (1 - L /Lt) - 1.8 , Where L = given length The intercepted flow QI = QE per The program also calculates the maximum flow for a sump condition given the length and height of opening for m determination of the maximum curb inlet flow with these . 1quations: • Maximum Weir Flow (up to depth of opening) QI = 2.3( L + 1.8W ) d "1.5, Where L =given length W = 0 or gutter width and d =depth of flow at curb Maximum Orifice Flow (If depth is higher than opening) QI = .67 h L (2 g D0) - .5 , Where h= opening width, L 100 —Yea. ** * * * * ** ** **** # * ** **** * * *** * ** * * * * * *** * * *** **** **** * * * ** * * * * * * * * * * * * * * * ** * * **** STREET FLOW CALCULATIONS * * * *** * ***• fit****' z' it••# ****ii• #•#•iF #it******* *iEi4•i! * **** ***ii **** * #sf•3f##il•*'3' cif ****** * *•'sfii• #iF•#' #35 #ii••' — ( 'ALCULATE STREET CAPACITY GIVEN: 3,3 l Street Slope = .005000 (Ft. /Ft. ) = . 5000 . Depth of Flow = .751 Feet *** OPEN CHANNEL_ FLOW — STREET FLOW *** • Street' (Ft. /Ft. ) = .0050 Mar,nings "n" value for street = .015 u.n Cub Hei ht ( In. ) 6. Street Halfwidth (Ft. ) = 18. 00 Distance From Crown to Crossfall Grade Break (Ft. ) = 10. 00 Slope from Gutter to Grade Break (Ft. /Ft.) = .040 Slone from Grade Break to Crown (Ft. /Ft.) = . 020 Number of Halfstraets Carrying Runoff = 1 Distance from curb_ to property line (Ft.) = 12. 00 Slope from curb to property line (Ft. /Ft.) = .021 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 __ __ Mannings "n" value for gutter and sidewalk = .013 Depth of flow = .751 (Ft. ) Average Velocity = 3. 32 (Ft. /Sec. ) NARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB distance that curb overflow reaches into property is = 11.952 (Ft.) NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics : Halfstreet Flow Width (Ft. ) = 18.00 — Flow Velocity(Ft./Sec. ) = 3.83 Depth *Velocity = 2.88 ..n Flow rate of total street channel = 26.76 (CFS) Flaw rate in gutter = 6.70 (CFS) Velocity of flow in gutter and sidewalk area = 2.364 (Ft. /Sec.) — Average velocity of total street channel = 3.317 (Ft. /Sec.) - ****CURB OPENING INLET WITH HORIZONTAL THROAT**** Opening is vertical and invert level with flow line Opening width = 1. 00 (Ft. ) — The curb inlet capacity is calculated with the following formulas published by the U.S. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 0^.42 S'.3 (1 /nSx) ". 6 Where 0 = total flow. 8 = street slope, n= mannings "n ", and Sx = equivalent cross slope into inlet Efficiency, E = 1 — (1 — L/Lt)'1.8 Where L = given length The intercepted flow 01 = OE - rhe . rr er.. c ._.. I'-_F c �`: cr.r ±.t ('l. _ c.^7: 1 ,O •-V&, ************************* * * * * * * * * * *-* * * * * **** * * * ** ** * * ** * * *** *** *********k* * * **** STREET FLOW CALCULATIONS * * * *** ********************************************* * * * * * ** * * * * * * * * * *** * **F*** *** ** 'ALCULATE STREET CAPACITY GIVEN: 3 street Slope = .010000 (Ft. /Ft. ) = 1. 0000 Depth of Flow = .751 Feet `+�� _ * ** OPEN CHANNEL FLOW - STREET FLOW * ** v r. Street'lope (Ft. /Ft. ) = .0100 F1anninas "n" value for street = .015 r Curb Height (In. ) Street Halfwidth (Ft. ) = 18.00 Distance From Crown to Crossfall Grade Break (Ft.) = _10.00 Slope from Gutter to Grade Break (Ft. /Ft.) _ .040 i Slope from Grade Break to Crown (Ft. /Ft.) - = . 020 Numb - er of Hal Carrying Runoff 1 - Distance from curb_to property line (Ft. ) = 12.00 Slope from curb to property line (Ft. /Ft. ) = . 021 HT Gutter width (Ft.) = 2.000 - :, Gutter hike from flowline (In.) = 2.000 =< [Tannings "n" value for gutter and sidewalk = .013 t: Depth of flow = . 751 (Ft.) Average Velocity = 4. 69 (+Ft. /Sec. ) .`EARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB J°, - l_ iistance that curb overflow reaches into property is = 11.952 (Ft.) NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 18.00 Y'"'` -. Flow Ve1oc ity (Ft. /Sec.) = 5.42 j; Depth*Velocity = 4.07 • Flow rate of total street channel = 37.84 (CFS) Flow rate in gutter = 9.48 (CFS) Velocity of flow in gutter and sidewalk area = 3.343 (Ft. /Sec.) ._ Average velocity of total street channel = 4.692 (Ft. /Sec.) . * ** *CURB OPENING INLET WITH HORIZONTAL THROAT * * ** Opening is vertical and invert level with flow line Opening width = 1. 00 (Ft.);. w Ty The curb inlet capacity is calculated with the following formulas published by the U.S.. Department of Transportation Federal Highway Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 0^.42 S' (1 /nSx) ^. 6 i .3 Where 0 = total flow, S = street slope, n =mannings "n ", , and Sx = equivalent cross slope into inlet fix, Efficiency, E = 1 - (1 - L /Lt) "1.8 , Where L = given length A it The intercepted flow 01 = GE :. The program also calculates the r74'imum flow fs - sump ?:; -,_,- i-Otte4 L ( 0 ~- *************************************************************************** ****** STREET FLOW CALCULATIONS ****** *********************************************************************e***** � - ALCULATE STREET CAPACITY GIVEN: � �treet Slope = '015000 (Ft. /Ft. ) = 1.5000 % Depth cf Flom = .751 Feet *** OPEN CHANNEL FLOW - STREET FLOW *** . ~.. _ Street'tfope (Ft. /Ft. ) = .0150 Mannings "n" value for street = .015 Curb Height (In. ) = 6. Street Halfwidth (Ft. ) = 18.00 Distance F?um Crown to Crossfall Grade Break (Ft.) = 10.00 Slope from Gutter to Grade Break (Ft./Ft') = .040 Slope from Grade Break tp'�ro�n (Ft./Ft.) '= ��O ' Numb of Halfstreets Carrying Runoff = 1 -- ' - - --� Distance from curb property line (Ft. ) = 12.00 Slope from curb to property line (Ft. /Ft' ) = .021 Gutt er width (Ft. ) = 2.000 Gutter hike from flomline (In. ) = 2.000 Mannings "n" value for gutter and sidewalk = .013 } Depth of flow = '751 (Ft.) Average Velocity = 5 cFt. /Sec. ) r` '4ARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB stance that curb overflow reaches into property is = 11.952 (Ft.) - / ~ 1 NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics : Halfstreet Flow Width(Ft. ) = 18.00 Flom Velocitg (Ft. /Sec. ) = 6.64 Depth*Velocity = 4.99 Flow rate of total street channel = 46.34 Flow rate in gutter = 11.61 (CFS) -----~~�' Velocity of flow in gutter and sidewalk area = 4.095 (Ft./Sec. ) • Average velocity of total street channel = 5.746 (Ft./Sec.) ****CURB OPENING INLET WITH HORIZONTAL THROAT**** Opening is vertical and invert level with flow line Opening width = 1.00 (Ft. ) The curb inlet capacty is calculated with the following formulas published by the U. S. Department of Transportation Federal Highmag Administration (Hydraulic Engineering Circular No. 12) Length for total interception, Lt = .6 0^.42 6 (1/nSx)^.6 ( Where 0 = total flow, S = street slope' n=mannings "n", and Sx = equivalent cross slope into inlet Efficiency, E = 1 - (1 - L/Lt)^1.8 ' Where L = given length The intercepted flow GI = GE T2 also th~ ma/imom now 4':1- s,mr