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HomeMy WebLinkAboutMulberry Storm Drain ExtensionQ Thienes Engineering, Inc. CIVIL ENGINEERING • LAND SURVEYING HYDROLOGY AND HYDRAULIC CALCULATIONS FOR MULBERRY STORM DRAIN EXTENSION FONTANA, CALIFORNIA PREPARED FOR CITY OF FONTANA 8353 SIERRA AVENUE .r FONTANA CA 92335 (909) 350 -6632 JANUARY 2, 2001 r OR i Aw JOB NO. 767 .r PREPARED BY THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA, CALIFORNIA 90638 (714) 521 -4811 : .r 16800 Valley View Avenue La Mirada, CA 90638 (714) 521 -4811 Fax (714) 521 -4173 11. P oo w OR 6 y,._ .. HYDROLOGY AND HYDRAULIC CALCULATIONS FOR MULBERRY STORM DRAIN EXTENSION PREPARED BY BRIAN WEIL UNDER THE SUPERVISION OF r l a MUDOOK I. A R.C.E. 43293 EXP. 03/31/04 DATE: tr po FIR A ppo INTRODUCTION A: PROJECT LOCATION The proposed storm drain extension is located in Mulberry Avenue north of Marley Avenue to Jurupa Avenue in the city of Fontana. Please see figure 1 for vicinity map. B: STUDY PURPOSE The purpose of this study is to determine the 100 -year hydraulic calculations for the storm drain extension to Jurupa Avenue. Also included are catch basin calculations for all future catch basin associated with the proposed storm drain. C: PROJECT STAFF: Thienes Engineering staff involved in this study include: Brian L. Thienes Haidook I. Aghaian Brian P. Weil p" 6w F" irr IMF wu�aa ii as INC 27 27. • !a " �j7 VAN ' UPA , IA WO w"I ------------- ......... .. ------- - STORM DRAIN EXTENSION weli 1U. jfi W ; lil&xon FONTANA goo :360 33 3-4 4t AfARLA LL-.- 4PL14- 34 z EXISTING STORM D RAIN co conp Mon: HIV co ..... .. . . 4- U A 0 4 MLE TNtIMN I Opp 1000 2000 . 3400_ 4000 FEET 13%* Printed from TOPO! 01997 Wildflower Productions (www.topo.com) F i (s u iz F— I DISCUSSION Hydrology calculations used for this report are from an approved study for the Marley Avenue storm drain prepared by Thienes Engineering, dated February 6, 1997. These calculations have been provided in this report for reference in Appendix "A ". The hydrology map has been included in Appendix "D ". v The catch basins located at the northeast corner of Jurupa Avenue and Mulberry Avenue have been designed to intercept the ultimate 100 -year peak flow rates. Please see Appendix "C" for catch basin calculations. It is assumed that area draining to these catch basins will be designated for commercial use under ultimate conditions. Currently, there are two 24" RCP pipes that convey runoff from an existing catch basin at the northwest corner of Jurupa and Mulberry and a riser located at the northeast corner to a parkway culvert on Mulberry south of Jurupa. With the extension of the Mulberry storm drain to Jurupa Avenue, the riser and pipe connecting to the existing catch basin and a portion of the interim storm drain system adjacent to Mulberry Avenue will no longer be needed. Of the two 24" RCP's, only one will be needed to convey runoff to the it existing catch basin. Also, the existing pipe will be connected to the proposed storm and the parkway culvert will be removed. Additional catch basins on Mulberry Avenue have been added at the request of the City of Fontana. One catch basin is located on the west side of Mulberry near the Edison right -of -way. The other catch basin is located on the east side of Mulberry south of Chaparral street. These basins are both flowby and are not intended to intercept all of the 100 -year runoff. Area and peak flow rate tributary to the catch basin south of Chaparral were not part of this study. Street capacity to the top of curb was calculated to be approximately 20.6 cfs. The flowby basin intercepts approximately 12.2 cfs. Please see catch basin calculations in Appendix "C ". �l 8 b i a, APPENDIX TITLE A REFERENCE HYDROLOGY CALCULATIONS B HYDRAULIC CALCULATIONS C CATCH BASIN CALCULATIONS D HYDROLOGY MAP F-1- L e N A � APPENDIX A c REFERENCE HYDROLOGY CALCULATIONS u J � i H-1 * * * ** * * * * * * * * * ** * * * * * * * * * * * * * * * * * ** ** * ** * * * * * ** ** ** * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineerinq Software (aes) Ver. 4.1B Release Date: 2/20/87 Especially prepared for: * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** 100 -YEAR ULTIMATE HYDROLOGY FOR STORM DRAIN IN MARLAY AVENUE * i e FILE NAME: \AES \RATSB \FILES \G767.100 TIME/DATE OF STUDY: 4:29 11/15/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: M -- -- *TIME-OF- CONCENTRATION MODEL*- - j USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.3000 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 IS CODE = 2 ---------------------------------------------------------------------- - - - - -- » »> RATIONAL METHOD INITIAL SUBAR AN « «< ' � DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA, FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 941.73 DOWNSTREAM ELEVATION = 931.26 ELEVATION DIFFERENCE = 10.47 TC = .304 *[( 1000.00 ** 3.00)/( 10.47)] ** .20 = 11.992 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.416 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = 18.22 TOTAL AREA(ACRES) = 6.10 PEAK FLOW RATE(CFS) = 18.22 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 6.00 IS CODE = 6 »» >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION = 931.26. DOWNSTREAM ELEVATION = 925.88 STREET LENGTH(FEET) = 330.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 18.92 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .56 HALFSTREET FLOODWIDTH(FEET) = .20.11 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.47 PRODUCT OF DEPTH &VELOCITY = 2.51 STREETFLOW TRAVELTIME(MIN) = 1.23 TC(MIN) = 13.22 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.221 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = 1.41 EFFECTIVE AREA(ACRES) = 6.60 AVERAGED Fm(INCH/HR) _ .097 TOTAL AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) = 18.56 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .56 HALFSTREET FLOODWIDTH(FEET) = 20.11 FLOW VELOCITY(FEET /SEC.) = 4.38 DEPTH *VELOCITY = 2.46 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: N TIME OF CONCENTRATION(MINUTES) = 13.22 RAINFALL INTENSITY (INCH. /HOUR) = 3.22 EFFECTIVE STREAM AREA(ACRES) = 6.60 TOTAL STREAM AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.56 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 2 --------------------------------------------------------------------- :­ METHOD INITIAL SUBAREA ANALYSIS ««< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 936.39 DOWNSTREAM ELEVATION = 925.88 ELEVATION DIFFERENCE = 10.51 TC = .304 *[( 1000.00 ** 3.00)/( 10.51)] ** .20 = 11.983 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.417 SOIL CLASSIFICATION IS " A " COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = 16.62 TOTAL AREA(ACRES) = 5.56 PEAK FLOW RATE(CFS) = 16.62 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLAW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 1 ---- -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLU ENCED STREAM V ALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.98 RAINFALL INTENSITY (INCH./HOUR) = 3.42 EFFECTIVE STREAM AREA(ACRES) = 5.56 :lF TOTAL STREAM AREA(ACRES) = 5.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.62 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR)•(IN /HR) AREA(ACRES) ------------------------------------------------------ - - - - -- 1 18.56 13.22 3.221 .10 6.60 2 16.62 11.98 3.417 .10 5.56 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) -------------------------------------------- 1 34.19 12.16 2 34.49 11.54 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.49 TIME(MINUTES) = 11.983 EFFECTIVE AREA(ACRES) = 11.54 TOTAL AREA(ACRES) = FLOW PROCESS FROM NODE 6.00 TO NODE 10.00 IS CODE = 6 ---------------------------------------------------------------------------- » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION = 925.88 STREET LENGTH(FEET) = 330.00 STREET HALFWIDTH(FEET) = 40.00 DOWNSTREAM ELEVATION = 920.50 CURB HEIGTH(INCHES) = 8. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 35.20 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) = .68 HALFSTREET FLOODWIDTH(FEET) = 26.05 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.05 PRODUCT OF DEPTH &VELOCITY = 3.43 STREETFLOW TRAVELTIME(MIN) = 1.09 TC(MIN) = 13.07 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.244 SOIL CLASSIFICATION IS " A " - COMMERCIAL SUBAREA LOSS RATE, FM(INCH /HR) _ .0970 SUBAREA AREA(ACRES) .50 SUBAREA RUNOFF(CFS) 1.42 EFFECTIVE AREA(ACRES) = 12.04 AVERAGED FM(INCH/HR) _ .097 TOTAL AREA(ACRES) = 12.66 PEAR FLOW RATE(CFS) = 34.49 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .67 HALFSTREET FLOODWIDTH(FEET) = 25.45 FLOW VELOCITY(FEET /SEC.) = 5.17 DEPTH *VELOCITY = 3.45 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 ---- -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------ - - - - -- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 13.07 RAINFALL INTENSITY (INCH. /HOUR) = 3.24 EFFECTIVE STREAM AREA(ACRES) = 12.04, TOTAL STREAM AREA(ACRES) = 12.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.49 FLOW PROCESS FROM NODE 8.00 TO NODE 10.00 IS CODE = 2 --------------------------------------------------------------------------- » >>>RA TIONAL METHOD INITIAL SU BAREA ANAL YSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 1000.00 UPSTREAM ELEVATION = 931.04 DOWNSTREAM ELEVATION = 920.50 ELEVATION DIFFERENCE _ = 10ti -54-r - TC = 304 *[( 1000.00 ** 3.00)/( 10.54)] ** 20 = 11.976 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.419 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 16.62 TOTAL AREA(ACRES) = 5.56 PEAK FLOW RATE(CFS) = 16.62 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLU STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------- - - - - -- 1 50.24 17.60 2 49.98 16.59 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.24 TIME(MINUTES) = 13.072 EFFECTIVE AREA(ACRES) = 17.60 TOTAL AREA(ACRES) = 18.22 FLAW PROCESS FROM NODE 10.00 TO NODE 14.00 IS CODE = 6 TIME OF CONCENTRATION(MINUTES) = 11.98 RAINFALL INTENSITY (INCH./HOUR) = 3.42 EFFECTIVE STREAM AREA(ACRES) = 5.56 TOTAL STREAM AREA(ACRES) = 5.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.62 g � L CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE pa NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) : kw 1 34.49 13.07 3.244 .10 12.04 2 16.62 11.98 3.419 .10 5.56 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------- - - - - -- 1 50.24 17.60 2 49.98 16.59 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.24 TIME(MINUTES) = 13.072 EFFECTIVE AREA(ACRES) = 17.60 TOTAL AREA(ACRES) = 18.22 FLAW PROCESS FROM NODE 10.00 TO NODE 14.00 IS CODE = 6 ---------------------------------------------------------------------------- L » » >CO STREETFLOW TRAVELT THR SUBAREA ««< UPSTREAM ELEVATION = 920.50 DOWNSTREAM ELEVATION = 916.22 STREET LENGTH(FEET) = 300.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 50.78 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) = .76 HALFSTREET FLOODWIDTH(FEET) = 30.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.45 PRODUCT OF DEPTH &VELOCITY = 4.16 STREETFLOW TRAVELTIME(MIN) = .92 TC(MIN) = 13.99 00 YEAR RAINFALL INTENSITY INCH OUR = 1 ( /H ) 3.114 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = 0970 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.09 EFFECTIVE AREA(ACRES) = 18.00 AVERAGED Fm(INCH/HR) _ .097 TOTAL AREA(ACRES) = 18.62 PEAK FLOW RATE(CFS) = 50.24 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .76 HALFSTREET FLOODWIDTH(FEET) = 30.20 I" FLOW VELOCITY(FEET /SEC.) = 5.39 DEPTH *VELOCITY = 4.11 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8 » »>A OF SUBAREA T O M AINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.114 SOIL CLASSIFICATION IS " A " COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.72 EFFECTIVE AREA(ACRES) = 19.00 AVERAGED Fm(INCH /HR) _ .097 TOTAL AREA(ACRES) = 19.62 PEAK FLOW RATE(CFS) = 51.60 TC(MIN) = 13.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FO CO ««< -_ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) _ .13.99 RAINFALL INTENSITY (INCH./HOUR) = 3.11 EFFECTIVE STREAM AREA(ACRES) = 19.00 TOTAL STREAM AREA(ACRES) = 19.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 51.60 n� V [ ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 14.00 IS CODE = 2 ---- -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ » » >RATIONAL METHOD INI SUB AREA AN ««< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 1000.00 UPSTREAM ELEVATION = 925.69 DOWNSTREAM ELEVATION = 916.22 ELEVATION DIFFERENCE = 9.47 TC = .304 *[( 1000.00 ** 3.00)/( 9.47)] ** .20 = 12.235 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.375 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 13.75 TOTAL AREA(ACRES) = 4.66 PEAK FLOW RATE(CFS) = 13.75 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14•. -00- -TO --NODE 14.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VA RIOUS CONFLUENCED STREAM VALUE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.23 RAINFALL INTENSITY (INCH./HOUR) 3.37 EFFECTIVE STREAM AREA(ACRES) = 4.66 TOTAL STREAM AREA(ACRES) = 4.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.75 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN /HR) AREA(ACRES) ------------------------------------------------------ - - - - -- 1 51.60 13.99 3.114 .10 19.00 2 13.75 12.23 3.375 .10 4.66 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS': STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------_----------------- 1 64.25 23.66 2 62.78 21.28 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 64.25 TIME(MINUTES) = 13.989 EFFECTIVE AREA(ACRES) = 23.66 TOTAL AREA(ACRES) = 24.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE = 3 ] ------ ----------------------- - » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.4 UPSTREAM NODE ELEVATION = 912.22 DOWNSTREAM NODE ELEVATION = 911.58 FLOWLENGTH(FEET) = 160.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 d PIPEFLOW THRU SUBAREA(CFS) = 64.25 TRAVEL TIME(MIN.) = .36 TC(MIN.) = 14.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ---- -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.35 RAINFALL INTENSITY (INCH./HOUR) = 3.07 EFFECTIVE STREAM AREA(ACRES) = 23.66 TOTAL STREAM AREA(ACRES) = 24.28 PEAR FLOW RATE(CFS) AT CONFLUENCE = 64.25 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 16.00 TO NODE 18.00 IS CODE = 2 ---------------------------------------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 660.10 UPSTREAM ELEVATION = 936.81 DOWNSTREAM ELEVATION = 926.05 ELEVATION DIFFERENCE = 10.76 TC = .304 *[( 660.10 ** 3.00)/( 10.76)] ** .20 = 9.296 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.980 SOIL CLASSIFICATION IS " A " COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = 4.51 TOTAL AREA(ACRES) _ FLOW PROCESS FROM NODE ---------------------- »»>COMPUTE STREETFLOW UPSTREAM ELEVATION = STREET LENGTH(FEET) _ STREET HALFWIDTH(FEET) 1.29 PEAK FLOW RATE(CFS) = 4.51 18.00 TO NODE 20.00 IS CODE = 6 TRAVELTIME THRU SUBAREA « «< 926.05 DOWNSTREAM ELEVATION = 916.38 593.40 CURB HEIGTH(INCHES) = 8. = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.24 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .42 HALFSTREET FLOODWIDTH(FEET) = 12.98 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.33 PRODUCT OF DEPTH &VELOCITY = 1.39 STREETFLOW TRAVELTIME(MIN) = 2.97 TC(MIN) = 12.27 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.370 SOIL CLASSIFICATION IS " A " COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = 1.17 SUBAREA RUNOFF(CFS) = 3.45 EFFECTIVE AREA(ACRES) = 2.46 AVERAGED Fm(INCH/HR) _ .097 TOTAL AREA(ACRES) = 2.46 PEAK FLOW RATE(CFS) = 7.25 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 13.58 FLOW VELOCITY(FEET /SEC.) = 3.56 DEPTH *VELOCITY = 1.53 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ----------------------------------------------------------- F >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.27 RAINFALL INTENSITY (INCH. /HOUR) = 3.37 EFFECTIVE STREAM AREA(ACRES) = 2.46 TOTAL STREAM AREA(ACRES) = 2.46 PEAK FLOW RATE(CFS) AT CONFLUENCE- 7.25 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) -{ -INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------- - - - - -- 1 64.25 14.35 3.067 .10 23.66 2 7.25 12.27 3.370 .10 2.46 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) }-------------------------------------------- im 1 70.83 26.12 2 67.77 22.69 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 70.83 TIME(MINUTES) = 14.349 EFFECTIVE AREA(ACRES) = 26.12 TOTAL AREA(ACRES) = 26.74 FLOW PROCESS FROM NODE 20.00 TO NODE 26.00 IS CODE = 3 !'"---------------------------------------------------------------------- - - - - -- i6i » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)««< DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.5 UPSTREAM NODE ELEVATION = 911.58 DOWNSTREAM NODE ELEVATION = 911.28 FLOWLENGTH(FEET) = 75.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 45.00 PIPEFLOW THRU SUBAREA(CFS) = 70.83 TRAVEL TIME(MIN.) = .17 TC(MIN.) N = .013 NUMBER OF PIPES = = 14.52 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 ------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ~N TIME OF CONCENTRATION MINUTES = 14.52 RAINFALL INTENSITY (INCH. /HOUR) = 3.05 EFFECTIVE STREAM AREA(ACRES) = 26.12 TOTAL STREAM AREA(ACRES) = 26.74 D PEAK FLOW RATE(CFS) AT CONFLUENCE = 70.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 22.00 TO NODE 24.00 IS CODE = 2 F >>>>RATIONA L METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 1000.00 UPSTREAM ELEVATION = 922.17 DOWNSTREAM ELEVATION = 915.91 ELEVATION DIFFERENCE = 6.26 TC = .304 *[( 1000.00 ** 3.00)/( 6.26)] ** .20 = 13.291 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.211 SOIL CLASSIFICATION IS " A " COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 6.17 s TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 6.17 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 24.00 TO NODE 26.00 IS CODE = 3 » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< P » » > USI NG CO MPUTER - EST PIPES ( NON - PRESSURE_ F «<_ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.1 UPSTREAM NODE ELEVATION = 911.91 DOWNSTREAM NODE ELEVATION = 911.28 FLOWLENGTH(FEET) = 40.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.17 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 13.39 FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 p ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< w+r CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 13.39 RAINFALL INTENSITY (INCH./HOUR) = 3.20 EFFECTIVE STREAM AREA(ACRES) = 2.20 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.17 CONFLUENCE INFORMATION: STREAM PEAR FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 70.83 14.52 3.046 .10 26.12 2 6.17 13.39 3.198 .10 2.20 3 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE 3 -- NUMBER Q(CFS) AREA(ACRES) ------------------------------- - - - - -- J 1 76.69 28.32 2 74.84 26.29 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 76.69 TIME(MINUTES) = 14.516 EFFECTIVE AREA(ACRES) = 28.32 TOTAL AREA(ACRES) = 28.94 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 36.00 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESI (N ON - PRESSURE F DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.8 UPSTREAM NODE ELEVATION = 911.28 DOWNSTREAM NODE ELEVATION = 908.72 FLOWLENGTH(FEET) = 640.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 76.69 TRAVEL TIME(MIN.) = 1.38 - -= 2C(MIN.) = 15.89 FOR ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE IN DEPENDENT ST FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.89 RAINFALL INTENSITY (INCH. /HOUR) = 2.88 EFFECTIVE STREAM AREA(ACRES) = 28.32 TOTAL STREAM AREA(ACRES) = 28.94 PEAR FLOW RATE(CFS) AT CONFLUENCE = 76.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE - -- - 28_00 TO NODE -- 30.00 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 922.17 DOWNSTREAM ELEVATION = 915.91 ELEVATION DIFFERENCE = 6.26 TC = .304 *[( 1000.00 ** 3.00)/( 6.26)] ** .20 = 13.291 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.211 SOIL CLASSIFICATION IS " A " COMMERCIAL SUBAREA LOSS RATE, FM(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = 4.20 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 4.20 FLOW PROCESS FROM NODE -------------------- - - - - -- » » >C OMPUTE STR UPSTREAM ELEVATION = STREET LENGTH(FEET) _ STREET HALFWIDTH(FEET) 30.00 TO NODE 36.00 IS CODE = 6 --------------------------------------------------- TRAVELTIME THRU SUBAREA « «< 915.91 DOWNSTREAM ELEVATION = 908.66 625.00 CURB HEIGTH(INCHES) = 8. 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.53 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .42 HALFSTREET FLOODWIDTH(FEET) = 12.98 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.95 PRODUCT OF DEPTH &VELOCITY = 1.23 STREETFLOW TRAVELTIME(MIN) = 3.53 TC(MIN) = 16.82 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.788 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.66 EFFECTIVE AREA(ACRES) = 2.60 AVERAGED Fm(INCH/HR) _ .097 TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 6.30 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 14.17 FLOW VELOCITY(FEET /SEC.) = 2.86 DEPTH *VELOCITY = 1.27 WI ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< Rl CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ikg TIME OF CONCENTRATION(MINUTES) = 16.82 RAINFALL INTENSITY (INCH./HOUR) = 2.79 "+ EFFECTIVE STREAM AREA(ACRES) = 2.60 TOTAL STREAM AREA(ACRES) = 2.60 PEAR FLOW RATE(CFS) AT CONFLUENCE = 6.30 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 34.00 IS CODE = 2 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 922.17 DOWNSTREAM ELEVATION = 912.38 ELEVATION DIFFERENCE = 9.79 TC = 304 *[( 1000.00 ** 3.00)/( 9.79)] ** .20 = 12.154 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.388 SOIL CLASSIFICATION IS " A " COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 21.62 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 21.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE 5 ---------------------------------------------------------------------------- » » >COMPUTE TRAPEZOIDAL- CHANNEL FLOW ««< » » > THRU SUBARE ««< UPSTREAM NODE ELEVATION = 912.38 DOWNSTREAM NODE ELEVATION = 908.66 CHANNEL LENGTH THRU SUBAREA(FEET) = 550.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 1.000 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 21.62 FLOW VELOCITY(FEET /SEC) = 6.25 FLOW DEPTH(FEET) = 1.86 TRAVEL TIME(MIN.) = 1.47 TC(MIN.) = 13.62 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 8 ---------------------------------------------------------------------------- »» >A OF S UBAREA TO MAINLINE PEA FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.165 SOIL CLASSIFICATION IS " A " COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 7.40 SUBAREA RUNOFF(CFS) = 20.43 EFFECTIVE AREA(ACRES) = 14.70 AVERAGED Fm(INCH/HR) _ .097 TOTAL AREA(ACRES) = 14.70 PEAR FLOW RATE(CFS) = 40.-59-------- TC(MIN) = 13.62 FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 1 -------------- ------------ ------- ---- ---------------- --------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< ww CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 13.62 RAINFALL INTENSITY (INCH. /HOUR) = 3.16 + EFFECTIVE STREAM AREA(ACRES) = 14.70 TOTAL STREAM AREA(ACRES) = 14.70 PEAR FLOW RATE(CFS) AT CONFLUENCE = 40.59 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------------- pq 1 76.69 15.89 2.885 .10 28.32 Im 2 6.30 16.82 2.788 .10 2.60 3 40.59 13.62 3.165 .10 14.70 FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 6 ---------------------------------------------------------------------------- » »> COMPUTE STREETFLOW TRAVELTIME THRU_SUBAREA «« <- RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 119.74 45.48 2 115.92 45.62 3 118.72 41.08 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 119.74 TIME(MINUTES) = 15.892 EFFECTIVE AREA(ACRES) = 45.48 TOTAL AREA(ACRES) = 46.24 FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 6 ---------------------------------------------------------------------------- » »> COMPUTE STREETFLOW TRAVELTIME THRU_SUBAREA «« <- UPSTREAM ELEVATION = 908.66 DOWNSTREAM ELEVATION = 885.54 STREET LENGTH(FEET) = 1925.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) = •.020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 124.02 * * *STREETFLOW SPLITS OVER STREET - CROWN * ** FULL DEPTH(FEET) = .96 FLOODWIDTH(FEET) = 40.00 FULL HALF - STREET VELOCITY(FEET /SEC.) = 5.87 SPLIT DEPTH(FEET) = .67 SPLIT FLOODWIDTH(FEET) = 25.45 SPLIT VELOCITY(FEET /SEC.) = 4.35 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH ( FEET) - -- --- - -.-96 HALFSTREET FLOODWIDTH(FEET) = 40.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.87 PRODUCT OF DEPTH &VELOCITY = 5.63 STREETFLOW TRAVELTIME(MIN) = 5.46 TC(MIN) = 21.36 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.416 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, FM(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 8.56 EFFECTIVE 49. AVERAGED FM(INCH /HR) .097 TOTAL AREA(ACRES) = 50.34 PEAK FLOW RATE(CFS) = 119.74 pw END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .96 HALFSTREET FLOODWIDTH(FEET) = 40.00 FLOW VELOCITY(FEET /SEC.) = 5.87 • DEPTH *VELOCITY = 5.63 w. FLAW PROCESS FROM NODE 37.00 TO NODE 45.00 IS CODE = 3 ---------------------------------------------------------------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< d ti DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.4 UPSTREAM NODE ELEVATION = 877.30 DOWNSTREAM NODE ELEVATION = 876.71 FLOWLENGTH(FEET) = 118.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 54.00 PIPEFLOW THRU SUBAREA(CFS) = 119.74 TRAVEL TIME(MIN.) = .21 TC(MIN.) N = .013 NUMBER OF PIPES = = 21.57 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 --------------- 00 TO NODE 45 00 IS CODE - -- - ------------ » » >DESIGNAT IND ST REAM FO CONFLU ««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = - 21.57 RAINFALL INTENSITY (INC ./HOUR) = 2.40 EFFECTIVE STREAM AREA(ACRES) = 49.58 TOTAL STREAM AREA(ACRES) = 50.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 119.74 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE -38.00 TO NODE 41.00 IS CODE = 2 -------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 100.00 UPSTREAM ELEVATION = 885.60 DOWNSTREAM ELEVATION = 884.38 ELEVATION DIFFERENCE = 1.22 TC = .304 *[( 100.00 ** 3.00) /( 1.22)] ** .20 = 4.630 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.774 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = 1.53 TOTAL AREA(ACRES) _ .30 PEAK FLOW RATE(CFS) = 1.53 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 41.00 TO NODE 45.00 IS CODE = 3 » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< »» > C OMPU T ER - ESTI PIP ESIZ E ( NO N - PR F LOW ) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.3 UPSTREAM NODE ELEVATION = 879.71 DOWNSTREAM NODE ELEVATION = 879.00 FLOWLENGTH(FEET) = 7.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.53 TRAVEL TIME(MIN.) _ .01 TC(MIN.) = 5.01 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1 ----------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 5.01 RAINFALL INTENSITY (INCH. /HOUR) = 5.76 EFFECTIVE STREAM AREA(ACRES) _ .30 TOTAL STREAM AREA(ACRES) = .30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.53 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN /HR) AREA ---------------------------------------------------- 1 119.74 21.57 2.402 .10 2 1.53 5.01 5.765 .10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE NUMBER Q(CFS) --------------- - - - - -- EFFECTIVE AREA(ACRES) ------------- - - - - -- J CTIVE (ACRES) 49.58 .30 EFFECTIVE AREA(ACRES) ------------- - - - - -- J 1 120.36 49.88 2 69.97 11.82 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 120.36 TIME(MINUTES) = 21.566 EFFECTIVE AREA(ACRES) = 49.88 TOTAL AREA(ACRES) = 50.64 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 50.00 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAR.EA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.8 UPSTREAM NODE ELEVATION = 876.71 DOWNSTREAM NODE ELEVATION = 876.18 FLOWLENGTH(FEET) = 178.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 120.36 TRAVEL TIME ( MIN . ) = .38 --- -- --TC ( -MIN . ) = 21.95 on ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 42.00 IS CODE = 2 ---------------------------------------------------------------------------- ! » » >RATIONAL METHOD INITIAL SUBAREA - ANALYSIS « «< NATURAL AVERAGE COVER TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 iii INITIAL SUBAREA FLOW- LENGTH = 811.30 UPSTREAM ELEVATION = 914.53 DOWNSTREAM ELEVATION = 906.00 _., ELEVATION DIFFERENCE = 8.53 TC = .706 *(( 811.30 ** 3.00)/( 8.53)] ** .20 = 25.593 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.168 �1 SOIL CLASSIFICATION IS " A " NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .8200 SUBAREA RUNOFF(CFS) = 5.34 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 5.34 Ili ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 46.00 IS CODE = 5 -------------------------------------------------------------- » » >COMPUTE TRAPEZOIDAL- CHANNEL FLOW ««< » » >TRAVELTIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION = 906.00 DOWNSTREAM NODE ELEVATION = 891.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 1475.20 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) _ .50 CHANNEL FLOW THRU SUBAREA(CFS) = 5.34 FLAW VELOCITY(FEET /SEC) = 2.59 FLOW DEPTH(FEET) _ .20 TRAVEL TIME(MIN.) = 9.51 TC(MIN.) = 35.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE 8 »» >ADDITION O SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.793�N -- SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = 0970 SUBAREA AREA(ACRES) = 12.10 SUBAREA RUNOFF(CFS) = 18.47 EFFECTIVE AREA(ACRES) = 16.50 AVERAGED Fm(INCH /HR) _ .290 TOTAL AREA(ACRES) = 16.50 PEAK FLOW RATE(CFS) = 22.33 TC(MIN) = 35.10 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 46.00 TO NODE 49.00 IS CODE = 3 E » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED P (NO - PRESSURE FLO ««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.9 UPSTREAM NODE ELEVATION = 887.25 DOWNSTREAM NODE ELEVATION = 886.00 FLOWLENGTH(FEET) = 290.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH)-- - -30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 22.33 TRAVEL TIME(MIN.) _ .82 TC(MIN.) = 35.92 'rr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 49.00 TO NODE - - -- 49_00 - IS CODE - _ 1 L l ------- - - - - -- ---------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 35.92 RAINFALL INTENSITY (INCH. /HOUR) = 1.77 EFFECTIVE STREAM AREA(ACRES) = 16.50 TOTAL STREAM AREA(ACRES) = 16.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.33 FLOW PROCESS FROM NODE 47.00 TO NODE 48.00 IS CODE = 2 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 293.70 UPSTREAM ELEVATION = 894.60 DOWNSTREAM ELEVATION = 891.25 ELEVATION DIFFERENCE = 3.35 TC = .304 *(( 293.70 ** 3.00)/( 3.35)] ** .20 = 7.221 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.631 SOIL CLASSIFICATION IS " A " COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = 6.94 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 6.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMA PIPESIZE ( NON - PR ESSUR E F « «< 3 = 1 = STIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 N DEPTH OF FLOW IN 18.0 INCH PIPE IS PIPEFLOW VELOCITY(FEET /SEC.) = 8.6 UPSTREAM NODE ELEVATION = 887.25 DOWNSTREAM NODE ELEVATION = 886.00 FLOWLENGTH(FEET) = 50.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLOW THRU SUBAREA(CFS) = 6.94 8.4 INCHES N = .013 NUMBER OF PIPES = 1 TRAVEL TIME( IN.) _ .10 TC(MIN.) = 7.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 1 ----------------------------------=---------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 24.91 18.20 2 20.18 5.06 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 24.91 TIME(MINUTES) = 35.923 EFFECTIVE AREA(ACRES) = 18.20 TOTAL AREA(ACRES) = 18.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE - -- 49.00 TO NODE 50.00 IS CODE = 3 »»> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< » » >USIN COMPUTER - ES PIPESIZ (NO - P RESSURE F LOW )<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 20.4 UPSTREAM NODE ELEVATION = 886.00 DOWNSTREAM NODE ELEVATION = 880.60 FLOWLENGTH(FEET) = 50.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 24.91 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 35.96 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR < < < << __- __ - - -- -- - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 7.32 RAINFALL INTENSITY (INCH. /HOUR) = 4.59 EFFECTIVE STREAM AREA(ACRES) = 1.70 TOTAL STREAM AREA(ACRES) = 1.70 PEAR FLOW RATE(CFS) AT CONFLUENCE - 6.94 CONFLUENCE INFORMATION: STREAM PEAR FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN /HR) AREA(ACRES) ------------------------------------------------------------ 1 22.33 35.92 1.769 .29 16.50 2 6.94 7.32 4.594 .10 1.70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 24.91 18.20 2 20.18 5.06 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 24.91 TIME(MINUTES) = 35.923 EFFECTIVE AREA(ACRES) = 18.20 TOTAL AREA(ACRES) = 18.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE - -- 49.00 TO NODE 50.00 IS CODE = 3 »»> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< » » >USIN COMPUTER - ES PIPESIZ (NO - P RESSURE F LOW )<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 20.4 UPSTREAM NODE ELEVATION = 886.00 DOWNSTREAM NODE ELEVATION = 880.60 FLOWLENGTH(FEET) = 50.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 24.91 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 35.96 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR < < < << __- __ - - -- -- - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 35.96 RAINFALL INTENSITY (INCH. /HOUR) = 1.77 EFFECTIVE STREAM AREA(ACRES) = 18..20 TOTAL STREAM AREA(ACRES) = 18.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 21.95 RAIN INTENSITY(INCH /HOUR) = 2.38 EFFECTIVE AREA(ACRES) = 49.58 TOTAL AREA(ACRES) = 50.64 PEAK FLOW RATE(CFS) = 120.36 AVERAGED LOSS RATE, Fm(IN /HR) _ .097 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 -------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >A CO MPUTE VARIOUS CONFLUENC ST REAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 21.95 RAINFALL INTENSITY (INCH. /HOUR) = 2.38 EFFECTIVE STREAM AREA(ACRES) = 49.58 TOTAL STREAM AREA(ACRES) = 50.64 PEAK FLOW RATE(CFS) AT CONFLUENCE.= 120.36 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN /HR) AREA(ACRES) 1 24.91 35.96 1.767 .27 18.20 2 120.36 21.95 2.377 .10 49.58 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- �""! 1 113.09 67.78 j 2 141.75 60.69 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 141.75 TIME(MINUTES) = 21.950 EFFECTIVE AREA(ACRES) = 60.69 TOTAL AREA(ACRES) = 68.84 FLOW PROCESS FROM NODE 50.00 TO NODE 56.00 IS CODE = 3 ---------------------------------------------------------------------------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)« «< DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.1 UPSTREAM NODE ELEVATION = 876.16 DOWNSTREAM NODE ELEVATION = 875.76 FLOWLENGTH(FEET) = 132.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 141.75 TRAVEL TIME(MIN.) _ •27 TC(MIN.) = 22.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 22.22 RAINFALL INTENSITY (INCH./HOUR) = 2.36 EFFECTIVE STREAM AREA(ACRES) = 60.69 TOTAL STREAM AREA(ACRES) = 68.84 PEAR FLOW RATE(CFS) AT CONFLUENCE = 141.75 FLOW PROCESS FROM NODE 52.00 TO NODE 54.00 IS CODE = 2 ------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 960.00 UPSTREAM ELEVATION = 887.02 DOWNSTREAM ELEVATION = 883.68 ELEVATION DIFFERENCE = 3.34 TC = .304 *[( 960.00 ** 3.00)/( 3.34)] ** .20 = 14.706 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.022 *USER SPECIFIED(SUBAREA): COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0790 SUBAREA RUNOFF(CFS) = 6.36 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 6.36 FLOW PROCESS FROM NODE 54.00 TO NODE 54.00 IS CODE = 8 --------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< M 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.022 SOIL CLASSIFICATION IS " A " COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = 1.32 EFFECTIVE AREA(ACRES) = 2.90 AVERAGED Fm(INCH /HR) _ . 082 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 7.67 TC(MIN) = 14.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 54.00 TO NODE 56.00 IS CODE = 3 ----- -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< »» >USING COMPUT E PIPES (NON - PRE SSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.1 UPSTREAM NODE ELEVATION = 880.20 DOWNSTREAM NODE ELEVATION = 879.80 FLOWLENGTH(FEET) = 20.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.67 TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 14.75 FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 IS CODE = 1 F -------------- ------------ ------- ---- ---------------- --------------------- >>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.75 RAINFALL INTENSITY (INCH. /HOUR) = 3.02 EFFECTIVE STREAM AREA(ACRES) = 2.90 TOTAL STREAM AREA(ACRES) = 2.90 PEAR FLOW RATE(CFS) AT CONFLUENCE = 7.67 CONFLUENCE INFORMATION: STREAM PEAR FLOW TI RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) -------------------------------------------- 1 147.71 63.59 2 129.50 43.17 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 147.71 TIME(MINUTES) = 22.221 EFFECTIVE AREA(ACRES) = 63.59 TOTAL AREA(ACRES) = 71.74 FLOW PROCESS FROM NODE - -- - 56_00 TO NODE - - -- 64_00 - IS CODE = 3 » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » > COMPUTER - ESTIM P IPES IZE (N - PRE SSURE FLOW) « «< DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.1 UPSTREAM NODE ELEVATION = 875.76 DOWNSTREAM NODE ELEVATION = 874.51 FLOWLENGTH(FEET) = 419.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 147.71 TRAVEL TIME(MIN.) = .86 TC(MIN.) = 23.08 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 64.00 TO NODE 64.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT S FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 23.08 RAINFALL INTENSITY (INCH./HOUR) = 2.31 EFFECTIVE STREAM AREA(ACRES) = 63.59 TOTAL STREAM AREA(ACRES) = 71.74 PEAR FLOW RATE(CFS) AT CONFLUENCE = 147.71 ME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN /HR) AREA(ACRES) --------------------------------------------------------- 1 141.75 22.22 2.359 .13 60.69 2 7.67 14.75 --- - - ---- 3.•017 .08 2.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) -------------------------------------------- 1 147.71 63.59 2 129.50 43.17 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 147.71 TIME(MINUTES) = 22.221 EFFECTIVE AREA(ACRES) = 63.59 TOTAL AREA(ACRES) = 71.74 FLOW PROCESS FROM NODE - -- - 56_00 TO NODE - - -- 64_00 - IS CODE = 3 » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » > COMPUTER - ESTIM P IPES IZE (N - PRE SSURE FLOW) « «< DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.1 UPSTREAM NODE ELEVATION = 875.76 DOWNSTREAM NODE ELEVATION = 874.51 FLOWLENGTH(FEET) = 419.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 147.71 TRAVEL TIME(MIN.) = .86 TC(MIN.) = 23.08 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 64.00 TO NODE 64.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT S FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 23.08 RAINFALL INTENSITY (INCH./HOUR) = 2.31 EFFECTIVE STREAM AREA(ACRES) = 63.59 TOTAL STREAM AREA(ACRES) = 71.74 PEAR FLOW RATE(CFS) AT CONFLUENCE = 147.71 [FLOW PROCESS FROM NODE 58.00 TO NODE 60.00 IS CODE = 2 ------------------------- ----- ---- ---- --------- ---- ---- ------------------ » » >RATIONAL METHOD INITIAL SUB ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 696.20 UPSTREAM ELEVATION = 899.85 DOWNSTREAM ELEVATION = 896.37 ELEVATION DIFFERENCE = 3.48 TC = 304 *(( 696.20 ** 3.00)/( 3.48)] ** .20 = 12.028 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.410 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 11.93 TOTAL AREA(ACRES) = 4.00 PEAR FLOW RATE(CFS) = 11.93 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60- r00 -TO -NODE 62.00 IS CODE = 5 ---------------------------------------------------------------------- - - - - -- » » >COMPUTE TRAPEZOIDAL- CHANNEL FLOW « «< » » >TRAVELTIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION = 899.85 DOWNSTREAM NODE ELEVATION = 890.05 CHANNEL LENGTH THRU SUBAREA(FEET) = 1372.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) _ .50 CHANNEL FLOW THRU SUBAREA(CFS) = 11.93 FLOW VELOCITY(FEET /SEC) = 2.22 FLOW DEPTH(FEET) _ .33 TRAVEL TIME(MIN.) = 10.32 TC(MIN.) = 22.35 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 8 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.351 *USER SPECIFIED(SUBAREA): COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0880 SUBAREA AREA(ACRES) = 14.26 SUBAREA RUNOFF(CFS) = 29.04 EFFECTIVE AREA(ACRES) = 18.26 AVERAGED Fm(INCH /HR) _ .090 TOTAL AREA(ACRES) = 18.26 PEAK FLOW RATE(CFS) = 37.16 TC(MIN) = 22.35 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** JL FLOW PROCESS FROM NODE 62.00 TO NODE 64.00 IS CODE = 3 ---- -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ »» >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USI COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « « <__ DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 18.4 UPSTREAM NODE ELEVATION = 887.00 DOWNSTREAM NODE ELEVATION = 878.00 FLOWLENGTH(FEET) = 135.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 - NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 37.16 TRAVEL TIME(MIN.) .12 TC(MIN.) 22.47 FLOW PROCESS FROM NODE 64.00 TO NODE 64.00 IS CODE = 1 ----- -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 22.47 RAINFALL INTENSITY (INCH./HOUR) = 2.34 EFFECTIVE STREAM AREA(ACRES) = 18.26 TOTAL STREAM AREA(ACRES) = 18.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.16 CONFLUENCE INFORMATION: STREAM PEAK FLOW TI RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE „ NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 2 183.42 80.16 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 184.25 •TIME(MINUTES) = 23.085 EFFECTIVE AREA(ACRES) = 81.85 TOTAL AREA(ACRES) = 90.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 64.00 - - -- 00 TO NODE CODE - -- - ------------ » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< DEPTH OF FLOW IN 69.0 INCH PIPE IS 52.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.7 UPSTREAM NODE ELEVATION = 874.48 DOWNSTREAM NODE ELEVATION = 874.09 FLOWLENGTH(FEET) = 126.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 184.25 TRAVEL TIME(MIN.) _ .24 TC(MIN.) = 23.33 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 »» >DESI GNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 23.33 RAINFALL INTENSITY (INCH./HOUR) = 2.29 EFFECTIVE STREAM AREA(ACRES) = 81.85 TOTAL STREAM AREA(ACRES) = 90.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 184.25 ME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------------- 1 147.71 23.08 2.306 .13 63.59 2 37.16 22.47 2.343 .09 18.26 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE „ NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 2 183.42 80.16 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 184.25 •TIME(MINUTES) = 23.085 EFFECTIVE AREA(ACRES) = 81.85 TOTAL AREA(ACRES) = 90.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 64.00 - - -- 00 TO NODE CODE - -- - ------------ » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< DEPTH OF FLOW IN 69.0 INCH PIPE IS 52.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.7 UPSTREAM NODE ELEVATION = 874.48 DOWNSTREAM NODE ELEVATION = 874.09 FLOWLENGTH(FEET) = 126.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 184.25 TRAVEL TIME(MIN.) _ .24 TC(MIN.) = 23.33 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 »» >DESI GNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 23.33 RAINFALL INTENSITY (INCH./HOUR) = 2.29 EFFECTIVE STREAM AREA(ACRES) = 81.85 TOTAL STREAM AREA(ACRES) = 90.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 184.25 FLOW PROCESS FROM NODE 66.00 TO NODE 67.00 IS CODE = 2 ---------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 625.00 UPSTREAM ELEVATION = 903.84 DOWNSTREAM ELEVATION = 895.75 ELEVATION DIFFERENCE = 8.09 TC = .304 *[( 625.00 ** 3.00)/( 8.09)] ** .20 = 9.524 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.922 *USER SPECIFIED(SUBAREA): COMMERCIAL SUBAREA LOSS RATE, FM(INCH /HR) _ .0860 SUBAREA RUNOFF(CFS) = 18.64 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 18.64 FLOW PROCESS FROM NODE 67.00 TO NODE 68.00 IS CODE = 5 ---------------------------------------------------------------------------- » » >COMPUTE TRAPEZOIDAL- CHANNEL FLOW« «< » » >TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 895.95 DOWNSTREAM NODE ELEVATION = 884.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 18.64 FLOW VELOCITY(FEET /SEC) = 3.46 FLOW DEPTH(FEET) _ .33 TRAVEL TIME(MIN.) = 4.81 TC(MIN.) = 14.34 IN FLOW PROCESS FROM NODE 68.00 TO NODE 68.00 IS CODE = 8 -------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.069 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH /HR) _ .0750 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 14.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 68.00 TO NODE 70.00 IS CODE = 3 --- - - - - -- ---------------------------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 15.7 UPSTREAM NODE ELEVATION = 880.00 - DOWNSTREAM NODE ELEVATION = 877.50 FLOWLENGTH(FEET) 50.00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 29.32 TRAVEL TIME(MIN.) = .05 TC(MIN.) = 14.39 EFFECTIVE AREA(ACRES) = 10.90 AVERAGED FM(INCH /HR) _ .080 TOTAL AREA(ACRES) = 10.90 PEAK FLOW RATE(CFS) = 29.32 TC(MIN) = 14.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 68.00 TO NODE 70.00 IS CODE = 3 --- - - - - -- ---------------------------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 15.7 UPSTREAM NODE ELEVATION = 880.00 - DOWNSTREAM NODE ELEVATION = 877.50 FLOWLENGTH(FEET) 50.00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 29.32 TRAVEL TIME(MIN.) = .05 TC(MIN.) = 14.39 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » » >AN COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.39 RAINFALL INTENSITY (INCH. /HOUR) = 3.06 EFFECTIVE STREAM AREA(ACRES) = 10.90 TOTAL STREAM AREA(ACRES) = 10.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.32 CONFLU] STREAM NUMBER 1 2 3NCE INFORMA'. PEAK FLOW RATE(CFS) 184.25 29.32 LION: TIME (MIN.) 23.33 14.39 INTENSITY FM EFFECTIVE (INCH /HOUR) (IN /HR) AREA(ACRES) --------------------------------- 2.292 .12 81.85 3.062 .08 10.90 RAINFALL INTENSITY AND TIME-OF -- CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) -------------------------_----------------- ri 1 205.99 92.75 2 183.28 61.39 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 205.99 TIME(MINUTES) = 23.326 EFFECTIVE AREA(ACRES) = 92.75 TOTAL AREA(ACRES) = 100.90 FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 3 --------------------------------------------------------------------------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » > COMPUTER - ESTIMATED PIPESIZ ( NON - PRESSURE F « «< DEPTH OF FLOW IN 72.0 INCH PIPE IS 55.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.8 UPSTREAM NODE ELEVATION = 874.07 DOWNSTREAM NODE ELEVATION = 872.10 FLOWLENGTH(FEET) = 663.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 205.99 3 TRAVEL TIME(MIN.) = 1.25 TC(MIN.) = 24.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLAW PROCESS FROM NODE 80_00 TO NODE - - -- 80_00 - IS CODE - - ------------ » »> DESI GNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ~ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 24.58 RAINFALL INTENSITY (INCH./HOUR) = 2.22 EFFECTIVE STREAM AREA(ACRES) = 92.75 TOTAL STREAM AREA(ACRES) = 100.90 PEAK FLOW RATE(CFS) AT CONFLUENCE 205.99 FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 2 » >> > RAT IONA L ---------- -------- ------- --------------------------------------------- ANALYS « «< NATURAL AVERAGE COVER TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 734.70 UPSTREAM ELEVATION = 914.53 DOWNSTREAM ELEVATION = 909.89 ELEVATION DIFFERENCE = 4.64 TC = .706 *[( 734.70 ** 3.00)/( 4.64)] ** .20 = 27.237 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.088 SOIL CLASSIFICATION IS " A " NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .8200 SUBAREA RUNOFF(CFS) = 5.02 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 5.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 72.00 TO NODE 74.00 IS CODE = 5 » » >COMPUTE TRAPEZOIDAL - CHANNEL• - FLOW ««< - »» >TR AVELTIME THRU SUB « «< UPSTREAM NODE ELEVATION = 909.89 DOWNSTREAM NODE ELEVATION = 901.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 5.02 FLOW VELOCITY(FEET /SEC) = 2.43 FLOW DEPTH(FEET) _ .20 TRAVEL TIME(MIN.) = 3.08 TC(MIN.) = 30.32 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 74.00 TO NODE 74.00 IS CODE = 8 ---------------------------------------------------------------------------- » » > OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.958 *USER SPECIFIED(SUBAREA): COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = 0890 SUBAREA AREA(ACRES) = 9.08 SUBAREA RUNOFF(CFS) = 15.27 EFFECTIVE AREA(ACRES) = 13.48 AVERAGED Fm(INCH /HR) _ .328 TOTAL AREA(ACRES) = 13.48 PEAK FLOW RATE(CFS) = 19.78 TC(MIN) = 30.32 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 74.00 TO NODE 76.00 IS CODE = 5 -------------------------------------------------------------------------- » » >COMPUTE TRAPEZOIDAL- CHANNEL FLOW « «< » » >TRAVELTIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION = 901.20 DOWNSTREAM NODE ELEVATION = 893.85 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 19.78 FLOW VELOCITY(FEET /SEC) = 3.67 FLOW DEPTH(FEET) _ TRAVEL TIME(MIN.) = 2.72 TC(MIN.) = 33.04 .33 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE = 8 ---- ------------------------------------------------------------------------ » » >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.860 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 7.55 EFFECTIVE AREA(ACRES) = 18.18 AVERAGED Fm(INCH /HR) _ .262 TOTAL AREA(ACRES) = 18.18 PEAK FLOW RATE(CFS) = 26.13 TC(MIN) = 33.04 FLOW PROCESS FROM NODE 76.00 TO NODE 78.00 IS CODE = 5 ---------------------------------------------------------------------------- L » » >COMPUTE TRAPEZOIDAL- CHANNEL FLOW « «< » » >TRAVELT TH RU SUBAREA ««< UPSTREAM NODE ELEVATION = 893.85 DOWNSTREAM NODE ELEVATION = 886.14 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 50.000 go MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 26.13 FLOW VELOCITY(FEET /SEC) = 3.43 FLOW DEPTH(FEET) _ .39 TRAVEL TIME(MIN.) = 3.16 TC(MIN.) = 36.20 FLOW PROCESS FROM NODE 78.00 TO NODE 78.00 IS CODE = 8 ---------------------------------------------------------------------------- 16 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.760 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0750 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 7.58 EFFECTIVE AREA(ACRES) = 23.18 AVERAGED Fm(INCH/HR) _ .222 TOTAL AREA(ACRES) = 23.18 PEAK FLOW RATE(CFS) = 32.09 TC(MIN) = 36.20 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 78.00 TO NODE 80.00 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 21.5 3 UPSTREAM NODE ELEVATION = 883.14 DOWNSTREAM NODE ELEVATION = 874.70 FLOWLENGTH(FEET) = 75.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 32.09 TRAVEL TIME(MIN.) = .06 TC(MIN.) = 36.26 FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 1 --------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 36.26 RAINFALL INTENSITY (INCH. /HOUR) = 1.76 EFFECTIVE STREAM AREA(ACRES) = 23.18 TOTAL STREAM AREA(ACRES) = 23.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.09 CONFLUENCE INFORMATION: STREAM PEAK FLOW TI RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE- NUMBER Q(CFS) AREA(ACRES) --- ------ 234.29 - - - - -- 108.46 --------- - - - - -- 2 192.90 115.93 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 234.29 TIME(MINUTES) = 24.580 EFFECTIVE AREA(ACRES) = 108.46 TOTAL AREA(ACRES) = 124.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 88.00 IS CODE = 3 --------------------------------------------------------------------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIM PIPESIZE (N - PRESSURE FLOW) « «< Y DEPTH OF FLOW IN 75.0 INCH PIPE IS 58.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.1 UPSTREAM NODE ELEVATION = 872.08 DOWNSTREAM NODE ELEVATION = 870.62 FLOWLENGTH(FEET) = 487.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 234.29 TRAVEL TIME(MIN.) _ .89 TC(MIN.) = 25.47 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 88.00 TO NODE 88.00 IS CODE = 1 ---- -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ » >DES INDEPENDENT STREAM FOR CONFLUENCE« «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 25.47 RAINFALL INTENSITY (INCH./HOUR) = 2.17 3 EFFECTIVE STREAM AREA(ACRES) = 108.46 TOTAL STREAM AREA(ACRES) = 124.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 234.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 82.00 TO NODE 84.00 IS CODE = 2 ] ------ ------------------------ » » >RATIONAL METHOD INITIAL SUBAREA ME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------------- 1 205.99 24.58 2.221 .11 92.75 2 32.09 36.26 1.759 .22 23.18 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE- NUMBER Q(CFS) AREA(ACRES) --- ------ 234.29 - - - - -- 108.46 --------- - - - - -- 2 192.90 115.93 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 234.29 TIME(MINUTES) = 24.580 EFFECTIVE AREA(ACRES) = 108.46 TOTAL AREA(ACRES) = 124.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 88.00 IS CODE = 3 --------------------------------------------------------------------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIM PIPESIZE (N - PRESSURE FLOW) « «< Y DEPTH OF FLOW IN 75.0 INCH PIPE IS 58.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.1 UPSTREAM NODE ELEVATION = 872.08 DOWNSTREAM NODE ELEVATION = 870.62 FLOWLENGTH(FEET) = 487.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 234.29 TRAVEL TIME(MIN.) _ .89 TC(MIN.) = 25.47 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 88.00 TO NODE 88.00 IS CODE = 1 ---- -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ » >DES INDEPENDENT STREAM FOR CONFLUENCE« «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 25.47 RAINFALL INTENSITY (INCH./HOUR) = 2.17 3 EFFECTIVE STREAM AREA(ACRES) = 108.46 TOTAL STREAM AREA(ACRES) = 124.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 234.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 82.00 TO NODE 84.00 IS CODE = 2 ] ------ ------------------------ » » >RATIONAL METHOD INITIAL SUBAREA DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 901.20 DOWNSTREAM ELEVATION = 894.10 ELEVATION DIFFERENCE = 7.10 TC = .304 *[( 1000.00 ** 3.00)/( 7.10)] ** .20 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.260 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0750 SUBAREA RUNOFF(CFS) = 16.34 TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) _ n- 1­1 12.960 16.34 FLOW PROCESS FROM NODE 84.00 TO NODE 86.00 IS CODE = 5 ---------------------------------------------------------------------------- » » >COMPUTE TRAPEZOIDAL- CHANNEL FLOW « «< » » >TRAVELT THRU S «< UPSTREAM NODE ELEVATION = -.-...894.b.10 poi DOWNSTREAM NODE ELEVATION = 884.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 775.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .013 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 16.34 FLOW VELOCITY(FEET /SEC) = 3.71 FLOW DEPTH(FEET) _ .30 TRAVEL TIME(MIN.) = 3.48 TC(MIN.) = 16.44 FLOW PROCESS FROM NODE 86.00 TO NODE 86.00 IS CODE = 8 --------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.826 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) = 8.90 SUBAREA RUNOFF(CFS) = 22.04 EFFECTIVE AREA(ACRES) = 14.60 AVERAGED Fm(INCH/HR) _ .075 TOTAL AREA(ACRES) = 14.60 PEAK FLOW RATE(CFS) = 36.15 ,.., TC(MIN) = 16.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 3 - - FLOW PROCESS FROM NODE - -- - 86_00 TO NODE 87.00 IS CODE = 3 --------------------------------------------------------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA ««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< 3 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.0 UPSTREAM NODE ELEVATION = 880.20 3 DOWNSTREAM NODE ELEVATION = 880.00 FLOWLENGTH(FEET) = 20.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 3 PIPEFLOW THRU SUBAREA(CFS) = 36.15 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 16.48 3 FLOW PROCESS FROM NODE 87.00 TO NODE 87.00 IS CODE = 8 5 » » >ADDITION OF SUBAREA TO MAIN LINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.823 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) = 2.23 EFFECTIVE AREA(ACRES) = 15.50 AVERAGED Fm(INCH /HR) _ .075 TOTAL AREA(ACRES) = 15.50 PEAR FLOW RATE(CFS) = 38.33 TC(MIN) = 16.48 FLOW PROCESS FROM NODE 87.00 TO NODE 88.00 IS CODE = 3 --------------------------------------------------------------------------- L » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< » » >USI C OMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE F LOW) « «< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 30.6 UPSTREAM NODE ELEVATION = ­880.00- NODE ELEVATION = 872.80 FLOWLENGTH(FEET) = 30.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 38.33 TRAVEL TIME(MIN.) _ .02 TC(MIN.) = 16.50 iri FLOW PROCESS FROM NODE 88.00 TO NODE 88.00 IS CODE = 1 --------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: N TIME OF CONCENTRATION(MINUTES) = 16.50 RAINFALL.INTENSITY (INCH./HOUR) = 2.82 EFFECTIVE STREAM AREA(ACRES) = 15.50 TOTAL STREAM AREA(ACRES) = 15.50 PEAR FLOW RATE(CFS) AT CONFLUENCE = 38.33 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN /HR) AREA(ACRES) -------------_---------_-------------- -----.------ - -- 1 234.29 25.47 2.174 13 108.46 2 38.33 16.50 2.821 .08 15.50 3 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: 3 STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 263.58 123.96 3 2 238.12 85.75 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 263.58 TIME(MINUTES) = 25.472 3 EFFECTIVE AREA(ACRES) = 123.96 TOTAL AREA(ACRES) = 139.58 FLOW PROCESS FROM NODE 88.00 TO NODE 98.00 IS CODE = 3 ---------------------------------------------------------------------- - - - - -- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< II L• DEPTH OF FLOW IN 78.0 INCH PIPE IS 61.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.4 UPSTREAM NODE ELEVATION = 870.60 DOWNSTREAM NODE ELEVATION = 869.49 FLOWLENGTH(FEET) = 365.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 78.00 PIPEFLOW THRU SUBAREA(CFS) = 263.58 TRAVEL TIME(MIN.) = .65 TC(MIN.) N = .013 NUMBER OF PIPES = = 26.12 1 FLOW PROCESS FROM NODE 98.00 TO NODE 98.00 IS CODE = 1 -------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 26.12 RAINFALL INTENSITY (INCH./HOUR) = 2.14 EFFECTIVE STREAM AREA(ACRES)•= 123.96 TOTAL STREAM AREA(ACRES) = 139.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 263.58 91 J ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 92.00 IS CODE = 2 ---------------------------------------------------------------------------- » » >RAT ME THOD I SU AN ALYSI S « «< NATURAL AVERAGE COVER TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 761.30 UPSTREAM ELEVATION = 911.00 DOWNSTREAM ELEVATION = 901.50 ELEVATION DIFFERENCE = 9.50 = TC = .706 *[( 761.30 ** 3.00)/( 9.50)] ** .20 24.110 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.247 SOIL CLASSIFICATION IS " A " NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, FM(INCH /HR) _ .8200 i SUBAREA RUNOFF(CFS) = 4.72 TOTAL AREA(ACRES) = 3.68 PEAK FLOW RATE(CFS) = 4.72 FLOW PROCESS FROM NODE 92.00 TO NODE 94.00 IS CODE = 5 Y >>>>>COMPUTE TRAPEZOIDAL- CHANNEL FLOW « «< » » >TRAVELTIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION = 901.50 DOWNSTREAM NODE ELEVATION = 899.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 455.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 4.72 FLOW VELOCITY(FEET /SEC) = 1.34 FLOW DEPTH(FEET) _ .27 TRAVEL TIME(MIN.) = 5.66 TC(MIN.) = 29.77 3 * ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 94.00 TO NODE 94.00 IS CODE = 8 ----------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 1.979 *USER SPECIFIED(SUBAREA): COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0900 SUBAREA AREA(ACRES) = 7.70 SUBAREA RUNOFF(CFS) = 13.09 EFFECTIVE AREA(ACRES) = 11.38 AVERAGED Fm(INCH /HR) _ .326 TOTAL AREA(ACRES) = 11.38 PEAK FLOW RATE(CFS) = 16.93 TC(MIN) = 29.77 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 94.00 TO NODE 96.00 IS CODE = 5 ---------------------------------------------------------------------------- » »> COMPUTE TRAPEZOIDAL- CHANNEL FLOW « «< » » >TRAVEL THRU SUBAR «< UPSTREAM NODE ELEVATION = 899.90 DOWNSTREAM NODE ELEVATION = 882.66 CHANNEL LENGTH THRU SUBAREA(FEET) = 1696.30 CHANNEL BASE(FEET) _ .00 - - - -''Z"-FACTOR = 50.000 MANNINGS FACTOR = 015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 16.93 FLOW VELOCITY(FEET /SEC) = 3.15 FLOW DEPTH(FEET) _ .33 TRAVEL TIME(MIN.) = 8.99 TC(MIN.) = 38.76 FLOW PROCESS FROM NODE 96.00 TO NODE 96.00 IS CODE = 8 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.690 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) = 12.40 SUBAREA RUNOFF(CFS) = 18.02 EFFECTIVE AREA(ACRES) = 23.78 AVERAGED Fm(INCH/HR) _ .195 TOTAL AREA(ACRES) = 23.78 PEAK FLOW RATE(CFS) = 31.99 TC(MIN) = 38.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 96.00 TO NODE 98.00 IS CODE = 3 » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 24.3 UPSTREAM NODE ELEVATION = 878.60 DOWNSTREAM NODE ELEVATION = 871.20 FLOWLENGTH(FEET) = 50.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 31.99 TRAVEL TIME(MIN.) _ .03 TC(MIN.) = 38.79 FLOW PROCESS FROM NODE 98.00 TO NODE 98.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = .38.79 RAINFALL INTENSITY (INCH./HOUR) = 1.69 EFFECTIVE STREAM AREA(ACRES) = 23.78 TOTAL STREAM AREA(ACRES) = 23.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = • 31.99 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------------- 1 263.58 26.12 2.141 .12 123.96 2 31.99 38.79 1.689 .20 23.78 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) -------------_--------------- --------------- 1 291.64 139.97 2 236.48 147.74 =- - - - - COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 291.64 TIME(MINUTES) = 26.118 EFFECTIVE AREA(ACRES) = 139.97 TOTAL AREA(ACRES) = 163.36 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 102.00 IS CODE = 2 - -------------------------------------------------------------------------- L » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 989.70 UPSTREAM ELEVATION = 922.17 DOWNSTREAM ELEVATION = 913.57 ELEVATION DIFFERENCE = 8.60 TC = .304 *[( 989.70 ** 3.00)/( 8.60)] ** .20 = 12.396 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.349 SOIL CLASSIFICATION IS " A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = 8.49 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 8.49 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 102.00 TO NODE 108.00 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)««< - DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.5 UPSTREAM NODE ELEVATION = 909.57 DOWNSTREAM NODE ELEVATION = 909.17 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 _ NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.49 TRAVEL TIME(MIN.) = .37 TC(MIN.) 12.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 1->-->->;;-D-ES--I-G-N-A-TE---I-N-D-E-P-E-N-D-E-NT --- STREAM ------ FOR ----- CONFLUENCE ---- < CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 12.77 RAINFALL INTENSITY (INCH. /HOUR) = 3.29 EFFECTIVE STREAM AREA(ACRES) = 2.90 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.49 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ., FLOW PROCESS FROM NODE 104.00 TO NODE 106.00 IS CODE = 2 » » >R ATIONA L METHOD INITIAL SUB ANALYS DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 .; INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 923.22 DOWNSTREAM ELEVATION = 913.57---- ELEVATION DIFFERENCE = 9.65 TC = .304 *[( 1000.00 ** 3.00)/( 9.65)] ** .20 = 12.189 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.383 SOIL CLASSIFICATION IS " A " 10 COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = 14.19 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 14.19 FLOW PROCESS FROM NODE 106.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » » >AND COM VARIOUS CONFLUENCED STREAM V ««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 'm TIME OF CONCENTRATION(MINUTES) = 12.19 RAINFALL INTENSITY (INCH./HOUR) = 3.38 EFFECTIVE STREAM AREA(ACRES) = 4.80 TOTAL STREAM AREA(ACRES) = 4.80 J6 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.19 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------- - - - - -- 1 8.49 12.77 3.290 .10 2.90 2 14.19 12.19 3.383 .10 4.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 22.28 7.70 2 22.53 7.57 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.53 TIME(MINUTES) = 12.189 EFFECTIVE AREA(ACRES) = 7.57 TOTAL AREA(ACRES) = 7.70 9 FLOW PROCESS FROM NODE 108.00 TO NODE 110.00 IS CODE = 3 --------------------------------------------------------------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - P FLOW)« «< DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.6 INCHES �M PIPEFLOW VELOCITY(FEET /SEC.) = 5.7 UPSTREAM NODE ELEVATION = 909.17 DOWNSTREAM NODE ELEVATION = 907.37 FLOWLENGTH(FEET) = 450.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 pq PIPEFLOW THRU SUBAREA(CFS) = 22.53 TRAVEL TIME(MIN.) = 1.32 TC(MIN.) = 13.51 iw FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 2 ---------------------------------------------------------------------------- » >RATI ONAL METHOD I SUBA AN « «< tom.__ jW DEVELOPMENT IS COMMERCIAL TC = R *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 923.22 DOWNSTREAM ELEVATION = 911.00 +� ELEVATION DIFFERENCE = 12.22 TC = .304 *[( 1000.00 ** 3.00)/( 12.22)] ** .20 = 11.627 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.480 SOIL CLASSIFICATION IS " A " COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = 21.01 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 21.01 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 114.00 TO NODE 116.00 IS CODE = 5 ---------------------------------------------------------------------------- » » >COMPUTE TRAPEZOIDAL- CHANNEL FLOW « «< » » >TRAVELTIME THRU SUBAREA « «<* �* UPSTREAM NODE ELEVATION = 911.00 DOWNSTREAM NODE ELEVATION = 903.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 725.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 50.000 MANNINGS FACTOR = 015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 21.01 FLOW VELOCITY(FEET /SEC) = 3.25 FLOW DEPTH(FEET) _ .36 3 TRAVEL TIME(MIN.) = 3.71 TC(MIN.) = 15.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 8 ----------------------------------------------------------------------- » » >A DDITION O SUBAREA T O MAINLI PE F « «< N 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.947 SOIL CLASSIFICATION IS " A " COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 19.49 EFFECTIVE AREA(ACRES) = 14.50 AVERAGED Fm(INCH/HR) _ .097 TOTAL AREA(ACRES) = 14.50 PEAK FLOW RATE(CFS) = 37.19 TC(MIN) = 15.34 FLOW PROCESS FROM NODE 116.00 TO NODE 118.00 IS CODE = 3 ---------------------------------------------------------------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER — ESTIMATED PIPESIZE•(NON— PRESSURE FLOW) « «< DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.1 UPSTREAM NODE ELEVATION = 899.50 DOWNSTREAM NODE ELEVATION = 899.00 FLOWLENGTH(FEET) = 100.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 36.00 PIPEFLOW THRU SUBAREA(CFS) = 37.19 TRAVEL TIME(MIN.) _ . 24 TC(MIN.) N = .013 NUMBER OF PIPES = = 15.58 1 END OF STUDY SUMMARY: bw TOTAL AREA(ACRES) = 14.50 EFFECTIVE AREA(ACRES) = 14.50 PEAR FLOW RATE(C = 37.19 END OF RATIONAL METHOD ANALYSIS. ow irr E L 0 APPENDIX B J c HYDRAULIC CALCULATIONS OUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC /RD4412.1 (INPUT) DATE: 06/05/97 PAGE 1 ECT: H.G.L. CALC. FOR LINE "A" 767B.DAT p GNER: B.P.W. K(,% (%mw vj (2 MVLb• �p � L2 MAX 0 ADJ 0 LENGTH FL 1 FL 2 CTL /TW D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N 1 874.15 2 291.6 291.6 138.01 869.07 869.47 0.00 78. 0. 3 0.00 0.10 0.27 1 3 20 0 0. 45. 0. 8.00 0.013 LM 3 263.6 263.6 361.34 869.50 870.59 0.00 72. 0. 3 0.00 0.10 0.05 0 4 30 0 0. 45. 0. 8.00 0.013 R# 4 234.3 234.3 203.26 870.61 871.22 0.00 72. 0. 3 0.00 0.10 0.05 0 5 130 0 0. 45. 0. 8.00 0.013 5 209.3 209.3 542.43 871.24 872.87 0.00 66. 0. 3 0.00 0.10 0.05 0 6 40 0 0. 45. 0. 8.00 0.013 6 193.8 193.8 403.84 872.89 874.10 0.00 66. 0. 3 0.00 0.10 0.05 0 7 50 0 0. 45. 0. 8.00 0.013 bw 2 7 184.3 184.3 118.18 874.12 874.48 0.00 60. 0. 3 0.00 0.10 0.05 0 8 60 0 0. 45. 0. 8.00 0.013 PIR 8 147.7 147.7 418.76 874.51 875.76 0.00 60. 0. 3 0.00 0.10 0.05 0 9 70 0 0. 45. 0. 4.66 0.013 2 9 141.8 141.8 131.58 875.76 876.16 0.00 60. 0. 3 0.00 0.10 0.05 0 10 80 0 0. 45. 0. 8.00 0.013 10 120.4 120.4 172.60 876.18 876.69 0.00 54. 0. 3 0.00 0.10 0.00 0 11 90 0 0. 45. 0. 4.66 0.013 2 11 119.7 119.7 14.60 876.69 876.74 0.00 54. 0. 3 0.00 0.10 0.18 0 12 100 0 0. 45. 0. 0.00 0.013 12 119.7 119.7 10.00 876.74 876.77 0.00 36. 66. 3 0.00 0.00 0.02 0 13 0 0 0. 0. 0. 0.00 0.014 2 13 119.7 119.7 81.83 876.77 877.01 0.00 54. 0. 3 0.00 0.00 0.18 0 14 0 0 0. 0. 0. 0.00 0.013 14 106.5 106.5 18.02 877.46 878.48 0.00 42. 0. 3 0.00 0.10 0.00 0 13 110 0 0. 45. 0. 4.66 0.013 � 15 78.3 78.3 39.00 878.48 879.11 0.00 42. 0. 3 0.00 0.10 0.00 0 14 120 0 0. 0. 0. 4.66 0.013 16 31.5 31.5 6.00 879.11 879.28 0.00 42. 0. 1 0.00 0.10 0.00 0 0 0 0 0. 0. 0. 0.00 0.013 20 32.0 28.0 37.96 871.47 872.23 880.60 30. 0. 1 0.00 0.20 0.00 3 0 0 0 0. 0. 0. 4.00 0.013 •30 36.2 29.3 41.16 872.34 873.16 883.20 30. 0. 1 0.00 0.20 0.00 4 0 0 0 0. 0. 0. 4.00 0.013 40 15.5 15.5 31.51 874.12 878.48 0.00 36. 0. 1 0.00 0.20 0.00 5 0 0 0 0. 0. 0. 4.00 0.013 2 50 9.5 9.5 32.23 875.85 878.35 0.00 24. 0. 1 0.00 0.20 0.00 6 0 0 0 0. 0. 0. 4.00 0.013 60 37.2 36.6 140.66 875.48 885.41 889.91 36. 0.. 1 0.00 0.20 0.25 8 0 0 0 0. 0. 0. 4.00 0.013 2,70 6.4 5.9 10.87 877.51 878.51 884.45 18. 0. 1 0.00 0.20 0.00 9 0 0 0 0. 0. 0. 4.00 0.013 T 80 24.9 21.4 112.87 876.96 886.72 0.00 36. 0. 3 0.00 0.10 0.00 10 81 82 0 0. 68. 0. 4.66 0.013 2 81 22.3 2 '2.3 235.40 886.82 887.53 892.03 36. 0. 1 0.00 0.20 0.18 0 0 0 0 0. 0. 0. 4.00 0.013 82 6.9 2.6 79.02 887.47 888.09 891.09 18. 0. 1 0.00 0.20 0.00 81 0 0 0 0. 0. 0. 4.00 0.013 D J NTT PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC /RD4412.1 (INPUT) DATE: 06/05/97 PAGE 2 J ECT: H.G.L. CALL. FOR LINE "A" 767B.DAT GNER: B.P.W. 1 L2 MAX G ADJ 0 LENGTH FL 1 FL 2 CTL /TW D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N 90 1.5 0.7 10.29 878.20 879.21 884.38 18. 0. 1 0.00 0.20 0.00 11 0 0 0 0. 0. 0. 4.00 0.013 00 13.2 13.2 15.91 878.30 879.89 886.00 24. 0. 1 0.00 0.20 0.00 14 0 0 0 0. 0. 0. 4.00 0.013 2 110 28.2 28.2 15.91 879.51 881.10 886.34 30. 0. 1 0.00 0.20 0.00 15 0 0 0 0. 0. 0. 4.00 0.013 20 41.4 41.4 15.91 881.26 881.58 887.10 30. 0. 1 0.00 0.20 0.00 16 0 0 0 0. 0. 0. 4.00 0.013 2 130 25.0 25.0 31.51 872.47 874.60 0.00 42. 0. 1 0.00 0.20 0.10 7 0 0 0 0. 0. 0. 2.00 0.013 l� h D t OUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC /RD4412.2 DATE: 06 /05/97 PAGE 1 ECT: H.G.L. CALL. FOR LINE " A " 767B.DAT GNER: B.P.W. 0 0 W DN DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 1 HYDRAULIC GRADE LINE CONTROL = 874.15 291.6 78 0 6.50 4.58 PART 0.00309 10.5 10.2 869.07 869.47 874.15 874.69 5.08 5.22 0.00 0.00 3 263.6 72 0 6.00 4.45 PART 0.00387 9.7 10.0 869.50 870.59 875.04 875.89 5.54 5.30 0.00 0.00 Iy 234.3 72 0 6.00 4.19 PART 0.00306 8.3 9.8 870.61 871.22 876.52 875.94 5.91 4.72 0.00 0.00 209.3 66 0 5.50 4.05 PART 0.00388 9.0 9.2 871.24 872.87 876.43 877.87 5.19 5.00 0.00 0.00 fi W 193.8 66 0 5.50 3.90 PART 0.00333 8.2 9.1 872.89 874.10 878.30 878.70 5.41 4.60 0.00 0.00 184.3 60 0 5.00 3.88 PART 0.00501 10.0 9.8 874.12 874.48 878.55 879.02 4.43 4.54 0.00 0.00 s: 147.7 60 0 5.00 3.48 FULL 0.00322 7.5 7.5 874.51 875.76 879.94 881.29 5.43 5.53 0.00 0.00 141.8 60 0 4.05 3.41 FULL 0.00296 7.2 7.2 875.76 876.16 881.40 881.79 5.64 5.63 0.00 0.00 10 120.4 54 0 4.50 3.23 FULL 0.00375 7.6 7.6 876.18 876.69 881.91 882.56 5.73 5.87 0.00 0.00 119.7 54 0 4.50 3.22 FULL 0.00370 7.5 7.5 876.69 876.74 882.58 882.63 5.89 5.89 0.00 0.00 iw 12 119.7 36 66 2.95 2.45 FULL 0.00486 7.3 7.3 876.74 876.77 882.62 882.66 5.88 5.89 0.00 0.00 119.7 54 0 4.50 3.22 full 0.00370 7.5 7.5 876.77 877.01 882.59 882.89 5.82 5.88 0.00 0.00 14 106.5 42 0 1.63 3.14 FULL 0.01120 11.1 11.1 877.46 878.48 882.22 882.42 4.76 3.94 0.00 0.00 5 78.3 42 0 1.98 2.77 FULL 0.00606 8.1 8.1 878.48 879.11 883.80 884.04 5.32 4.93 0.00 0.00 16 31.5 42 0 1.02 1.73 FULL 0.00098 3.3 3.3 879.11 879.28 884.63 884.64 5.52 5.36 884.82 0.00 Wi Mo °3 HYDRAULIC GRADE LINE CONTROL = 874.86 20 32.0 30 0 1.32 1.92 FULL 0.00609 6.5 6.5 871.47 872.23 874.86 875.10 3.39 2.87 875.89 880.60 13 4 HYDRAULIC GRADE LINE CONTROL = 876.21 30 36.2 30 0 1.43 2.04 FULL 0.00779 7.4 7.4 872.34 873.16 876.21 876.53 3.87 3.37 877.54 883.20 V E IOU NTY PUBLIC WORKS STORM DRAIN ANALYSIS KEPT: PC /RD4412.2 DATE: 06/05/97 PAGE 2 ECT: H.G.L. CALC. FOR LINE "A" 767B.DAT GNER: B.P.W. 0 D W DN DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 5 HYDRAULIC GRADE LINE CONTROL = 876.18 p" inl 15.5 36 0 0.50 1.25 PART 0.00054 15.8 5.5 874.12 878.48 874.71 879.73 0.59 1.25 880.31 0.00 iN 6 HYDRAULIC GRADE LINE CONTROL = 878.09 9.5 24 0 0.52 1.10 SEAL 0.00176 3.0 5.4 875.85 878.35 878.09 879.45 2.24 1.10 879.99 0.00 HYD JUMP X = 3.15 X(N) = 0.00 X(J) = 4.26 F(J) = 3.77 D(BJ) = 0.60 D(AJ) = 1.90 am bw 8 HYDRAULIC GRADE LINE CONTROL = 879.48 37.2 36 0 0.93 1.98 SEAL 0.00311 5.3 7.5 875.48 885.41 879.48 887.39 4.00 1.98 888.45 889.91 HYD JUMP X = 2.18 X(N) = 0.00 X(J) = 2.18 F(J) = 22.69 D(BJ) = 0.97 D(AJ) = 3.84 po im HYDRAULIC GRADE LINE CONTROL = 881.34 6.4 18 0 0.46 0.98 FULL 0.00371 3.6 3.6 877.51 878.51 881.34 881.38 3.83 2.87 881.63 884.45 IN 10 HYDRAULIC GRADE LINE CONTROL = 881.85 24.9 36 0 0.72 1.60 SEAL 0.00139 3.5 6.5 876.96 886.72 881.85 888.32 4.89 1.60 0.00 0.00 HYD JUMP X = 21.00 X(N) = 0.00 X(J) = 21.00 F(J) = 14.06 D(BJ) = 0.77 D(AJ) = 3.10 �1 22.3 36 0 1.69 1.52 PART 0.00112 4.8 5.4 886.82 887.53 888.71 889.22 1.89 1.69 889.77 892.03 Iw 1 HYDRAULIC GRADE LINE CONTROL = 888.52 2 6.9 18 0 0.96 1.01 PART 0.00431 5.8 5.4 887.47 888.09 888.43 889.10 0.96 1.01 889.65 891.09 X = 0.00 X(N) = 5.45 V1 OUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC /RD4412.2 DATE: 06/05/97 PAGE 3 ECT: H.G.L. CALL. FOR LINE " A " 767B.DAT GNER: B.P.W. ,v 0 D W DN DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS id 11 HYDRAULIC GRADE LINE CONTROL = 882.57 pm 1.5 18 0 0.22 0.46 FULL 0.00020 0.8 0.8 878.20 879.21 882.57 882.57 4.37 3.36 882.58 884.38 6 pm DIY 13 HYDRAULIC GRADE LINE CONTROL = 882.56 13.2 24 0 0.58 1.30 FULL 0.00340 4.2 4.2 878.30 879.89 882.56 882.61 4.26 2.72 882.94 886.00 HYDRAULIC GRADE LINE CONTROL = 883.11 28.2 30 0 0.79 1.81 SEAL 0.00473 5.7 7.4 879.51 881.10 883.11 882.91 3.60 1.81 883.93 886.34 HYD JUMP X = 11.56 X(N) = 0.00 X(J) = 13.72 FM = 10.17 D(BJ) = 1.47 D(AJ) = 2.22 im 16 HYDRAULIC GRADE LINE CONTROL = 884.33 0 41.4 30 0 1.56 2.16 FULL 0.01019 8.4 8.4 881.26 881.58 884.33 884.50 3.07 2.92 885.82 887.10 W �6 HYDRAULIC GRADE LINE CONTROL = 878.62 "'0 25.0 42 0 0.73 1.53 FULL 0.00062 2.6 2.6 872.47 874.60 878.62 878.65 6.15 4.05 878.78 0.00 Yri dw 3 3 1 3 1, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUSCRITICAL THROUGH A HYDRAULIC JUMP HJ a UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE Im HJ 2 DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE !� EOJ 6/ 5/1997 16:49 f' ow w N I N MR L_J J 0 COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC /RD4412.1 (INPUT) DATE: 01/02/01 PAGE 1 I ROJECT: MULBERRY ULTIMATE STORM DRAIN DESIGNER: B.P.W. 767LINEA.DAT I D L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL /TW D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N 8 1 884.60 2 2 102.8 102.8 61.21 879.28 881.06 0.00 42. 0. 3 0.00 0.00 0.00 1 3 0 0 0. 0. 0. 0.00 0.013 #. 2 3 102.8 102.8 265.67 881.06 886.95 0.00 42. 0. 3 0.00 0.00 0.05 0 4 0 0 0. 0. 0. 4.66 0.013 2 4 102.8 102.8 395.34 887.05 889.95 0.00 42. 0. 3 0.00 0.00 0.05 0 5 0 0 0. 0. 0. 4.66 0.013 2 5 102.8 102.8 395.34 890.05 891.63 0.00 42. 0. 3 0.00 0.00 0.05 0 6 20 0 0. 60. 0. 4.66 0.013 2 6 90.6 90.6 395.34 891.73 895.95 0.00 42. 0. 3 0.00 0.00 0.05 0 7 0 0 0. 0. 0. 4.66 0.013 2 7 90.6 90.6 209.92 896.05 899.24 0.00 42. 0. 3 0.00 0.00 0.00 0 8 30 0 0. 45. 0. 1.00 0.013 2 8 76.7 76.7 210.08 899.24 902.45 0.00 42. 0. 3 0.00 0.00 0.05 0 9 0 0 0. 0. 0. 4.66 0.013 2 9 76.7 76.7 240.69 902.50 904.38 0.00 36. 0. 3 0.00 0.00 0.00 0 10 40 0 0. 60. 0. 1.00 0.013 2 10 64.3 64.3 146.27 904.38 905.50 0.00 36. 0. 3 0.00 0.00 0.30 0 11 0 0 0. 0. 0. 4.66 0.013 pm 2 11 64.3 64.3 220.91 905.60 907.40 0.00 36. 0. 3 0.00 0.00 0.12 0 12 50 0 0. 45. 0. 4.66 0.013 i 2 12 40.5 40.5 56.00 907.50 911.80 917.47 30. 0. 1 0.00 0.20 0.00 0 0 0 0 0. 0. 0. 3.00 0.013 2 20 12.2 12.2 95.03 892.43 894.85 899.98 24. 0. 1 0.00 0.20 0.00 6 0 0 0 0. 0. 0. 3.00 0.013 2 30 13.9 13.9 11.47 901.22 903.80 908.37 24. 0. 1 0.00 0.20 0.00 8 0 0 0 0. 0. 0. 3.00 0.013 2 40 13.3 13.3 46.31 905.43 911.32 914.00 24. 0. 3 0.00 0.00 0.17 10 41 0 0 0. 0. 0. 1.00 0.013 pp 2 41 13.3 13.3 312.00 911.32 912.27 916.40 24. 0. 1 0.00 0.20 0.15 0 0 0 0 0. 0. 0. 3.00 0.013 2 50 23.8 23.8 84.84 908.01 911.50 916.24 24. 0. 1 0.00 0.20 0.00 12 0 0 0 0. 0. 0. 3.00 0.013 3 COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC /RD4412.2 DATE: 01/02/01 PAGE 1 I ROJECT: MULBERRY ULTIMATE STORM DRAIN DESIGNER: B.P.W. 767LINEA.DAT INE Q D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 1 HYDRAULIC GRADE LINE CONTROL = 884.60 2 102.8 42 0 1.95 3.09 SEAL 0.01044 10.7 16.8 879.28 881.06 884.60 883.19 5.32 2.13 0.00 0.00 HYD JUMP X 50.01 X(N) = 0.00 X(J) = 50.01 F(J) = 59.49 D(BJ) = 2.12 D(AJ) = 4.37 brA 3 102.8 42 0 2.13 3.09 PART 0.01044 16.8 12.5 881.06 886.95 883.19 889.73 2.13 2.78 0.00 0.00 4 102.8 42 0 3.50 3.09 SEAL 0.01044 11.4 10.7 887.05 889.95 890.14 894.44 3.09 4.49 0.00 0.00 X 77.80 X(N) = 0.00 5 102.8 42 0 3.50 3.09 FULL 0.01044 10.7 10.7 890.05 891.63 894.44 898.57 4.39 6.94 0.00 0.00 6 90.6 42 0 2.53 2.95 FULL 0.00811 9.4 9.4 891.73 895.95 899.28 902.49 7.55 6.54 0.00 0.00 7 90.6 42 0 2.22 2.95 FULL 0.00811 9.4 9.4 896.05 899.24 902.49 904.19 6.44 4.95 0.00 0.00 8 76.7 42 0 1.99 2.74 FULL 0.00581 8.0 8.0 899.24 902.45 904.83 906.07 5.59 3.62 0.00 0.00 HJ c4 UJT JW 9 76.7 36 0 3.00 2.73 SEAL 0.01322 11.3 10.9 902.50 904.38 905.23 908.56 2.73 4.18 0.00 0.00 X - 22.93 X(N) = 0.00 10 64.3 36 0 3.00 2.57 FULL 0.00929 9.1 9.1 904.38 905.50 909.52 910.88 5.14 5.38 0.00 0.00 11 64.3 36 0 3.00 2.57 FULL 0.00929 9.1 9.1 905.60 907.40 910.88 912.94 5.28 5.54 0.00 0.00 12 40.5 30 0 1.03 2.14 SEAL 0.00975 8.3 9.1 907.50 911.80 913.58 913.94 6.08 2.14 915.47 917.47 HYD JUMP X = 53.34 X(N) = 0.00 X(J) = 53.65 F(J) = 16.42 D(BJ) = 1.83 D(AJ) = 2.46 Iw, !w 6 HYDRAULIC GRADE LINE CONTROL = 898.93 20 12.2 24 0 0.80 1.25 FULL 0.00291 3.9 3.9 892.43 894.85 898.93 899.20 6.50 4.35 899.48 899.98 u k -3 8 HYDRAULIC GRADE LINE CONTROL = 904.51 30 13.9 24 0 0.49 1.34 SEAL 0.00378 4.4 6.2 901.22 903.80 904.51 905.14 3.29 1.34 905.86 908.37 HYD JUMP .3 X = 4.77 X(N) = 0.00 X(J) = 4.77 F(J) = 5.81 D(BJ) = 0.77 D(AJ) = 2.23 10 HYDRAULIC GRADE LINE CONTROL = 909.04 40 13.3 24 0 0.55 1.31 SEAL 0.00346 4.2 6.1 905.43 911.32 909.04 912.63 3.61 1.31 0.00 0.00 HYD JUMP X = 7.45 X(N) = 0.00 X(J) = 7.45 F(J) = 7.05 D(BJ) = 0.61 D(AJ) = 2.68 COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS I ROJECT: MULBERRY ULTIMATE STORM DRAIN DESIGNER: B.P.W. 767LINEA.DAT INE Q D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) in 1- 41 13.3 24 0 2.00 1.31 PART 0.00346 6.1 4.6 911.32 912.27 912.63 913.98 1.31 12 HYDRAULIC GRADE LINE CONTROL = 913.26 �A ~ A i lk at � 50 23.8 24 0 1.02 1.73 FULL 0.01107 7.6 7.6 908.01 911.50 913.26 914.20 5.25 iw a 9 REPT: PC /RD4412.2 DATE: 01/02/01 PAGE 2 D 2 TW TW (FT) CALC CK REMARKS 1.71 914.39 916.40 2.70 915.27 916.24 V 1, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ ® UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ 0 DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE E h ON am EOJ 1/ 2/2001 9:11 E ri n f D J r� APPENDIX C CATCH BASIN CALCULATIONS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 - 99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE � LA MIRADA CA, 90638 (714) 521 -4811 FAX (714) 521 -4173 TIME /DATE OF STUDY: 16:43 12/29/2000 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * MULBERRY STORM DRAIN * FLOW INTERCEPTED BY NORTHERNMOST CATCH BASIN * ON MULBERRY NORTH OF JURUPA ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** P" >> >>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<< << t'---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 64.30 GUTTER FLOWDEPTH(FEET) = 0.67 BASIN LOCAL DEPRESSION(FEET) = 0.17 FLOWBY BASIN WIDTH(FEET) = 21.00 >> >>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 119.9 >> >>CALCULATED ESTIMATED INTERCEPTION(CFS) = 20.7 �i `i ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA CA, 90638 (714) 521 -4811 FAX (714) 521 -4173 Pq i , - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - �II TIME /DATE OF STUDY: 16:44 12/29/2000 s * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * MULBERRY STORM DRAIN * FLOW INTERCEPTED BY SOUTHERNMOST CATCH BASIN * ON MULBERRY NORTH OF JURUPA ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >> >>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<< << - Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 43.60 GUTTER FLOWDEPTH(FEET) = 0.67 BASIN LOCAL DEPRESSION(FEET) = 0.17 FLOWBY BASIN WIDTH(FEET) = 21.00 >> >>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 81.3 >> >>CALCULATED ESTIMATED INTERCEPTION(CFS) = 19.8 E1 0 0 �I CURB OPENING BASIN CALCULATION SHEET Basin Located At O :Kuizu PA . h = height of catch basin opening --I I ' H = Maximum depth of ponding at catch basin .' H/h = .$3 ' /. '= I A Use Table "L" to yield 1.'I cfs /l.f. at Z3 -8 tfs (QLLK,,�)/(Table "L" result) = V3b 1a1 = t� minimum length of opening required to intercept Q. i Length of Catch Basin Recommended = � ' Basin Located At O h = height of catch basin opening ' H = Maximum depth of ponding at catch basin H/h = '/ I ' = ' Use Table "L" to yield cfs /l.f. Q_ ato= cfs (Q __)/(Table "L" result) required to intercept Q. Length of Catch Basin Recommended = ' 0 = minimum length of opening t"I tA U I rA 1rA 1r U- r7A "T m • Ilel IC �2hl ol O,:oc,-ii,1g 1 h) 117 �— N N �,,� t �A v► �, co to 01'0,Oelll� 117 Ale 67,0001Y Oer /00/ 0/ lel9glh 0/ NIZ //7 c. I DC /00/ t Q, n '� ti o �I i\j N o0 0 ci Rollo ol coolh a/ w0le al 0,0e. /0 helqhl 0/ OOC, N N . ■ . E ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA CA, 90638 (714) 521 -4811 FAX (714) 521 -4173 ' t - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TIME /DATE OF STUDY: 15:36 12/29/2000 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * DEPTH OF FLOW IN STREET APPROACHING * CATCH BASIN AT STREET STATION 29 +23.55 P" ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >> >>STREETFLOW MODEL INPUT INFORMATION<< << "----------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.014600 CONSTANT STREET FLOW(CFS) = 46.50 �.. AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS 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) = 0.75 HALFSTREET FLOOD WIDTH(FEET) = 29.61 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.19 ---- PRODUCT -OF- DEPTH& VELOCITY-=---- 3.90------------------------------- - - - - -- 3 F ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 799 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA CA, 90638 (714) 521 -4811 FAX (714) 521 -4173 ---------------------------------------------------------------- TIME /DATE OF STUDY: 15:39 12/29/2000 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** W * MULBERRY STORM DRAIN * FLOW INTERCEPTED BY CATCH BASIN AT * STREET STATION 29 +23.55 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >> >>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<< << ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 46.50 GUTTER FLOWDEPTH(FEET) = 0.67 BASIN LOCAL DEPRESSION(FEET) = 0.17 FLOWBY BASIN WIDTH(FEET) = 14.00 >> >>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = .86.7 >> >>CALCULATED ESTIMATED INTERCEPTION(CFS) = 13.9 �I ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA CA, 90638 (714) 521 -4811 FAX (714) 521 -4173 --------- -- - ------ - ----- -- ---------- E� l--- ------------------------------------- TIME /DATE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * HALF WIDTH CAPACITY OF EAST SITE OF MULBERRY �* AT CATCH BASIN AT STATION 23 +46.79 * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >> >>STREETFLOW MODEL INPUT INFORMATION<< << ---------------------------------------------------------------------------- 6i CONSTANT STREET GRADE(FEET /FEET) = 0.006000 CONSTANT STREET FLOW DEPTH(FEET) = 0.67 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 !� CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 j CONSTANT SYMMETRICAL GUTTER HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE. STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 25.59 HALFSTREET FLOW(CFS) = 20.61 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.06 PRODUCT OF DEPTH &VELOCITY = 2.05 Fl 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA CA, 90638 (714) 521 -4811 FAX (714) 521 -4173 - -- ------ TIME /DATE OF STUDY: 16:31 12/29/2000 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * FLOW INTERCEPTED BY CATCH BASIN LOCATED * AT STREET STATION 23 +46.79 * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >> >>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<< << ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 20.60 GUTTER FLOWDEPTH(FEET) = 0.67 BASIN LOCAL DEPRESSION(FEET) = 0.17 FLOWBY BASIN WIDTH(FEET) = 14.00 >> >>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 38.4 » >>CALCULATED ESTIMATED INTERCEPTIONICFS) = 12.2