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HomeMy WebLinkAboutHunter's Ridge - Hydrology and Hydraulic CalculationsHYDROLOGY & H U ®RAULOC CALC'S j.R KAPP & ASSOCIATES` NC• HUNTER'S RIDGE HYDROLOGY & HYDRAULIC CALC'S OCTOBER 1988 -F.�ozoI )qqo REVISED -MARCH 1989 REVISED MAY 1989 REVISED JUL 1989 REVISED AUG 1989 i • J.P. KAPP & ASSOCIATES, INC. 15892 Pasadena Avenue TUSTIN, CALIFORNIA 92680 (714) 730.5757 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE OR DATE DATE ...._... :........:_ I .._._ f ....... l �........ i l E 1 I ......... . _�. ... ✓ .... _ 1 i ,• ! _.....�._.._ I J... ..._.... _ . ' ....... i w/.�?.....,/.D,4 C� 1.. _.:..ate', �._....._.: ..... _ l_..�....... I ..... tI I �.._... _..._ ......... «.1... . i._....... r .. I ... .... I ... Y _... _..-; ... .._ ...._ _..__.4......._...T..... ....i.._..._. _I'..... .._�. 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DESCRIPTION OF STUDY ********************** * HUNTER'S RIDGE * HYDROLOGY STUDY * 25 YEAR STORM -REVISED 3/06/89 ************************************************************************** FILE NAME: HUNTERS.DAT TIME/DATE OF STUDY: 19:31 3/ 6/1989 ---------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GR,ADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.060 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.590 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.2461 SLOPE OF INTENSITY DURATION CURVE = .7000 FLOW PROCESS FROM NODE 2.00 TO NODE 2.10 IS CODE = 2 >`>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 2352.00 DOWNSTREAM ELEVATION = 2256.00 ELEVATION DIFFERENCE = 96.00 TC = .525*[( 1000.00** 3.00)/( 96.00)]** .20 = 13.296 25 YEAR RAINFALL INTENSITY(INCH/HOUR,) = 3.578 SOIL CLASSIFICATION IS "B" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .2700 SUBAREA RUNOFF(CFS) = 29.77 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 29.77 **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 3.00 IS CODE = g ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 2256.00 DOWNSTREAM NODE ELEVATION = 2160.00 CHAHNE!- LENGTH THRU SUBAREA(FEET) = 11150.00 / "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 1.500 PAVEMENT LIP(FEET) = .030 MANNINGS N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) _ .02 MAXIMUM DEPTH(FEET) = 1.54 NOTE:TRAVELTIME ESTIMATES BASED ON NORMAL DEPTH IN A FLOWING --FULL GUTTER(NORMAL DEPTH = GUTTER HIKE) NOTE:TRAVELTIME ESTIMATES BASED ON NORMAL DEPTH IN A FLOWING -FULL GUTTER(NORMAL DEPTH = GUTTER HIKE) 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.461 SOIL CLASSIFICATION IS "B" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .2700 TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC) = 21.81 AVERAGE FLOWDEPTH(FEET) = 1.50 FLOODWIDTH(FEET) = 3.00 "V" GUTTER FLOW TRAVEL TIME(MIN) _ .65 TC(MIN) = 13.94 SUBAREA AREA(ACRES) =, 4.00 SUBAREA RUNOFF(CFS) = 11.49 EFFECTIVE AREA(ACRES) = 14.00 AVERAGED Fm(INCH/HR) = .270 TOTAL AREA(ACRES) = 14.00 PEAK FLOW RATE(CFS) = 40.20 NOTE:TRAVELTIME ESTIMATES BASED ON NORMAL DEPTH IN A FLOWING -FULL GUTTER(NORMAL DEPTH = GUTTER HIKE) END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 1.50 FLOODWIDTH(FEET) = 3.00 FLOW VELOCITY(FEET/SEC.) = 21.81 DEPTH*VELOCITY = 32.72 FLOW PROCESS FROM NODE 1.00 TO NODE 1.10 IS CODE = 2 ----------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> .4 DWELLING/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL.SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 26$0.00 DOWNSTREAM ELEVATION = 2395.00 ELEVATION DIFFERENCE = 285.00 TC = .487*[( 1000.00** 3.00)/( 285.00)]** .20 = 9.921 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.392 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> .4 DWELLING/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .6750 SUBAREA RUNOFF(CFS) = 32.45 TOTAL AREA(ACRES) = 9.70 PEAK FLOW RATE(CFS) = 32.45 FLOW PROCESS FROM NODE 1.10 TO NODE 2.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 2395.00 DOWNSTREAM ELEVATION = 2352.00 STREET LENGTH(FEET) = 500.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBRE,AK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 34.46 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .49 HALFSTREET FLOODWIDTH(FEET) = 10.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.80 PRODUCT OF DEPTH&VELOCITY = 4.35 STREETFLOW TRAVELTIME(MIN) _ .95 TC(MIN) = 10.87 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4,120 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> .4 DWELLING/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .6750 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 4.03 EFFECTIVE AREA(ACRES) = 11.00 AVERAGED Fm(INCH/HR) _ .675 TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 34.11 END OF SUBAREA STREETFLOW HYDRAULICS DEPTH(FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 10.81 FLOW VELOCITY(FEET/SEC.) = 8.71 DEPTH*VELOCITY = 4.31 FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 IS CODE = 3 ----------------------------- ----------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.4 UPSTREAM NODE ELEVATION = 2352.00 DOWNSTREAM NODE ELEVATION = 2090.00 FLOWLENGTH(FEET) = 2400.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 34.11 TRAVEL TIME(MIN.) = 1.79 TC(MIN.) = 12.66 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 8 -------------- ----------------------------------------- ------ ------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.704 SOIL CLASSIFICATION'IS "B" RESIDENTIAL-> 1 DWELLING/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .6000 SUBAREA AREA(ACRES) = 14.20 SUBAREA RUNOFF(CFS) = 39.67 EFFECTIVE AREA(ACRES) = 25.20 AVERAGED Fm(INCH/HR) _ .633 TOTAL AREA(ACRES) = 25.20 PEAK FLOW RATE(CFS) = 69.65 TC(MIN) = 12.66 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<.<<<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 27.0 UPSTREAM NODE ELEVATION = 2090.00 DOWNSTREAM NODE ELEVATION = 1948.00 FLOWLENGTH(FEET) = 1300.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPEFLOW THRU SUBAREA(CFS) = 69.65 TRAVEL TIME(MIN.) = .80 TC(MTN.) N = .013 NUMBER OF PIPES 13.46 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 8 - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.548 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .6790 SUBAREA AREA(ACRES) = 12.20 SUBAREA RUNOFF(CFS) = 31.50 EFFECTIVE AREA(ACRES) = 37.40 AVERAGED Fm(INCH/HR) _ .648 TOTAL AREA(ACRES) = 37.40 PEAK FLOW RATE(CFS) = 97.62 TC(MIN) = 13.46 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<<• >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ------ ------------------------------ DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.8 INCHES PIPEFLOW VELOCITY(FEET/SEC..) = 29.7 UPSTREAM NODE ELEVATION = 1948.00 DOWNSTREAM NODE ELEVATION = 1815.00 FLOWLENGTH(FEET) = 1180.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 97.62 TRAVEL TIME(MIN.) = .66 TC(MIN.) = 14.12 FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.431 SOIL CLASSIFICATION IS "A" ,COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREM ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 4.50 EFFECTIVE AREA(ACRES) = 38.90 AVERAGED Fm(INCH/HR) _ .627 TOTAL AREA(ACRES) = 38.90 PEAK FLOW RATE(CFS) = 98.18 TC(MIN) = 14.12 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE _ ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 26.4 UPSTREAM NODE ELEVATION = 1815.00 DOWNSTREAM NODE ELEVATION = 1712.00 FLOWLENGTH(FEET) = 1300.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 98.18 TRAVEL TIME(MIN.) = .82 TC(MIN.) = 14.94 FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 8 --------------------------------------------------------------------------��- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.298 SOIL CLASSIFICATION IS "A" MOBILE HONPE PARK SUBAREA LOSS RATE, Fm(INCH/H'R) _ .2425 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 11.00 EFFECTIVE AREA(ACRES) = 42.90 AVERAGED Fm(INCH/HR) _ .591 TOTAL AREA(ACRES) = 42.90 PEAK FLOW RATE(CFS) = 104.52 TC(MIN) = 14.94 -, FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES)= 14.94 RAINFALL INTENSITY (INCH./HOUR) = 3.30 EFFECTIVE STREAM AREA(ACRES) = 42.90 TOTAL.STREAM AREA(ACRES) = 42.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 104.52 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 2 --- ------------,----------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM -ELEVATION = 1930.00 DOWNSTREAM ELEVATION = 1815.00 ELEVATION DIFFERENCE = 115.00 TC = .526*[( 1000.00** 3.00)/( 115.00)]** .20 = 12,824 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.670 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .4100 SUBAREA RUNOFF(CFS) = 11.15 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 11.15 FLOW PROCESS FROM NODE 9.00 TO NODE 7.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1815.00 DOWNSTREAM ELEVATION = 1712.00 STREET LENGTH(FEET) = 1500.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 , DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 39,04 STREETFLOH! MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .52 HALFSTREET FLOODWIDTH(FEET) = 10.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.82 PRODUCT OF DEPTH&VELOCITY = 4.63 STREETFLOW TRAVELTIME(MIN) = 2.83 TC(MIN) = 15.66 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.191 SOIL CLASSIFICATION IS RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 23.60 SUBAREA RUNOFF(CFS) = 55.41 EFFECTIVE AREA(ACRES) = 27.40 AVERAGED Fm(INCH/HR) _ .558 TOTAL AREA(ACRES) = 27.40 PEAK: FLOW RATE(CFS) = 64.93 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .62 HALFSTREET FLOODWIDTH(FEET) = 15.31 FLOW VELOCITY(FEET/SEC.) = 9.29 DEPTH*VELOCITY = 5.80 FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 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) = 15.66 RAINFALL INTENSITY (INCH./HOUR) = 3.19 EFFECTIVE STREAM AREA(ACRES) = 27.40 TOTAL STREAM AREA(ACRES) = 27.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 64.93 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME NUMBER RATE(CFS) (MIN.) 1 104.52 14.94 2 64.93 15.66 INTENSITY FM EFFECTIVE (INCH/HOUR) (IN/HR) AREA(ACRES) --------------------------------- 3.298 .59 42.90 3.191 .56 27.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION -RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 168.97 69.04 2 165.32 70.30 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 168.97 TIME(MINUTES) = 14.939 EFFECTIVE AREA(ACRES) = 69.04 TOTAL AREA(ACRES) = 70.30 FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)Q <<< DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.4 UPSTREAM NODE ELEVATION = 1712.00 DOWNSTREAM NODE ELEVATION = 1706.00 FLOWLENGTH(FEET) = 150.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 168.97 TRAVEL TIME(MIN.) = .11 TC(MIN.) = 15.05 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEM << ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.05 RAINFALL INTENSITY (INCH./HOUR) = 3.28 EFFECTIVE STREAM AREA(ACRES) = 69.04 TOTAL STREAM AREA(ACRES) = 70.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 168.97 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 2 ---------------------------------------------------------------------------- >>» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<M < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))** .20 INITIAL SUBAREA FLOW -LENGTH = 540.00 UPSTREAM ELEVATION = 1955.00 DOWNSTREAM ELEVATION = 1875.00 ELEVATION DIFFERENCE _ 80.00 TC = .525*[( 540.00** 3.00)/( 80.00)]** .20 = 9.527 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.518 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .4100 SUBAREA RUNOFF(CFS) = 34.02 TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 34.02 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 5 >> >>>COMPUTE TRAPEZOIDAL -CHANNEL FLOW <<« < >>MTRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 1875.00 DOWNSTREAM NODE ELEVATION = 1810.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 560.00 CHANNEL BASE(FEET) = 100.00 "Z" FACTOR = 5.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 34.02 FLOW VELOCITY(FEET/SEC) = 3.09 FLOW DEPTH(FEET) = 11 TRAVEL TIME(MIN.) = 3.02 TC(MIN.) = 12.54 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.727 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .4100 SUBAREA AREA(ACRES) = 13.50 SUBAREA RUNOFF(CFS) = 40.30 EFFECTIVE AREA(ACRES) = 22.70 AVERAGED Fm(INCH/HR) _ .410 TOTAL AREA(ACRES) = 22.70 PEAK FLOW RATE(CFS) = 67.76 TC(MIN) = 12.54 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 6 9 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< UPSTREAM ELEVATION = 1810.00 DOWNSTREAM ELEVATION = 1716.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(INCHES) 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 86.30 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) = .67 HALFSTREET FLOODWIDTH(FEET) = 17.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 9.98 PRODUCT OF DEPTH&VELOCITY = 6.73 STREETFLOW TRAVELTIME(MIN) = 2.17 TC(MIN) = 14.72 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.333 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 14.90 SUBAREA RUNOFF(CFS) = 36.89 EFFECTIVE AREA(ACRES) = 37.60 AVERAGED Fm(INCH/HR) _ .478 TOTAL AREA(ACRES) = 37.60 PEAK FLOW RATE(CFS) = 96.60 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH.(FEET) = .70 HALFSTREET.FLOODWIDTH(FEET) = 19.06 FLOW VELOCITY(FEET/SEC.) = 10.10 DEPTH*VELOCITY = 7.06 FLOW PROCESS FROM NODE 13.10 TO NODE 14.00 IS CODE 8 -------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK: FLOW<<<<< ------------- - 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.333 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 27.60 SUBAREA RUNOFF(CFS) = 68.33 EFFECTIVE AREA(ACRES) = 65.20 AVERAGED Fm(INCH/HR) _ .522 TOTAL AREA(ACRES) = 65.20 PEAK FLOW RATE(CFS) = 164.93 TC(MIN) = 14.72 FLOW PROCESS FROM NODE 14.00 TO NODE 10.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.5 UPSTREAM NODE ELEVATION = 1716.00 DOWNSTREAM NODE ELEVATION - 1706.00 FLOWLENGTH(FEET) = 400.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 164.93 lo TRAVEL TIME(MIN.) = .34 TC(MIN.) = 15.06 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 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) = 15.06 RAINFALL INTENSITY (INCH./HOUR) = 3.28 EFFECTIVE STREAM AREA(ACRES) = 65.20 TOTAL STREAM AREA(ACRES) = 65.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 164.93 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) -------------------------------------------------------=------ 1 168.97 15.05 3.281- .58 69.04 2 164.93 15.06 3.280 .52 65.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 333.88 134.19 2 333.79 134.24 COMPUTED CONFLUENCE ESTIMATES.ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 333.88 TIME(MINUTES) = 15.045 EFFECTIVE AREA(ACRES) = 134.19 TOTAL AREA(ACRES) = 135.50 FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 29.8 UPSTREAM NODE ELEVATION = 1706.00 DOWNSTREAM NODE ELEVATION = 1630.00 FLOWLENGTH(FEET) = 1550.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 333.88 TRAVEL TIME(MIN.) = .87 TC(MIN.) = 15.91 FLOW PROCESS FROM NODE 19,00 TO NODE 15.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK; FLOW<<<<< 25 YEAR RAINFALL-INTENSITY(INCH/HOUR) = 3.155 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fnl(INCH/HR) .4850 SUBAREA AREA(ACRES) = 29.70 SUBAREA RUNOFF(CFS) = 71.38 EFFECTIVE AREA(ACRES) = 163.89 AVERAGED Fm(INCH/HR) = .539 TOTAL AREA(ACRES) = 165.20 PEAK FLOW RATE(CFS) = 385.88 TC(MIN) = 15.91 FLOW PROCESS FROM NODE 15.00 TO -NODE 16.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA(<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 34;7 UPSTREAM NODE ELEVATION = 1630.00 DOWNSTREAM NODE ELEVATION = 1590.00 FLOWLENGTH(FEET) = 600.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 385..88 TRAVEL TIME(MIN.) = .29 TC(MIN.) = 16.20 FLOW PROCESS FROM NODE 17.00 TO NODE 16.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF.SUBAREA TO MAINLINE PEAK FLOW<<<<< -25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.116 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 39.30 SUBAREA RUNOFF(CFS) = 93.05 EFFECTIVE AREA(ACRES) = 203.19 AVERAGED Fm(INCH/HR) _ .529. TOTAL AREA(ACRES) = 204.50 PEAK FLOW RATE(CFS) = 473.12 TC(MIN) = 16.20 FLOW PROCESS FROM NODE 18.00 TO NODE 16.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.116 SOIL CLASSIFICATION IS "A" SCHOOL SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 34.21 EFFECTIVE AREA(ACRES) = 218.19 AVERAGED Fm(INCH/HR) _ .532 TOTAL AREA(ACRES) = 219.50 PEAK FLOW RATE(CFS) = 507.33 TC(MIN) = 16.20 FLOW PROCESS FROM NODE 16.00 TO NODE 20.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< -DEPTH OF FLOW IN 60.0 INCH PIPE IS 48.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 30.1 UPSTREAM NODE ELEVATION = 1590.00 DOWNSTREAM NODE ELEVATION = 1573.00 FLOWLENGTH(FEET) = 430.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) 7 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 507.33 TRAVEL TIME(MIN.) = .24 TC(MIN.) = 16.44 l0 FLOW PROCESS FROM NODE 17.10 TO NODE 20.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO'MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.084 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 22.05 EFFECTIVE AREA(ACRES) = 226.39 AVERAGED Fm(INCH/HR) _ .517 TOTAL AREA(ACRES) = 227.70 PEAK FLOW RATE(CFS) = 523.15 TC(MIN) = 16.44 FLOW PROCESS FROM NODE 20.00 TO NODE 23.00 IS CODE = 3 >>> >>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 63.0 INCH PIPE IS 51.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 27.6 UPSTREAM NODE ELEVATION = 1573.00 DOWNSTREAM NODE ELEVATION = 1545.00 FLOWLENGTH(FEET) = 900.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 523.15 TRAVEL TIME(MIN.) _ .54 TC(MIN.) = 16.98 FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « << CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.98 RAINFALL INTENSITY (INCH./HOUR) = 3.01 EFFECTIVE STREAM AREA(ACRES) = 226.39 TOTAL STREAM AREA(ACRES) = 227.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 523.15 FLOW PROCESS FROM NODE 21.00 TO NODE 24.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 430.00 UPSTREAM ELEVATION = 1585.00 DOWNSTREAM ELEVATION = 1575.00 ELEVATION DIFFERENCE = 10.00 TC = .525*[( 430.00** 3.00)/( 10.00)]** .20 = 12.596 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.716 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .4100 SUBAREA RUNOFF(CFS) = 23.86 TOTAL AREA(ACRES) = 9.70 PEAK. FLOW RATE(CFS) = 28.86 l.3 FLOW PROCESS FROM NODE 24.00 TO NODE 23.00.IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA< « << UPSTREAM ELEVATION = 1575.00 DOWNSTREAM ELEVATION = 1545.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 53.57 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) = .69 HALFSTREET FLOODWIDTH(FEET)-= 18.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.89 PRODUCT OF DEPTH&VELOCITY = 4.05 STREETFLOW TRAVELTIME(MIN) = 3.68 TC(MIN) = 16.28 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.106 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 6-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 20.90 SUBAREA RUNOFF(CFS) = 49.30 EFFECTIVE -AREA(ACRES) 30.60 AVERAGED Fm(INCH/HR) .461 TOTAL AREA(ACRES) = 30.60 PEAK FLOW RATE(CFS) = 72.83 END OF SUBAREA STREETFLOW HYDRAULICS:. DEPTH(FEET) _ .75 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 6.35 DEPTH*VELOCITY = 4.75 FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE---------------------------------------------------------------------------- = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 16.28 RAINFALL INTENSITY (INCH./HOUR) = 3.11 EFFECTIVE STREAM AREA(ACRES) = 30.60 TOTAL STREAM AREA(ACRES) = 30.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 72.83 FLOW PROCESS FROM NODE 22.00 TO NODE 25.00 IS CODE =1 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 480.00 UPSTREAM ELEVATION = 1600.00 DOWNSTREAM ELEVATION = 1577.00 ELEVATION DIFFERENCE = 23.00 TC = .525*[( 480.00** 3.00)/( 23.00)]** .20 = 11.391 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.987 / SOIL CLASSIFICATION IS "B" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .2700 SUBAREA RUNOFF(CFS) = 20.07 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 20.07 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 23.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1577.00 DOWNSTREAM ELEVATION = 1545.00 STREET LENGTH(FEET),= 800.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME'COMPUTED USING MEAN FLOW(CFS) = 37.60 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .57 HALFSTREET FLOODWIDTH(FEET) = 12.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.74 PRODUCT OF DEPTH&VELOCITY = 3.87 STREETFLOW TRAVELTIME(MIN) = 1.98. TC(MIN) = 13.37 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.564 SOIL CLASSIFICATION IS "A" RESIDENTIAL7> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 12.60 SUBAREA RUNOFF(CFS) = 34.92 EFFECTIVE AREA(ACRES) = 18.60 AVERAGED FM( INCH/HR) _ .416 TOTAL. AREA{ACRES) = 18.60 PEAK FLOW RATE(CFS) = 52.70 END OF SUBAREA $TREETFLOW HYDRAULICS: DEPTH(FEET) - .64 HALFSTREET FLOODWIDTH(FEET) = 15.94 FLOW'VELOCTTY(FEET/SEC.) = 7.14 DEPTH*VELOCITY = 4.55 FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 ----------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 13.37 RAINFALL INTENSITY (INCH./HOUR) = 3.56 EFFECTIVE STREAM AREA(ACRES) = 18.60 TOTAL STREAM AREA(ACRES) = 18.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 52.70 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) -------------------------------------------------------------- 1 523.15 16.98 3.015 .52 226.39 2 72.83 16.28 3.106 .46 30.60 52.70 13.37 3.564 .42 18.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER O(CFS) AREA(ACRES) 15- --------------------------------------------- 1 636.97 275.59 2 637.51 266.16 3 625.35 221.97 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 637.51 TIME(MINUTES) = 16.276 EFFECTIVE AREA(ACRES) = 266.16 TOTAL AREA(ACRES) = 276.90 FLOW PROCESS FROM NODE 23.00 TO NODE 23.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 78.0 INCH PIPE IS 60.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.9 UPSTREAM NODE ELEVATION = 1545.00 DOWNSTREAM NODE ELEVATION =- 1533.60 FLOWLENGTH(FEET) = 700.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 637.51 TRAVEL.TIME(MIN.) = .51 TC(MIN.) = 16.78 FLOW PROCESS FROM NODE. 27.00 TO NODE 23.10 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.040 SOIL CLASSIFICATION IS "B" PUBLIC PARK'SUBAREA LOSS RATE Fm(INCH/HR) _ .6375 SUBAREA-AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 12.76 EFFECTIVE AREA(ACRES) = 272.06 AVERAGED Fm(INCH/HR) _ .506 TOTAL AREA(ACRES) = 282.80 PEAK FLOW RATE(CFS) = 637.51 TC(MIN) = 16.78 FLOW PROCESS FROM NODE 28.00 TO NODE 23.10 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK: FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.040 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 14.67 EFFECTIVE AREA(ACRES) = 277.56 AVERAGED Fm(INCH/HR) _ .498 TOTAL AREA(ACRES) = 288.30 PEAK FLOW RATE(CFS) = 637.51 TC(MIN) = 16.78 FLOW PROCESS FROM NODE 20.00 TO NODE 23.10 IS CODE = 8 ---------------------------------------------------------------------------- >>>>�ADDITION OF SUBAREA TO MAINLINE PEAK: FLOW:<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.040 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 10.41 EFFECTIVE AREA(ACRES) = 281.46 AVERAGED Fm(INCH/HR) _ .492 TOTAL AREA(ACRES) = 292.20 - PEAK FLOW RATE(CFS) = 645.42 TC(MIN) = 16.78 FLOW PROCESS FROM NODE 23.10 TO NODE 26.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 78.0 INCH PIPE IS 62.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.8 UPSTREAM NODE ELEVATION = 1533.60 DOWNSTREAM NODE ELEVATION = 1532.00 FLOWLENGTH(FEET) = 100.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 78.00 PIPEFLOW THRU SUBAREA(CFS) = 645.42 TRAVEL TIME(MIN.) = .07 TC(MIN.) N = .013 NUMBER OF PIPES = 16.86 FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEM<< << CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.86 RAINFALL INTENSITY (INCH./HOUR) 3.03 EFFECTIVE STREAM AREA(ACRES) = 281.46 TOTAL STREAM AREA(ACRES) = 292.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 645.42 FLOW PROCESS FROM NODE 30.00 TO NODE 30.10 IS CODE = 2 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1580.00 DOWNSTREAM ELEVATION = 1560.00 ELEVATION DIFFERENCE = 20.00 TC = .389*[( 1000.00** 3.00)/( 20.00)]** .20 = 13.482 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.543 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH,HR) _ .4850 SUBAREA RUNOFF(CFS) = 11.29 TOTAL AREA(ACRES) = 4.10 PEAK. FLOW RATE(CFS) = 11.29 FLOW PROCESS FROM NODE 30.10 TO NODE 29.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1560.00 STREET LENGTH(FEET) = 1250.00 STREET HALFWIDTH(FEET) = 20.00 DOWNSTREAM ELEVATION = 1539.00 CURB HEIGTH(INCHES) = 8. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 21.58 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .55 HALFSTREET FLOODWIDTH(FEET) = 11.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.34 PRODUCT OF DEPTH&VELOCITY = 2.39 STREETFLOW TRAVELTIME(MIN) = 4.80 TC(MIN) = 18.28 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.863 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF(CFS.) = 20.55 EFFECTIVE AREA(ACRES) = 13.70 AVERAGED Fm(INCH/HR)-= .485 TOTAL AREA(ACRES) = 13.70 PEAK FLOW RATE(CFS) = 29.32 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOODWIDTH(FEET)-= 14.06 FLOW VELOCITY(FEET/SEC.) = 4.69 DEPTH*VELOCITY = 2.81 FLOW PROCESS FROM NODE 29.00 TO NODE 26.00 IS CODE = 3 l;;z .4850 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING.COMPUTER-ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< -------------------------- --------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.6 UPSTREAM NODE ELEVATION = 1539.0.0 DOWNSTREAM NODE ELEVATION = 1532.00 FLOWLENGTH(FEET) = 800.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER`(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU_S.UBAREA(CFS) = 29.32 TRAVEL'TIME(MIN.) = 1.55 TC(MIN.) = 19.83 FLOW PROCESS FROM NODE 26.10 TO NODE 26.00 IS CODE = 8 ---------------------------------------------------------------------------- >>» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.705 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 8.21 EFFECTIVE AREA(ACRES) = 17.20 AVERAGED Fm(INCH/HR) _ .406 TOTAL AREA(ACRES) = 17.20 PEAK FLOW RATE(CFS) = 35.58 TC(MIN) = 19.83 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 ---------------------------------------------------------------------------- %)')\DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 19.83 RAINFALL INTENSITY (INCH./HOUR) = 2.70 r� EFFECTIVE STREAM AREA(ACRES) = 17.20 TOTAL STREAM AREA(ACRES) = 17.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.58 FLOW PROCESS FROM NODE 31.00 TO NODE 31.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS(<<<< ---------------------------------- - DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 750.00 UPSTREAM ELEVATION = 1766.00 DOWNSTREAM ELEVATION = 1720.00 ELEVATION DIFFERENCE = 46.00 TC = .389*[( 750.00** 3.00)/( 46.00)]** .20 9.604 25 -YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.493 SOIL CLASSIFICATION IS -"A" - RESIDENTIAL-.> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 36.07 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 36.07 **************************************************************************** FLOW PROCESS FROM NODE 31.10 TO NODE 31.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ------------------------------------------------------------------------ -- UPSTREAM ELEVATION = 1720.00 DOWNSTREAM ELEVATION = 1666.00 STREET.LENGTH(FEET) = 750.00 CURB HEIGTH(INCHES) = S. STREET*HALFWIDTH(FEET) = 20.00 DISTANCE FROM'CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) - .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 52.31 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH.(FEET) _ .57 HALFSTREET FLOODWIDTH(FEET) = 12.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 9.37 PRODUCT OF DEPTH&VELOCITY = 5.38 STREETFLOW TRAVELTIME(MIN) = 1.33 TC(MIN) = 10.94 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.102 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 32.55 EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 65.11 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .61 HALFSTREET FLOODWIDTH(FEET) = 14.69 FLOW VELOCITY(FEET/SEC.) = 9.84 DEPTH*VELOCITY = 6.02 FLOW PROCESS FROM NODE 31.20 TO NODE 33.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1666.00 DOWNSTREAM ELEVATION = 1610.00 STREET LENGTH(FEET) = 1200.00 CURB HEIGTH(INCHES) = 8. /9 STREET HALFWIDTH(FEET) = 20.00 DI -STANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 83.95 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) = .71 HALFSTREET FLOODWIDTH(FEET) = 19.69 AVERAGE FLOW VELOCITY(FEET/SEC.-) = 8.35 PRODUCT OF DEPTH&VELOCITY = 5.95 STREETFLOW TRAVELTIME(MIN) = 2.39 TC(MIN) = 13.33 25 YEAR RAINFALL,INTENSITY(INCH/HOUR) = 3.571 SOIL CLASSIFICATION IS "A RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES).= 13.50 SUBAREA RUNOFF(CFS) = 37.50 EFFECTIVE AREA(ACRES) 33.50 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 33.50 PEAK FLOW RATE(CFS) = 93.05 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET.) _ .73 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCI.TY(FEET./SEC.) = 8.70 DEPTH*VELOCITY = 6.34 FLOW PROCESS FROM NODE 14.00 TO NODE 33.00 IS CODE = 8 ----------------------------------------------------------------------------- >>>>.>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.571 SOIL. CLASSIFICATION IS "A" RESIDENTIAL-> 5=7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = 4850 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 7.78 EFFECTIVE AREA(ACRES) = 36.30 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 36.30 PEAK FLOW RATE(CFS) = 100.83 TC(MIN) = 13.33 **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >m )USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 21.7 UPSTREAM NODE ELEVATION = 1610.00 DOWNSTREAM NODE ELEVATION = 1590.00 FLOWLENGTH(FEET) = 430.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) = 100.83 TRAVEL TIME(MIN.) _ .33 TC(MIN.) = 13.66 FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 3 2 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREAM<< << >> M USING COMPUTER -ESTIMATED PIPESIZE (NONE -PRESSURE FLOW)< <<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 21.1 UPSTREAM NODE ELEVATION = 1590.00 DOWNSTREAM NODE ELEVATION = 1553.00 FLOWLENGTH(FEET) = 850.00 MANNINGS N =-'.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 100.83 TRAVEL TIME(MIN.) _ .67 TC(MIN.) = 14.34 FLOW PROCESS FROM NODE 34.20 TO NODE 35.00 IS CODE = 8 >>> >> ADDITION OF SUBAREA TO MAINLINE PEAK FLOWM<< << 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.394 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 11+ DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .1940 SUBAREA.AREA(ACRES) = 16.20 SUBAREA RUNOFF(CFS) = 46.66 EFFECTIVE AREA(ACRES) = 52.50 AVERAGED Fm(INCH/HR) _ .395 TOTAL AREA(ACRES) = 52.50 PEAK FLOW RATE(CFS) = 141.71 TC(MIN) = 14.34 FLOW PROCESS FROM NODE 35.0070 NODE 26.00 IS CODE = 3 >> >>>COMPUTE PIPE -FLOW TRAVELTZME THRU SUBAREA««< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< -DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.6 INCHES PIPEFLOW VELOCITY(FEET/SEC;) = 19.7, UPSTREAM NODE ELEVATION = 1553.00 DOWNSTREAM NODE ELEVATION = 1532.00 FLOWLENGTH(FEET) = 700.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 141.71 TRAVEL TIME(MIN.) _ .59 TC(MIN.) = 14.93 FLOW PROCESS FROM NODE 33.00 TO NODE 26.00 IS CODE = 8 ---------------------------------------------------------------------------- >M )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.299 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 7.78 EFFECTIVE AREA(ACRES) = 55.20 AVERAGED Fm(INCH/HR) _ .381 TOTAL AREA(ACRES) = 55.20 PEAK: FLOW RATE(CFS) = 145.00 TC(MIN) = 14.93 FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 -------------------------------------------------------------------------121 --- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> » AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<« << CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 14.93 RAINFALL INTENSITY (INCH./HOUR) = 3.30 EFFECTIVE STREAM AREA(ACRES) = 55.20 TOTAL STREAM AREA(ACRES) = 55.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 145.00 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) -------------------------------------------------------------- 1 645.42 16.86 3.030 .49 281.46 2 35.58 19.83 2.705 .41 17.20 3 145.00 14.93 3.299 .38 55.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 811.59 351.28 2 713.67 353.86 3 810.87 317.40 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 811.59 TIME(MINUTES) = 16.857 EFFECTIVE AREA(ACRES) _ 351.28 TOTAL AREA(ACRES) = 364.60' FLOW'PROCESS FROM NODE 26.00 TO NODE 36.10 IS CODE = 3 > » >COMPUTE PIPEFLOW.TRAVELTIME THRU SUBAREA <<<<< > » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ----------------- DEPTH OF FLOW IN 87.0 INCH PIPE IS 68.2 INCHES PIPEFLOW VELOCITY( FEET/SEC. ) = 23.4 UPSTREAM NODE ELEVATION = 1532.00 DOWNSTREAM NODE ELEVATION = 1525.00 FLOWLENGTH(FEET) = 480.00 MANNINGS N = 013 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 811.59 TRAVEL TIME(MIN.) = .34 TC(MIN.) = 17.20 FLOW PROCESS FROM NODE 37.10 TO NODE 36.10 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAT: FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.988 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 16.60 SUBAREA RUNOFF(CFS) = 37.39 EFFECTIVE AREA(ACRES) = 367.88 AVERAGED Fnl(INCH/HR) _ .471 TOTAL AREA(ACRES) = 381.20 PEAK FLOW RATE(CFS) = 833.26 TC(MIN) = 17.20 2Z FLOW PROCESS FROM NODE 36.10 TO NODE 36.00 IS CODE = 3 ---------------------------------------------------------------------------- > » >>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA< « << > » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 84.0 INCH PIPE IS 63.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 26.6 UPSTREAM NODE ELEVATION = 1525.00 DOWNSTREAM NODE ELEVATION = 1506.00 FLOWLENGTH(FEET)-= 950.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 833.26 TRAVEL TIME(MIN.) = .59 TC(MIN.) = 17.79 FLOW PROCESS FROM NODE 26.00 TO NODE 36.00 IS CODE = 8 ---------------------------------------------------------------------------- >> » ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.918 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 8.63 EFFECTIVE AREA(ACRES) = 371.28 AVERAGED Fm(INCH/HR) _ .468 TOTAL.AREA(ACRES) = 384.60 PEAK FLOW RATE(CFS) = 833.26 TC(MIN) = 17.79 FLOW PROCESS FROM NODE 37.00 TO NODE 36.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF'SUBAREA TO MAINLINE PEAK FLOW<< <<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.918 SOIL CLASSIFICATION IS "A RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 23.50 SUBAREA RUNOFF(CFS) = 51.45 EFFECTIVE AREA(ACRES) = 394.78 AVERAGED Fm(INCH/HR) _ .469 TOTAL AREA(ACRES) = 408.10 PEAK FLOW RATE(CFS) = 870.10 TC(MIN) = 17.79 FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 1 ------------------------------------------------------ --------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 17.79 RAINFALL INTENSITY (INCH./HOUR) = 2.92 EFFECTIVE STREAM AREA(ACRES) = 394.78 TOTAL STREAM AREA(ACRES) = 408.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 870.10 FLOW PROCESS FROM NODE 40.00 TO NODE 39.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 2 3 ----------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 900.00 UPSTREAM ELEVATION = 1550.00 - DOWNSTREAM ELEVATION = 1535.00 ELEVATION DIFFERENCE = 15.00 TC = .389*[( 900.00** 3.00)/( 15.00)]** .20 = 13.405 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.558 SOIL CLASSIFICATION IS "A" RESIflENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 24.61 TOTAL AREA(ACRES) = 8.90 PEAK FLOW RATE(CFS) = 24.61 FLOW PROCESS FROM NODE 39.10 TO NODE 39.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<•<< UPSTREAM ELEVATION = 1535-.00 DOWNSTREAM ELEVATION = 1518.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 6.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME, COMPUTED USING MEAN FLOW(CFS) = 38.63 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .54 HALFSTREET FLOODWIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.70 PRODU-CT OF DEPTH&VELOCITY = 3.11 STREETFLOW TRAVELTIME(MIN) 2.34 TC(MIN) = 15.74 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.179 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = ..4850 SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 27.88 EFFECTIVE AREA(ACRES) = 20.40 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 20.40 PEAK FLOW RATE(CFS) = 49.46 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .58 HALFSTREET FLOODWIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 6.41 DEPTH*VELOCITY = 3.74 **************************************************************************** FLOW PROCESS FROM NODE 39.00 TO NODE 36.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.5 UPSTREAM NODE ELEVATION = 1518.00 DOWNSTREAM NODE ELEVATION = 1506.00 FLOWLENGTH(FEET) = 1100.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 313.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 49.46 TRAVEL TIME(MIN.) = 1.74 TC(MIN.) = 17.49 2¢ FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 8 ---------------------------------------------------------------------------- M >>ADDITION OF SUBAREA TO MAINLINE.PEAK FLOW « « < ------------------------ - 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.954 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .3750 SUBAREA AREA(ACRES) = 21.60 SUBAREA RUNOFF(CFS) = 50.13 EFFECTIVE AREA(ACRES) = 42.00 AVERAGED Fm(INCH/HR) _ .428 TOTAL AREA(ACRES) = 42.00 PEAK FLOW RATE(CFS) = 95.45 TC(MIN) = 17.49 FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 1 >>>>>DESIGNATE'INDEPENDENT STREAM FOR CONFLUENCEM<< << >>> >>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUESM<< <<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 17.49 RAINFALL INTENSITY (INCH./HOUR) = 2.95 EFFECTIVE STREAM AREA(ACRES) = 42.00 TOTAL STREAM AREA(ACRES) = 42.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 95.45 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR)' AREA(ACRES) -------------------------------------------------------------- 1 870.10 17.79 2.918 .47 394.78 2 95.45 17.49 2.954 .43 42..0.0 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 964.19 436.78 2 963.02 429.96 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 964.19 TIME(MINUTES) = 17.794 EFFECTIVE AREA(ACRES) = 436.78 TOTAL AREA(ACRES) = 450.10 FLOW PROCESS FROM NODE 47.00 TO NODE 36.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL-INTENSITY(INCH/HOUR) = 2.918 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 3.81 EFFECTIVE AREA(ACRES) = 438.28 AVERAGED Fm(INCH/HR) _ .464 TOTAL AREA(ACRES) = 451.60 PEAK: FLOW RATE(CFS) = 968.00 TC(MIN) = 17.79 zs FLOW PROCESS FROM NODE 48.00 TO NODE 36.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA- TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.918 - SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 9.90 EFFECTIVE AREA(ACRES) = 442.18 AVERAGED Fm(INCH/HR) _ .460 TOTAL AREA(ACRES) = 455.50 PEAK: FLOW RATE(CFS) = 977.90 TC(MIN) = 17.79 FLOW PROCESS FROM NODE 36.00 TO NODE 41.00 IS CODE= 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<< << >>> >> USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 87.0 INCH PIPE IS 70.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 27.4 UPSTREAM NODE ELEVATION = 1506.00 DOWNSTREAM NODE ELEVATION = 1503.00 FLOWLENGTH(FEET) = 150.00 MANNINGS N = .013 ESTIMATED PIPE'DIAMETER(INCH) = 87.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) _ .977.90 TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 17.89 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE 2 ------------------------------------------------ --- ---------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< /V yl NYO/2dG 06Y M,d1 P -DEVELOPMENT IS SINGLE FAMILYRESIDENTIAL-> 3-4 DWELLLNGS/ACRE TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1680.00 DOWNSTREAM ELEVATION = 1648.00 ELEVATION DIFFERENCE = 32..00 TC = .412*[( 1000.00** 3.00)/( 32.00)]** .20 = 12.998 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.635 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 19.24 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 19.24 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1648.00 DOWNSTREAM ELEVATION = 1638.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK; = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 35.19 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .66 HALFSTREET FLOODWIDTH(FEET) = 18.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.04 PRODUCT OF DEPTH&VELOCITY = 2.65 STREETFLOW TRAVELTIME(MIN) = 3.30 TC(MIN) = 16.30 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.103 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ SUBAREA AREA(ACRES) = 14.00 SUBAREA RUNOFF(CFS) = 31.77 EFFECTIVE AREA(ACRES) = 21.00 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 21.00 PEAK FLOW RATE(CFS) = 47.65 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .71 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.43 DEPTH*VELOCITY = 3.14 Rrm .5820 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 6 ---------------------------------------------------------------------------- > » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « << ---------------------- --- - - UPSTREAM ELEVATION = 1638.00 DOWNSTREAM ELEVATION = 1608.00 STREET LENGTH(FEET) = 1200.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO.CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 72.08 ***STREET FLOWING FULL*** 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) = .71 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.)' = 6.70 PRODUCT OF DEPTH&VELOCITY = 4.74 STREETFLOW TRAVELTIME(MIN) = 2.98 TC(MIN) = 19.28 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.759 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 25.00 SUBAREA RUNOFF(CFS) = 48.97 EFFECTIVE AREA(ACRES) = 46.00 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 46.00 PEAK FLOW RATE(CFS) = 90.11 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .75 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 7.32 DEPTH*VELOCITY = 5.46 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 2 ----------------------------------------------------------------------------- UPSTREAM ELEVATION = 1608.00 DOWNSTREAM ELEVATION = 1575.00 STREET LENGTH(FEET) = 1600.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 105.20 ***STREET FLOWING FULL*** 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) _ .81 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.18 PRODUCT OF DEPTH&VELOCITY = 5.78 STREETFLOW TRAVELTIME(MIN) = 3.72 TC(MIN) = 22.99 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.438 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 18.00 SUBAREA RUNOFF(CFS) = 30.07 EFFECTIVE AREA(ACRES) = 64.00 AVERAGED Fm(INCH/HR) = .582 TOTAL AREA(ACRES) = 64.00 PEAK FLOW RATE(CFS) = 106.93 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .81 HALFSTREET F.LOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 7.30 DEPTH*VELOCITY = 5.87 FLOW PROCESS FROM NODE 5.00 TO NODE 44.00 IS CODE= 3 >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >Y>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH -OF FLOW IN 42.0 INCH PIPE IS 33.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.0 UPSTREAM NODE ELEVATION = 1575.00 DOWNSTREAM NODE ELEVATION = 1562.00 FLOWLENGTH(FEET) = 1100.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 106.93 TRAVEL TIME(MIN.) = 1.41 TC(MIN.) = 24.41 FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE _ 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCEVALUESUSED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 24.41 RAINFALL INTENSITY (INCH./HOUR) = 2.34 EFFECTIVE STREAM AREA(ACRES) = 64.00 TOTAL STREAM AREA(ACRES) = 64.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 106.931 FLOW PROCESS FROM NODE 42.20 TO NODE 42.00 IS CODE = 2 28 ---------------------------------------------------------------------------- M >>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ------------------------------------------------------------------------------- NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 550.00 UPSTREAM ELEVATION = 1605.00 DOWNSTREAM ELEVATION = 1594.00 ELEVATION DIFFERENCE = 11.00 TC = .525*[( 550.00** 3.00)/( 11.00)]** .20 = 14.325 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.396 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .4100 SUBAREA RUNOFF(CFS) = 24.19 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 24.19 FLOW PROCESS .FROM NODE 42.00 TO NODE 42.10 IS CODE = 6 ---------------------------------------------------------------------------- >>M COMPUTE STREETFLOW TRAVELTIME THRU SUBAREAM<< << UPSTREAM ELEVATION =. 1594.00 DOWNSTREAM ELEVATION = 1573.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 35.75 STREETFLOW MODEL.RESULTS: STREET FLOWDEPTH(FEET) _ .60 HALFSTREET FLOODWIDTH(FEET) = 15.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.40 PRODUCT OF DEPTH&VELOCITY = 3.22 STREET -FLOW TRAVELTIME(MIN) 2.47 TC(MIN) = 16.79 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.038 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 22.98 EFFECTIVE AREA(ACRES) = 19.00 AVERAGED Fm(INCH/HR) _ .449 TOTAL AREA(ACRES) = 19.00 PEAK FLOW RATE(CFS) = 44.27 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .63 HALFSTREET FLOODWIDTH(FEET) = 17.38 FLOW VELOCITY(FEET/SEC.) = 5.81 DEPTH*VELOCITY = 3.64 FLOW PROCESS FROM NODE 42.10 TO NODE 44.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< UPSTREAM ELEVATION = 1573.00 DOWNSTREAM ELEVATION = 1562.00 STREET LENGTH(FEET) = 1300,00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 61.03 ***STREET FLOWING FULL*** - 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) = .79 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.40 PRODUCT OF DEPTH&VELOCITY = 3.46 STREETFLOW TRAVELTIME(MIN) = 4.93 TC(MIN) = 21.72 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.538 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE., Fm(INCH/HR) _ SUBAREA AREA(ACRES) = 18.10 SUBAREA RUNOFF(CFS) = 33.44 EFFECTIVE AREA(ACRES) = 37.10 AVERAGED Fm(INCH/HR) _ .467 TOTAL AREA(ACRES),= 37.10 PEAK FLOW RATE(CFS) = 69.15 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .81- HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW;VELOCITY(FEET/SEC.) = 4.72 DEPTH*VELOCITY = 3.80 29 .4850 **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 1 >>>>>DES.IGNATE INDEPENDENT STREAM FOR CONFLUENCE<< « < >> >>>AND COMPUTE VARIOUS.CONFLUENCED STREAM VALUES<<<<< ------------------ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 21.72 RAINFALL INTENSITY (INCH./HOUR) = 2.54 EFFECTIVE STREAM AREA(ACRES) = 37.10 TOTAL STREAM AREA(ACRES) = 37.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 69.15 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) -------------------------------------------------------------- 1 106,93 24.41 2.339 .58 64.00 2 69.15 21.72 2.534 .47 37.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 169.43 101.10 2 175.08 94.05 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 175.08 TIME(MINUTES) = 21.720 EFFECTIVE AREA(ACRES) = 94.05 TOTAL AREA(ACRES) = 101.10 FLOW PROCESS FROM NODE 45.00 TO NODE 45.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE - ��- TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA -FLOW -LENGTH = 950.00 UPSTREAM ELEVATION = 1557.00 DOWNSTREAM ELEVATION = 1535.00 ELEVATION DIFFERENCE = 22.00 TC = .389*[( 950.00** 3.00)/( 22.00)]** .20 = 12.826 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.669 SOIL CLASSIFICATION IS "B" -. RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .3750 SUBAREA RUNOFF(CFS) = 28.46 TOTAL AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) = 28.46 FLOW PROCESS FROM NODE 45.10 TO NODE 46.00 IS CODE = 6 ----------------------=----------------------------------------------------- >>> >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1535.00 DOWNSTREAM ELEVATION = 1529.00 STREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 30.1.1 STREETFLOW MODEL RESULTS:. STREET FLOWDERTH(FEET") _ .60 HALFSTREET FLOODWIDTH(FEET) = 15.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.55 PRODUCT OF DEPTH&VELOCITY = 2.71 STREETFLOW TRAVELTIME(MIN) =" 1.28 TC(MIN) = 14.11 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.432 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .3750 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.30 EFFECTIVE AREA(ACRES) = 10.80 AVERAGED Fm(INCH/HR) _ .3.75 TOTAL AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 29.72 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .60 HALFSTREET FLOODWIDTH(FEET) = 15.88 FLOW VELOCITY(FEET/SEC.) = 4.49 DEPTH*VELOCITY = 2.67 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.80 EFFECTIVE AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 29.72 END OF RATIONAL METHOD ANALYSIS 3/ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00937 Especially prepared for: J.P. KAPP & ASSOCIATES, INC. *********************** DESCRIPTION OF STUDY ********************* * HUNTER'S RIDGE * HYDROLOGY STUDY * 100 YEAR STORM -REVISED 3/06/89 ************************************************************************** FILE NAME: HUNTERS.DAT TIME/DATE OF STUDY: 21:39 3/ 6/1989 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF.GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.060 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.590 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.5900 SLOPE OF INTENSITY DURATION CURVE _ .7000 FLOW PROCESS'FROM NODE 2.00 TO NODE 2.1.0 IS CODE= 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS< « << NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION .= 2352.00 DOWNSTREAM ELEVATION = 2256.00 ELEVATION DIFFERENCE = 96.00 TC = .525*[( 1000.00** 3.00)/( 96.00)]** .20 = 13.296 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.566 SOIL CLASSIFICATION IS "B" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .2700 SUBAREA RUNOFF(CFS) = 38.66 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 38.66 FLOW PROCESS FROM NODE 2.10 TO NODE 3.00 IS CODE = 9 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 2256.00 DOWNSTREAM NODE ELEVATION = 2160.00 CHANNEL LENGTH THRU SUBAREA(FEET) 1 850.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 1.500 PAVEMENT LIP(FEET) = ,030 MANNINGS N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) _ .02 92 MAXIMUM DEPTH(FEET) = 1.54 NOTE:TRAVELTIME ESTIMATES BASED ON NORMAL DEPTH IN A FLOWING -FULL GUTTER(NORMAL DEPTH = GUTTER HIKE) NOTE:TRAVELTIME ESTIMATES BASED ON NORMAL DEPTH IN A FLOWING -FULL GUTTER(NORMAL DEPTH = GUTTER HIKE) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416 SOIL CLASSIFICATION IS "B" -- NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .2700 TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC) = 21.81 AVERAGE FLOWDEPTH(FEET) = 1.50 FLOODWIDTH(FEET) = 3.00 "V" GUTTER FLOW TRAVEL TIME(MIN) _ .65 TC(MIN) = 13.94 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 14.92 EFFECTIVE AREA(ACRES) = 14.00 AVERAGED Fm(INCH/HR) _ .270 TOTAL AREA(ACRES) = 14.00 PEAK FLOW RATE(CFS) = 52.24 i NOTE:TRAVELTIME ESTIMATES BASED ON NORMAL DEPTH EQUAL TO [GUTTER -HIKE + PAVEMENT LIP] END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 1.53 FLOODWIDTH(FEET) = 3.00 FLOW VELOCITY(FEET/SEC.) 27.84 DEPTH*VELOCITY = 42.60 FLOW PROCESS FROM NODE 1.00 TO NODE 1.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<< < DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> .4 DWELLING/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH =, 1000.00 UPSTREAM ELEVATION = 2680.00 DOWNSTREAM ELEVATION = 2395.00 ELEVATION DIFFERENCE = 285.00 TC = .487[( 1000.00** 3.00)/( 285.00)]** .20 = 9.921 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.604 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> .4 DWELLING/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) G750 SUBAREA RUNOFF(CFS) = 43.03 TOTAL AREA(ACRES) = 9.70 PEAK FLOW RATE(CFS) = 43.03 FLOW PROCESS FROM NODE 1.10 TO NODE 2.00 IS CODE = 6 --------------------- ------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ------------------------------------------------------------------------=---- ----------------------------------------------------------------------------- UPSTREAM ELEVATION = 2395.00 DOWNSTREAM ELEVATION = 2352.00 STREET LENGTH(FEET) = 500.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ 45.73 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .53 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 9.53 ✓�'� PRODUCT OF DEPTH&VELOCITY = 5.07 STREETFLOW TRAVELTIME(MIN) _ .87 TC(MIN) = 10.80 100 YEAR -RAINFALL INTENSITY(INCH/HOUR) = 5.282 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> .4 DWELLING/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .6750 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 5.39 EFFECTIVE AREA(ACRES) = 11.00 AVERAGED Fm(INCH/HR) _ .675 TOTAL AREA(ACRES) = 11.00 PEAK. FLOW RATE(CFS) = 45.61 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .53 HALFSTREET.FLOODWIDTH(FEET) = 12.69 FLOW VELOCITY(FEET/SEC.) = 9.51 DEPTH*VELOCITY = 5.06 FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 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.) = 24.5 UPSTREAM NODE ELEVATION = 2352.00 DOWNSTREAM NODE ELEVATION = 2090.00 FLOWLENGTH(FEET.) = 2400.00 MANNI.NGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 45.61 TRAVEL TIME(MIN.) = 1.63 TC(MIN.) = 12.43 FLOW PROCESS FROM NODE'. 4.00 TO NODE 4.00 IS.CODE = 8 ----------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <.<< - 100 -YEAR RAIN'PALL-INTENSITY(INCH/HOUR) = 4.787 SOIL CLASSIFICATION IS "Ei" RESIDENTIAL-> 1 DWELLING/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .6000 SUBAREA AREA(ACRES) = 14.20 SUBAREA RUNOFF(CFS) = 53.51 EFFECTIVE AREA(ACRES) = 25.20 AVERAGED Fm(INCH/HR) _ .633 TOTAL AREA(ACRES) = 25.20 PEAK FLOW RATE(CFS) = 94.22 TC(MIN) = 12.43 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 29.2 UPSTREAM NODE ELEVATION = 2090.00 DOWNSTREAM NODE ELEVATION = 1948.00 FLOWLENGTH(FEET) = 1300.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 94.2)' TRAVEL TIME(MIN.) _ .74 TC(MIN.) = 13.17 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 8 ------------------------------------------------------------------------ - - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.597 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .6790 SUBAREA AREA(ACRES) = 12.20 SUBAREA RUNOFF(CFS) = 43.01 EFFECTIVE AREA(ACRES) = 37.40 AVERAGED Fm(INCH/HR) _ .648 TOTAL AREA(ACRES) = 37.40 PEAT: FLOW RATE(CFQ) _ 132.91 TC(MIN) = 13.17 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 32.0 UPSTREAM NODE ELEVATION = 1948.00 DOWNSTREAM NODE ELEVATION = 1815.00 FLOWLENGTH(FEET) = 1180.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES =11 PIPEFLOW THRU SUBAREA(CFS) = 132.91 TRAVEL TIME(MIN.) = .62 TC(MIN.) = 13.78 FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 .IS CODE = 8. ---------------------------------------------------=------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK. FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.452 . SOIL CLASSIFICATION IS ''A'' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) =. .0970 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 5.88 EFFECTIVE AREATACRES) = 38.90 AVERAGED Fm(INCH)HR) _ .627 TOTAL AREA(ACRES) = 33.90 PEAK FLOW RATE(CFS) = 133.92 TC(MIN) = 13.76 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 28.4 UPSTREAM NODE ELEVATION = 1815.00 DOWNSTREAM NODE ELEVATION = 1712.00 FLOWLENGTH(FEET) = 1300.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = i PIPEFLOW THRU SUBAREA(CFS) = 133.92 TRAVEL TIME(MIN.) = .76 TC(MIN.) = 14.55 FLOW PROCESS -------------------------------------------------------------------------- FROM NODE 7.00 TO NODE 7.00 IS CODE = 8 >>>>>ADDITION-OF-SUBAREA ----------------------------------------------- TO MAINLINE -PEAK -FLOW<<<<< _ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.287 SOIL CLASSIFICATION IS "A" MOBILE HOME PARK SUBAREA LOSS RATE,,Fm(INCH/HR) _ .2425 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS)-= 14.56 EFFECTIVE AREA(ACRES) = 42.90 AVERAGED Fm(INCH/HR) _ .591 TOTAL AREA(ACRES) = 42.90 PEAK: FLOW RATE(CFS) = 142.71 TC(MIN) = 14.55 FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>_>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR -INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.55' RAINFALL INTENSITY (INCH./HOUR) = 4.29 EFFECTIVE STREAM AREA(ACRES) = 42.90 TOTAL STREAM AREA(ACRES) = 42.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 142.71 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS .CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD.INITIAL_SUBAREA ANALYSIS<<<<< NATURAL POOR COVER TC = K*[(,LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1930.00 DOWNSTREAM ELEVATION = 1815...00 ELEVATION.DIFFERENCE = 115.00 TC = .525*[( 1000.00** 3.00)/( 115.00)]**..20 12.824 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.683 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .4100 SUBAREA RUNOFF(CFS) = 14.61 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 14.61 FLOW PROCESS FROM NODE 9.00 TO NODE 7.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 1815.00 DOWNSTREAM ELEVATION = 1712.00 STREET LENGTH(FEET) = 1500.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 51.83 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 57 HALFSTREET FLOODWIDTH(FEET) AVERAGE FLOW VELOCITY(FEET/SEC. PRODUCT OF DEPTH&VELOCITY = STREETFLOW TRAVELTIME(MIN) = 2.69 12.81 = 9,28 5.33 3�p TC(MIN) = 15.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.098 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBA.-REA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 23.60 SUBAREA RUNOFF(CFS) = 74.67 EFFECTIVE AREA(ACRES) = 27.40 AVERAGED Fm(INCH/HR) _ .558 TOTAL AREA(ACRES) = 27.40 PEAK FLOW RATE(CFS) = 87.29 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ ,67 HALFSTREET FLOODWIDTH(FEET) = 17.81 FLOW VELOCITY(FEET/SEC.) = 10.10 DEPTH*VELOCITY = 6.81 FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = i ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM -FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES.« <<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.52 RAINFALL INTENSITY (INCH./HOUR) = 4.10 EFFECTIVE STREAM AREA(ACRES) _ .27.40 TOTAL STREAM AREA(ACRES) = 27.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 87.29 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) -------------------------------------------------------------- 1 142.71 14.55 4.287 .59 42.90 2 87.29 15.52 4.098 .56 27.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 228.92 68.59 2 222.69 70.30 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 228.92 TIME(MINUTES) = 14.548 EFFECTIVE AREA(ACRES) = 68.59 TOTAL AREA(ACRES) = 70.30 FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 3 --- 7------------------------------------------------------------------------ >>>>>COMPUTE PIPEFL0W TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 24.9 UPSTREAM NODE ELEVATION = 1712.00 DOWNSTREAM NODE ELEVATION = 1706.00 FLOWLENGTH(FEET) = 150.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 228.9'? TRAVEL TIME(MIN.) _ .10 TC(MIN.) = 14.65 --FLOW-PROCESS FROM NODE 10,00 TO NODE 10.00 IS CODE = 1 -------------------------------------------------------------3 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION -(MINUTES) = 14,65 RAINFALL INTENSITY (INCH./HOUR) = 4.27 EFFECTIVE STREAM AREA(ACRES) = 68.59 TOTAL STREAM AREA(ACRES) = 70.30 PEAK. FLOW RATE(CFS) AT CONFLUENCE = 228.92 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 540.00 UPSTREAM ELEVATION ,= 1955.00 DOWNSTREAM ELEVATION = 1875.00 ELEVATION DIFFERENCE= 80.00 TC = .525*[( 540.00** 3.00)/( 80.00)]** .20 = 9.527 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5,765 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .4100 SUBAREA RUNOFF(CFS) = 44.34 TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 44.34 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 5 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL -CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<« « UPSTREAM NODE ELEVATION = 1875.00 DOWNSTREAM NODE ELEVATION 1810.00 CHANNEL.LENGTH THRU SUBAREA(FEET) = 560.00 CHANNEL BASE(FEET) = 100.00 "Z" FACTOR = 5.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 44.34 FLOW VELOCITY(FEET/SEC) = 4.03 FLOW DEPTH(FEET) _ .11 TRAVEL TIME(MIN.) = 2.31 TC(NIIN.) = 11.84 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS SUBAREA AREA(ACRES) = 13.50 SUBAREA EFFECTIVE AREA(ACRES) = 22.70 AVERAGED Fm(INCH/HR) _ .410 TOTAL AREA(ACRES) = 22.70 PEAK FLOW RATE(CFS) = 92.77 TC(MIN) = 11.84 4.951 RATE, Fnl(INCH/HR) = .4100 RUNOFF(CFS) = 55.17 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 6 60 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 1810.00 DOWNSTREAM ELEVATION = 1716.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 118.61 ***STREET FLOWING FULL*** 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) = .73 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 11.10 PRODUCT OF DEPTH&VELOCITY = 8.08 STREETFLOW TRAVELTIME(MIN) = 1.95 TC(MIN) = 13.79 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4..449 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES).= .14.90 SUBAREA RUNOFF(CFS) = 51.86 EFFECTIVE AREA(ACRES) = 37.60 AVERAGED Fm(INCH/HR) _ .478 TOTAL AREA(ACRES) = 37.60 PEAK FLOW RATE(CFS) = 134.39 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .75 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCI.TY(FEET/SEC,.) = 11..72 DEPTH*VELOCITY= 8..7.6 FLOW PROCESS FROM.NODE 13.10 TO NODE 14.00 IS CODE-= 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< « < 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.449 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 27.60 SUBAREA RUNOFF(CFS) = 96.07 EFFECTIVE AREA(ACRES) = 65.20 AVERAGED Fm(INCH/HR) _ .522 TOTAL AREA(ACRES) = 65.20 PEAK FLOW RATE(CFS) = 230.45 TC(MIN) = 13.79 FLOW PROCESS FROM NODE 14.00 TO NODE 10.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 21.2 UPSTREAM NODE ELEVATION = 1716.00 DOWNSTREAM NODE ELEVATION - 1706.00 FLOWLENGTH(FEET) = 400.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 230.45 3 TRAVEL TIME(MIN,) = .31 TC(MIN.) = 14.11 FLOW PROCESS FROM NODE 10.0'0 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.11 - RAINFALL INTENSITY (INCH./HOUR) = 4.38 EFFECTIVE STREAM AREA(ACRES) = 65.20 TOTAL STREAM AREA(ACRES) = 65.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 230.45 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) -------------------------------------------------------------- 1 .228..92 14.65 4:266 .58 68.59 2 230.45 14.11 4.380 .52 65.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR. 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 452.60' 133.79 2 457'.73 13.1.27 COMPUTED CONFLUENCE -ESTIMATES ARE ASFOLLOWS: PEAK FLOW RATE(CFS) 457.73 TIME(MINUTES) = 14.110 EFFECTIVE AREA(ACRES) _ .131.27. TOTAL AREA(ACRES) = 135.50 FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 3 ---------------------------------------------------------------------------- m >>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >> >> >USING COMPUTER-ESTIMATED.PIPESIZE (NON -PRESSURE FLO'W)<<<<< -DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 32.2 UPSTREAM NODE ELEVATION = 1706,00 DOWNSTREAM NODE ELEVATION = 1630.00 FLOWLENGTH(FEET) = 1550.00 MANNINGS N ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 457.73- TRAVEL 57.73TRAVEL TIME(MIN.) = .80 TC(MIN.) = 14.91 FLOW PROCESS FROM NODE 19.00 TO NODE 15.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAR: FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.213 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fnl(INCHMR) _ .4850 SUBAREA AREA(ACRES) = 29.70 SUBAREA RUNOFF(CFS) = 99.65 EFI=ECTIVE AREA(ACRES) = 160.97 AVERAGED Fm(INCH/HR) = .538 TOTAL AREA(ACRES) = 165.20 PEAK FLOW RATE(CFS) = 532.36 TC(MIN) = 14.91 'lo FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « << >> MUSING >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 37.5 UPSTREAM NODE ELEVATION = 1630.00 DOWNSTREAM NODE ELEVATION = 1590.00 FLOWLENGTH(FEET) = 600.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 57.00 PIPEFLOW THRU SUBAREA(CFS) = 532.36 TRAVEL TIME(MIN.) w .27 TC(MIN.) N = .013 NUMBER OF PIPES = 15.18 FLOW PROCESS FROM NODE 17.00 TO NODE 16.00 .IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION.OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------- - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.161 SOIL CLASSIFICATION IS ''A'' RESIDENTIAL-> 5-7`DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 39.30 SUBAREA RUNOFF(CFS) = 130.03 EFFECTIVE AREA(ACRES) = 200.27 AVERAGED Fm(INCH/HR) _ .528 TOTAL AREA(ACRES) = 204:50 PEAK.FLOW RATE(CFS) = 654.86 TC(MIN) = 15..18 FLOW PROCESS FROM NODE 18.00 TO NODE 16.00 IS CODE = 8 -------------------------------------------- ------------------------ >> »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.161 SOIL CLASSIFICATION IS ''A'' SCHOOL SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 43.32 EFFECTIVE AREA(ACRES) = 215.27 AVERAGED Fm(INCH/HR) _ .532 TOTAL AREA(ACRES) = 219.50 PEAK FLOW RATE(CFS) = 703.18 TC(MIN) = 15.18 FLOW PROCESS FROM NODE 16.00 TO NODE 20.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ----------------------------------------------------------------------------- DEPTH OF FLOW IN 69.0 INCH PIPE IS 52.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 32.9 UPSTREAM NODE ELEVATION = 1590.00 DOWNSTREAM NODE ELEVATION = 1573.00 FLOWLENGTH(FEET) = 430.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 703.18 TRAVEL TIME(MIN.) _ .22 TC(MIN.) = 15.40 l FLOW PROCESS FROM NODE 17.10 TO NODE 20.00 IS CODE = 8 ---------------------------------------------------------------------------- >>- >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.120 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS PATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 29.69 EFFECTIVE AREA(ACRES) = 223.47 AVERAGED Fm(INCH/HR) _ .516 TOTAL AREA(ACRES) = 22.7.70 PEAK FLOW RATE(CFS) = 724.87 TC(MIN) = 15.40 FLOW PROCESS FROM NODE 20.00 TO NODE 23.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 72.:0 INCH PIPE IS 57.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 30.1 UPSTREAM NODE ELEVATION = 1573.00 DOWNSTREAM NODE ELEVATION = 1545.00 FLOWLENGTH(FEET) = 900.00 MANNINGS N = .013 ESTIMATED.PIPE DIAMETER(INCH) = 72..00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 724.87 TRAVEL TIME(MIN.) _ .50 TC(MIN.) = 15.90 FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR. CONFLUENCE<<<<< CONFLUENCE VALUES USED FORINDEPENDENT STREAM 1 ARE: TIME OF-CONCENTRATION(MINUTES) = 15.90 RAINFALL INTENSITY (INCH./HOUR) = 4.03 EFFECTIVE STREAM AREA(ACRES) = 223.47 TOTAL STREAM AREA(ACRES) = 227.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 724.67 FLOW PROCESS FROM NODE 21.00 TO NODE 24.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 430.00 UPSTREAM ELEVATION = 1585.00 DOWNSTREAM ELEVATION = 1575.00 ELEVATION DIFFERENCE = 10.00 TC = .525*[( 430.00** 3.00)/( 10.00)]** .20 = 12.596 100 YEAR RAINFALL INTENSIT)'(INCH/HOUR) = 4.742 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .4100 SUBAREA RUNOFF(CFS) = 37.82 TOTAL AREA(ACRES) = 9.70 PEAK; FLOW RATE(CFS) = 37.82 4t?, FLOW PROCESS FROM NODE 24.00 TO NODE 23.00 IS CODE = 6 ---------------------------------------------------------------•------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< ------_-----•------------------------------------------- ---•------------------ UPSTREAM ELEVATION = 1575.00 DOWNSTREAM ELEVATION = 1545.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 71.02 ***STREET FLOWING FULL*** 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) = .75 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.19 PRODUCT OF DEPTH&VELOCITY = 4.63 STREETFLOW TRAVELTIME(MIN) = 3.50 TC(MIN) = 16.10 100 YEAR..RAINFALL INTENSITY(INCH/HOUR) = 3.994 SOIL CLASSIFICATION IS_"A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE-SUBAREA LOSS RATE, Fm(INCH/HP,) _ .4850 SUBAREA AREA(ACRES) = 20.90 SUBAREA RUNOFF(CFS) = 66.00 EFFECTIVE AREA(ACRES) = 30.60 AVERAGED Fm(INCH/HR) .461 TOTAL AREA(ACRES) = 30.60 PEAK FLOW RATE(CFS) = 97..29 END OF SUBAREA STREETFLOW HYDRAULICS:_ DEPTH(FEET) = .81 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW-VEL,OCITY(FEET/SEC..) = 7.04 DEPTH*VELOCITY = 5.68 FLOW PROCESS FROM NODE 23.00.70 NODE 23.00 IS CODE = 1 ------------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 16.10 RAINFALL INTENSITY (INCH./HOUR) = 3.99 EFFECTIVE STREAM AREA(ACRES) = 30.60 TOTAL STREAM AREA(ACRES) = 30.60 PEAK FLOW RATE(CFS) AT CONFLUENCE 97.29 FLOW PROCESS FROM NODE 22.00 TO NODE 25.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)>* .20 INITIAL SUBAREA FLOW -LENGTH = 480.00 UPSTREA'-1 ELEVATION - 1600.00 DOWNSTREAM ELEVATION = 1577.00 ELEVATION DIFFERENCE = 23.00 TC = .525*[( 480.00** ).00)/( 23.00)]** .20 = 11.391 of 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.088 SOIL CLASSIFICATION IS "B" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .2700 SUBAREA RUNOFF(CFS) = 26.01 TOTAL AREA(ACRES) = 6.00 PEAK; FLOW RAT.E(CFS) = 26.01 FLOW PROCESS FROM NODE 25.00 TO NODE 23.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ----------------------------------------------------------------------------- UPSTREAM ELEVATION = 1577.00 DOWNSTREAM ELEVATION = 1545.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK: = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 49.23 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .62 HALFSTREET FLOODWIDTH(FEET) = 15.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.05 PRODUCT OF DEPTH&VELOCITY = 4.40 STREETFLOW TRAVELT.IME(MIN) = 1.89 TC(MIN) = 13.28 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.569 SOIL CLASSIFICATION IS "A" . RESIDENTIAL-> 5-7-DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 12.60 SUBAREA RUNOFF(CFS) = 46.31 EFFECTIVE AREA(ACRES) = 18.60. AVERAGED Fm(INCH/HR) _ .416 TOTAL AREA(ACRES) = 18.50 PEAK FLOW RATE(CFS) = 69.52 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .69 HALFSTREET FLOODWIDTH(FEET) = 18.44 FLOW VELOCITY(FEET/SEC.) 7.64 DEPTH*VELOCITY = 5.25 FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 - --------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<:< ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 13.28 RAINFALL INTENSITY (INCH./HOUR) = 4.57 EFFECTIVE STREAM AREA(ACRES) = 18.60 TOTAL STREAM AREA(ACRES) = 18.60 PEAK: FLOW RATE(CFS) AT CONFLUENCE = 69.52 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) -------------------------------------------------------------- 1 724.87 15.90 4.029 .52 223.47 97.29 16.10 3.994 .45 30.60 3 69.52 13.23 4.569 .42 18.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION! RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER O(CFS) AREA(ACRES) 1 882.40 272.29 2 874.81 272.67 - 3 861.64 230.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 882.40 TIME(MINUTES) = 15.896 EFFECTIVE AREA(ACRES) = 272.29 TOTAL AREA(ACRES) = 276.90 FLOW PROCESS FROM NODE 23.00 TO NODE 23.10 IS CODE = 3 ml ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>> USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 87.0 INCH PIPE IS 70.2 INCHES PIPEFLOW.VELOCITY(FEET/SEC.) = 24.7 UPSTREAM NODE ELEVATION = 1545.00 DOWNSTREAM NODE ELEVATION = 1533.60 FLOWLENGTH(FEET) = 700.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 882.40 TRAVEL TIME(MIN.) = .47 TC(MIN.) = 16.37 FLOW PROCESS.FROM NODE 27.00 TO NODE 23.10 IS CODE = 8 ---------------------------------------------------------------------------- >>»>ADDITION OF SUBAREA TO MAINLINE PEAS; FLOW««< 10.0 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.947 SOIL CLASSIFICATION IS "B" PUBLIC PARK SUBAREA LOSS RATE, Fm(INCH/HR) = -.6375 SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 17.58 EFFECTIVE AREA(ACRES) = 278.19 AVERAGED Fm(INCH/HR) _ .506 TOTAL AREA(ACRES) = 282.80 PEAK FLOW RATE(CFS) = 882.40 TC(MIN) = 16.37 FLOW PROCESS FROM NODE 28.00 TO NODE 23.10 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.947 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 19.17 EFFECTIVE AREA(ACRES) = 283.69 AVERAGED Fm(INCH/HR) _ .497 TOTAL AREA(ACRES) = 288.30 PEAK FLOW RATE(CFS) = 882.40 TC(MIN) = 16,37 FLOW PROCESS FROM NODE 20.00 TO NODE 23.10 IS CODE = >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.947 r SOIL CLASSIFICATION IS "B" `� COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 13.59 EFFECTIVE AREA(ACRES) = 287.59 AVERAGED Fm(INCH/HR) _ .492 TOTAL AREA(ACRES) = 292.20 PEAK FLOW RATE(CFS) = 894.45 TC(MIN) = 16.37 FLOW PROCESS FROM NODE 23.10 TO NODE 26.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 90.0 INCH PIPE IS 68.1 INCHES PIPEFLOW VELOCITY(FEET/SEG.) = 24.9 UPSTREAM NODE ELEVATION = 1533.60 DOWNSTREAM NODE ELEVATION = 1532.00 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPEFLOW THRU.SUBAREA(CFS) = 894.45 TRAVEL TIME(MIN.) = .07 TC(MIN.) = 16.43 FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = ---------------------------------------------------------------------------- >>>> >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<(<< CONFLUENCE VALUES .USED FOR INDEPENDENT STREAM 1 -ARE: TIME.OF CONCENTRATION(MINUTES) = 16.43 RAINFALL INTENSITY (INCH,./HOUR) 3.94 EFFECTIVE STREAM AREA(ACRES) = 287.59 TOTAL STREAM AREA(ACRES) = 292.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 894.45 FLOW PROCESS FROM NODE 30.00 TO NODE 30.10 IS CODE = 2 ---------------------------------------------------------------------------- >» >>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1580.00 DOWNSTREAM ELEVATION = 1560.00 ELEVATION DIFFERENCE = 20.00 TC = .389*[( 1000.00** 3.00)/( 20.00)]** .20 = 13.482 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.522 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 14.89 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 14.89 FLOW PROCESS FROM NODE 30.10 TO NODE 29.00 IS CODE = 6 ----------------------------------------------------------------------------- >\>>>COMPUTE STREETFLOVI TRAVELTIME THRU SUBAREA<,.<<: UPSTREAM ELEVATION! = 1560.00 DOWNSTREAM ELEVATION = 1539.00 STREET LENGTH(FEET) = 1250.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIC3E STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 28.76 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .60 HALFSTREET FLOODWIDTH(FEET) = 14.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.60 PRODUCT OF DEPTH&VELOCITY = 2.76 STREETFLOW TRAVELTIME(MIN) = 4.53 TC(MIN) = 18.01 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.692 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE,, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF(CFS) = 27.71 EFFECTIVE AREA(ACRES) = 13.70 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 13.70 PEAK FLOW RATE(CFS) = 39.54 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .66 HALFSTREET FLOODWIDTH(FEET) = 17.19 FLOW VELOCITY(FEET/SEC.) = 4.82 DEPTH*VELOCITY = 3.19 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 26.00 IS CODE = 3 -------- 7------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>> >>USING COMPUTER -ESTIMATED PIPESIZE .(NON -PRESSURE FLOW.)<<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - - 9.3 UPSTREAM NODE ELEVATION = 1539.00 DOWNSTREAM NODE ELEVATION = 1532.00 FLOWLENGTH(FEET) = 800,_00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33:00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 39.54 TRAVEL TIME(MIN.) = 1.44 TC(MIN.) = 19.45 FLOW PROCESS FROM NODE 26.10 TO NODE 26.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.498 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 10.71 EFFECTIVE AREA(ACRES) = 17.20 AVERAGED Fm(INCH/HR) _ .406 TOTAL AREA(ACRES) = 17.20 PEAK: FLOW RATE(CFS) = 47.85 TC(MIN) = 19.45 FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 19.45 47 RAINFALL INTENSITY (INCH./HOUR) = 3.50 EFFECTIVE STREAM AREA(ACRES) = 17.20 TOTAL STREAM AREA(ACRES) = 17.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.86 FLOW PROCESS FROM NODE 31.00 TO NODE 31.10 IS CODE = 2 ----------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<c<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 750.00 UPSTREAM ELEVATION = 1766.00 DOWNSTREAM ELEVATION = 1720.00 ELEVATION DIFFERENCE = 46.00 TC = .389*[( 750.00** 3.00)/( 46.00)1** .20 = 9.604 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.733 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 47.23 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 47.23 31.10 TO NODE 31.20 IS CODE = 6 FLOW PROCESS FROM NODE -------------------------------------------------7-------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1720.00 DOWNSTREAM ELEVATION = 1666.00 STREET LENGTH(FEET) = 750.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET)'= 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DEC.IMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 68.65 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .62 HALFSTREET FLOODWIDTH(FEET) = 15.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 9.82 PRODUCT OF DEPTH&VELOCITY = 6.14 STREETFLOW TRAVELTIME(MIN) = 1.27 TC(MIN) = 10.88 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.255 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 42.03 EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 1-15.86 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .67 HALFSTREET FLOODWIDTH(FEET) = 17.81 FLOW VELOCITY(FEET/SEC.) = 9.93 DEPTH*VELOCITY = 6.70 FLOW PROCESS FROM NODE 31.20 TO NODE 33.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 4 - UPSTREAM ELEVATION = 1666.00 DOWNSTREAM ELEVATION = 1610.00 STREET LENGTH(FEET) = 1200.00 CURB HEIGTH(INCHES) = 3. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 111.03 ***STREET FLOWING FULL*** 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) = .77 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW.VELOCITY(FEET/SEC.) = 9.07 PRODUCT OF DEPTH&VELOCITY = 6.95 STREETFLOW TRAVELTIME(MIN) = 2.21 TC(MIN) 13.08 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.618 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4350 SUBAREA AREA(ACRES) = 13.50' SUBAREA RUNOFF(CFS) = 50.21 EFFECTIVE AREA(ACRES) = 33.50 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 33.50 PEAK FLOW RATE(CFS) = 124.60 END OF SUBAREA STREETFLOW HYDRAULICS:. DEPTH(FEET) = .19 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC..) = 9.56 DEPTH*VELOCITY =. 7.52 .FLOW PROCESS FROM NODE 14,00 TO NODE 33.00 IS CODE = 8 >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.618 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4350 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 10.41 EFFECTIVE AREA(ACRES) = 36.30 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 36.30 PEAK FLOW RATE(CFS) = 135.02 TC(MIN) = 13.08 FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE _ 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.1 UPSTREAM NODE ELEVATION = 1610.00 DOWNSTREAM NODE ELEVATION = 1590.00 FLOWLENGTH(FEET) 7 430.00 MANNINGS N = .01 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 135.02 TRAVEL TIME(MIN.) = .31 TC(MIN.) = 13.39 FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< - >>> >>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.6 INCHES PIPEFLOW VELOCITY(FOET/SEC.) = 22.4 UPSTREAM NODE ELEVATION = 1590.00 DOWNSTREAM NODE ELEVATION = 1553.00 FLOWLENGTH(FEET) = 850.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 36.00 PIPEFLOW THRU SUBAREA(CFS) = 135.02 TRAVEL TIME(MIN.) = .63 TC(MIN.) N = .012 NUMBER OF PIPES = 14.02 FLOW PROCESS FROM NODE 34.20 TO NODE .35.00 I -S CODE = 8 ----------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK: FLOW<<<<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL.INTENSITY(INCH/HOUR) = 4.399 SOIL CLASSIFICATION IS "A'' RESIDENTIAL-> 11+ DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .1940 SUBAREA AREA(ACRES) = 16.20 SUBAREA RUNOFF(CFS) = 61.30 EFFECTIVE AREA(ACRES). 52.50 AVERAGED Fm(INCH/HR) _ .395 TOTAL AREA(ACRES) = 52.50 PEAK FLOW RATE(CFS) = 189.16 TC(MIN) = 14.02 ****xcrc******?it**�****************i*************************** k, *************** FLOW PROCESS FROM NODE 35.00 TO NODE 2.6.00 IS CODE = 3 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « <<< >>>>>LYSING COMPUTER -ESTIMATED PIPESIZE.(NON-PRESSURE FLOW)<<<<< ------------_____---------------------------------------- ----------------- DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.5 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 21.5 UPSTREAM NODE ELEVATION = 1553.00 DOWNSTREAM NODE ELEVATION = 1532.00 FLOWLENGTH(FEET) = 700.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER O= PIPES = 1 PIPEFL.OW THRU SUBAREA(CFS) 189.16 TRAVEL TIME(MIN.) = .54 TC(MIN.) = 14.57 FLOW PROCESS FROM NODE 33.00 TO NODE 26.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.233 SOIL CLASSIFICATION IS "A'' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 10.17 EFFECTIVE AREA(ACRES) = 55.20 AVERAGED Fm(INCH/HR) _ .381 TOTAL AREA(ACRES) = 55.20 PEAK; FLOW RATE(CFS) = 193.67 TC(MIN) = 14.57 P?1�01 FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >> »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<_<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 14.57 RAINFALL INTENSITY (INCH./HOUR) = 4.28 EFFECTIVE STREAM AREA(ACRES) = 55.20 TOTAL STREAM AREA(ACRES) = 55.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 193.87 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) -------------------------------------------------------------- 1 894.45 16.43 3.936 .49 287.59 2 47.86 19.45 3.498 .41 17.20 3 193.87 14:57 4.283 .38 55.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 1117.26 357.32 2 983.40 359.99 3 1111..44 322.98 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS). = 1117.26 TIME(MINUTES) = 16.435 EFFECTIVE AREA(ACRES) = 357.32 TOTAL AREA(ACRES) -= 364.60 -FLOW PROCESS FROM NODE 26.00 TO NODE 36.10 IS CODE = 3 m >> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >_>> >>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 102.0 INCH PIPE IS 73.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 25.7 UPSTREAM NODE ELEVATION = 1532.00 DOWNSTREAM NODE ELEVATION = 1525.00 FLOWLENGTH(FEET) = 480.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = i PIPEFLOW THRU SUBAREA(CFS) = 1117.26. TRAVEL TIME(MIN.) _ .31 TC(MIN.) = 16.75 FL0W PROCESS FROM NODE 37.10 TO NODE 36.10 IS CODE =, 8 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.885 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = 4850 SUBAREA AREA(ACRES) = 16.60 SUBAREA RUNOFF(CFS) = 50.79 EFFECTIVE AREA(ACRES) = 373'.92 AVERAGED Fin(INCH/HR) _ .472 TOTAL AREA(ACRES) = 381.20 PEAK FLOW RATE(CFS) = 1148.60 TC(MIN) = 16.75 S/ FLOW PROCESS FROM NODE 36.10 TO NODE 36.00 IS CODE = 3 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA< m< - >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 93.0 INCH PIPE IS 73.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 28,6 UPSTREAM NODE ELEVATION = 1525.00 DOWNSTREAM NODE ELEVATION = 1506.00 FLOWLENGTH(FEET) = 950.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 93.00 PIPEFLOW THRU SUBAREA(CFS) = 1148.60 TRAVEL TIME(MIN.) = .55 TC(MIN.) N = .013 NUMBER, OF PIPES = 17.30 FLOW PROCESS FROM NODE 26.00 TO NODE 36.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -- -- -- ----------------------- 100 YEAR. RAINFALL INTENSITY(INCH/HOUR) = 3.797 SOIL CLASSIFICATION IS ''A'' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 11.32 EFFECTIVE AREA(ACRES) = 377.32 AVERAGED Fm(INCH/HR) _ .468 TOTAL AREA(ACRES) = 384.60 PEAK FLOW RATE(CFS) = 1148.60 TC(MIN) = 17.30 FLOW PROCESS FROM NODE 37.00 TO NODE 36,00 IS CODE = 8 » >>ADDITION OF SUBAREA .TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.797 SOIL CLASSIFICATION IS ''A RESIDENTTAL-> 5-7-DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 23,50 SUBAREA RUNOFF(CFS) = 70.06 EFFECTIVE-AREA(ACRES) = 400.82 AVERAGED Fm(INCH/HR) _ ,469 TOTAL AREA(ACRES) = 408.10 PEAK FLOW RATE(CFS) = 1200.58 TC(MIN) = 17.30 FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 17.30 RAINFALL INTENSITY (INCH./HOUR) = 3.80 EFFECTIVE STREAM AREA(ACRES) = 400.82 TOTAL STREAM AREA(ACRES) = 408.10 PEAK: FLOW RATE(CFS) AT CONFLUENCE = 1200.58 FLOW PROCESS FROM NODE 40.00 TO NODE 39.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< 5a ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.0C -)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 900.00 UPSTREAM ELEVATION = 1550.00 DOWNSTREAM ELEVATION = 1535.00 ELEVATION DIFFERENCE = 15.00 TC = .389<( 900.00** 3.00)/( 15.00)]** .20 = 13.405 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.540 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 32.48 TOTAL AREA(ACRES) = 8.90 PEAK FLOW RATE(CFS) = 32.48 **************************************************************************** FLOW PROCESS FROM NODE 39.10 TO NODE 39.00 IS CODE 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 1535.00 DOWNSTREAM ELEVATION = 1518.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 8.. STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 6.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING.MEAN FLOW(CFS) = 51.24 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: STREET, FLOWDEPTH(FEET) _ .58 HALFSTREET FLOODWIDTH(FEET) 12.00. AVERAGE FLOW VELOCITY(FEET/SEC.) 6.64 PRODUCT OF DEPTH&VELOCITY = 3.88 STREETFLOW TRAVELTIME(MIN) = 2.01 TC(MIN) = 15.41 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.117 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fn1(INCH/HR) _ .4860 SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 37.59 EFFECTIVE AREA(ACRES) = 20.40 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 20.40 PEAK FLOW RATE(CFS) = 66.69 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .64 HALFSTREET FLOODWIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 7.31 DEPTH*VELOCITY = 4.70 FLOW PROCESS FROM NODE 39.00 TO NODE 36.00 IS CODE = 3 ----------------------------------------------- ----------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 23.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.2 UPSTREAM NODE ELEVATION = 1515.00 DOWNSTREAM NODE ELEVATION = 1506.00 FLOWLENGTH(FEET) = 1100.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 66.69 TRAVEL TIME(MIN.) = 1.63 TC(MIN.) = 17.05 FLOW PR-OCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 8. ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<X< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.837 - SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR)'= .3750 SUBAREA AREA(ACRES) = 21.60 SUBAREA RUNOFF(CFS) = 67.30 EFFECTIVE AREA(ACRES) = 42.00 AVERAGED Fm(INCH/HR) _ .428 TOTAL AREA(ACRES) = 42.00 PEAK; FLOW RATE(CFS) = 128.84 TC(MIN) = 17.05 FLOW PROCESS FROM NODE 36.00 TO NODE 36..00 IS CODE= 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM :VALUES <<<<.< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 17.05 RAINFALL INTENSITY (INCH./HOUR) = 3.84 EFFECTIVE STREAM AREA(ACRES).= 42.00 TOTAL STREAM AREA(ACRES) = 42.00 PEAK, FLOW RATE(CFS) AT CONFLUENCE = 128.84 CONFLUENCE -INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 1 1200.58 17.30 3.797 .47 400.82 2 128.84 17.05 3.837 .43 42.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 1327:93 442.82 2 1325.84 436.95 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1327.93 TIME(MINUTES) = 17.299 EFFECTIVE AREA(ACRES) = 442.-82 TOTAL AREA(ACRES) = 450.10 FLOW PROCESS FROM NODE 47.00 TO NODE 36.00 IS CODE _ 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR)- = 3.797 - SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA( -ACRES) = 1.50 SUBAREA RUNOFF(CFS) _ 5.00 EFFECTIVE AREA(ACRES) = 444.32 AVERAGED Fm(INCH/HR) _ .464 TOTAL AREA(ACRES) = 451.60 PEAK FLOW RATE(CFS) = 1332.92 TC(MIN) = 17.30 m - FLOW PROCESS FROM NODE 48.00 TO NODE 36.00 -IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.797 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .097f SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 12.99 EFFECTIVE AREA(ACRES) = 448.22 AVERAGED Fm(INCH/HR) _ .461 TOTAL AREA(ACRES) = 455.50 PEAK FLOW RATE(CFS) = 1345.91 TC(MIN) 17.30 FLOW PROCESS -FROM NODE 36.00 TO NODE 41.00 IS CODE = 3 --------------------------------------- 7 ------------------------------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA(« << >> >> >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 102.0 INCH PIPE IS 74.8 INCHES PIPEFLOW VELOCITY.(FEET/SEC.) = 30.2 UPSTREAM NODE ELEVATION= 1506.00 DOWNSTREAM NODE ELEVATION = 1503.00 FLOWLENGTH(FEET) = 150.00. MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1345.91 TRAVEL TIME(MIN..) = .08 TC(MIN.) = 17.38 tic*�c�cSic%c�k�ic3X�:X�K��Ic�IcNE�c�c�k�X%<�kA��ck�*>XXcIc�4c�kXc�Krii �a�kycXc�ic�>k��i:��K��c�:�k�t�k�4nicK�kK:�k�1c��K�l:xcx��:k;Kak�cK�xv,:r FLOW PROCESS FROM NODE 1.0d.TO NODE 2.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSTS« << DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4-DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1680.00 DOWNSTREAM ELEVATION = 1645.00 ELEVATION DIFFERENCE = 32.00 TC = .412*[( 1000.00** 3.00)/( 32.00)]** 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4. SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS SUBAREA RUNOFF(CFS) = 25.56 20 .20 639 RATE, Fm(INCH/HR) _ .5820 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 25.56 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 ----------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<e<< UPSTREAM ELEVATION = 1648.00 DOWNSTREAM ELEVATION = 1638.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) _ 8. STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 52 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTI'ME COMPUTED USING MEAN FLOW(CFS) = 47.38 ***STREET FLOWING FULL*** 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 IJEGLECTED. STREET FLOWDEPTH(FEET) = .71 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.41 PRODUCT OF DEPTH&VELOCITY = 3.12 STREETFLOW TRAVELTIME(MIN) = 3.03 TC(MIN) = 16.02 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.007 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 14.00 SUBAREA RUNOFF(CFS) = 43.15 EFFECTIVE AREA(ACRES) = 21.00 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES).= 21.00 PEAK FLOW RATE(CFS) = 64.73 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .77 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4:94 DEPTH*VELOCITY = 3.79 FLOW PROCESS FROM NODE 3.00 TO NODE -4.00 IS CODE = 6 ---------------------------------------------------------------------- >>> »COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA< «< UPSTREAM ELEVATION = 1638.00 DOWNSTREAM ELEVATION = 1608.00 STREET.LENGTH(FEET) _ 1200.-00 CURB HEIGTH(INCHES) = 8. STREET'HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ 98.62 N=**STREET FLOWING FULL*** 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) = .77 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.53 PRODUCT OF DEPTH&VELOCITY = 5.77 STREETFLOW TRAVELTIME(MIN) = 2.66 TC(MIN) = 18.68 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.599 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fin(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 25,00 SUBAREA RUNOFF(CFS) = 67.98 EFFECTIVE AREA(ACRES) = 46.00 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 46.00 PEAT; FLOW RATE(CFS) = 124.90 END OF SUBAREA STREETFLOW HYDRAULICS: / DEPTH(FEET) = .82 HALFSTREET FLOODWIDTH(FEET) = 20.00 �S`Q FLOW VELOCITY(FEET/SEC.) = 8.09 DEPTH*VELOCITY = 6.67 FLOW'PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 1603.00 DOWNSTREAM ELEVATION = 1575.00 STREET LENGTH(FEET) = 1600.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) =-20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK' = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 146.18 ***STREET FLOWING FULL*** 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) = .88 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.22 PRODUCT OF. .DEPTH&VELOCITY = 7..26 STREETFLOW-TRAVELTIME(MIN) = 3.24 TC(MIN) = 21.92 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.217 SOIL CLASSIFICATION IS "A RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS .RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 18.00 SUBAREA RUNOFF(CFS) = 42.69 - EFFECTIVE AREA(AORES) = 64,00 AVERAGED FM(INCH/HR)'= :582 TOTAL'AREA(ACRES.)'.= 64700 _ PEAK FLOW RATE(CFS) = 151.79 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .90 HALFSTREET FLOODWIDTH(F5ET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 8.18 DEPTH*VELOCITY = 7.38 ****Xc**************1!c***************�*:Kxc*******�F:*�K**�*kK**?c*x**%:***?���c*•x.�k*%+vri FLOW PROCESS FROM NODE 5.00 TO NODE 44.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.2 UPSTREAM NODE ELEVATION = 1575.00 DOWNSTREAM NODE ELEVATION = 1562.00 FLOWLENGTH(FEET) = 1100.00 MANNINGS N = .01 ESTIMATED PIPE DIAMETER(INCH) = 43.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 151.79 TRAVEL TIME(MIN.) = 1.29 TC(MIN.) = 23.22 FLOW PROCESS FROM NODE 4.1.00 TO NODE 44.00 IS CODE = 1 -DESIGNATE INDEPENDENT STREA*1 FOR CONFLUENCE;<<<, CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: - -- TIME OF CONCENTRATION(MINUTES) = 23.22 RAINFALL INTENSITY (INCH./HOUR) = 3.09 EFFECTIVE STREAM AREA(ACRES) = 64.00 TOTAL STREAM AREA(ACRES) = 64.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 151.79 FLOW PROCESS FROM NODE 42.20 TO NODE 42.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<< NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .2.0 INITIAL SUBAREA FLOW -LENGTH = 550.00 UPSTREAM ELEVATION = 1605.00 DOWNSTREAM ELEVATION = 1594.00 ELEVATION DIFFERENCE = 11.00 TC = .525*[( 550.00** 3.00)/( 11.00)]** .20 14.325 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.333 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .4100 SUBAREA RUNOFF(CFS) = 31.78 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 31.78 **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.10 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION 1594.00 DOWNSTREAM ELEVATION = 1573.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) _8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CRO.SSFALL(DECIMAL) = ..020 OUTSIDE STREET CROSSFALL('DECIMAL) _ .04.0 SPECIFIED.NUMBER.OF'HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 47.13 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .64 HALFSTREET FLOODWIDTH(FEET) = 18.13 AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY = 3.71 STREETFLOW TRAVELTIME(MIN) = 2.31 TC(MIN) = 16.63 100 YEAR RAINFALL INTENS.ITY(INCH/HOUR) = 3.904 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.0.00 SUBAREA RUNOFF(CFS) = 30.77 EFFECTIVE AREA(ACRES) = 19.00 AVERAGED Fm(INCH/HR) _ .449 TOTAL AREA(ACRES) = 19.00 PEAK FLOW RATE(CFS) = 59.07 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .69 HALFSTREET FLOODWIDTH(FEET) = 2.0.00 FLOW VELOCITY(FEET/SEC.) = 5.92 DEPTH*VELOCITY = 4.08 FLOW PROCESS FROM NODE 42.1'0 TO NODE •14.00 IS CODE = 6 ---------------------------------------------------------------------------- -->>>>>COMPUTE-STREETFLOW-TRAVELTIME-THRU-SUBAREA<<<«.--_---_-__-`------ UPSTREAM ELEVATION_= 1573,00 DOWNSTREAM ELEVATION 1562.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK =- 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .420 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TP,AVELTIME COMPUTED U.SIN.G MEAN FLOW(CFS) = 82.25 ***STREET FLOWING FULL*** 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) = .84 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.07 PRODUCT OF DEPTH&VELOCITY = 4.28 STREETFLOW TRAVELTIME(MIN) = 4.27 TC(MIN) = 20.90 100 YEAR RAINFALL.INTENSITY(INCH/HOUR) = 3.326 SOIL CLASSIFICATION IS "A RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 18.10 SUBAREA RUNOFF(CFS) = 46.28 EFFECTIVE AREA(ACRES) = 37.10 AVERAGED Fm(INCH/HR) .,467 TOTAL AREA(ACRES) = 37.10 * PEAK FLOW RATE(CFS) = 55.4° END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(F:EET). .88 HALFSTREET FLOODWIDTH(FEET)'=.20.00 FLOW VELOCITY(FEET./$EC.) 5..37 DEPTH*VELOCITY 4.74 FLOW'PROCESS FROM NODE. 44.00 TO NODE -44.00:!S 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) = 20.90 RAINFALL INTENSITY (INCH./HOUR) = 3.33 EFFECTIVE STREAM AREA(ACRES) = 37.10 TOTAL STREAM AREA(ACRES) = 37.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 95.48 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) -------------------------------------------------------------- 1 151.79 23.22 3.091 .58 64.00 2 95.48 20.90 3.326 .47 37.10 RAINFALL, INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 239.39 101.10 04 . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK: FLOW RATE(CFS) = 244.98 TIME(MINUTES) = 20.903 55PEFFECTIVE AREA(ACRES) = 94.72 TOTAL AREA(ACRES) = 101.10 FLOW PROCESS FROM NODE 45.00 TO NODE 45.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)>* .20 INITIAL SUBAREA FLOW -LENGTH = 950.00 UPSTREAM ELEVATION = 1557.00 DOWNSTREAM ELEVATION = 1535.00 ELEVATION DIFFERENCE = 22.00 TC = .389*[( 950.00** 3.00)/( 22.00)]** .20 = 12.826 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.682 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .3750 SUBAREA RUNOFF(CFS) = 37.21 TOTAL AREA(ACRES) = 9.60 PEAK. FLOW RATE(CFS) = 37.21 FLOW PROCESS FROM NODE 45.10 TO NODE 46.00 IS CODE = 6 -------------------- -------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 1535.00 DOWNSTREAM ELEVATION w 1529.00 STREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = S. STREET HALF.WIDTH(FEET) = 20,00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR. STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL'(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARR`!ING RUNOFF ± 2 **TRAVELTIME COMPUTED'UBING MEAN FLOW(CFS) = 39.38 STREETFLOW'MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .64 HALFSTREET FLOODWIDTH(FEET) = 1S.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.8 PRODUCT OF DEPTH&VELOCITY = 3.10 STREETFLOW TRAVELTIME(MIN) = 1.21 TC(MIN) = 14.03 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.396 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .3750 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 4.34 EFFECTIVE AREA(ACRES) = 10.80 AVERAGED Fm(INCH/HR) _ .375 TOTAL AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 39.09 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .64 HALFSTREET FLOODWIDTH(FEET) = 18.13 FLOW VELOCITY(FEET/SEC.) = 4.80 DEPTH*VELOCITY = 3.07 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.80 EFFECTIVE AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 39.09 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering SoftvJare (aes) .. Ver. 4.1C- Release Date: 5/11/87 Serial # I00937 Especially prepared for: J.P. KAPP & ASSOCIATES, INC. DESCRIPTION OF STUDY ********************** HUNTER'S RIDGE * HYDROLOGY FOR DUNCAN CANYON ROAD ONLY * 100 YEAR STORM FILE NAME: HUNTEP,S.DAT TIME/DATE OF STUDY: 20:15 3/ 6/1989 USER-SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 *USEP,-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.060 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.590 COMPUTED."RAINFALL :INTENSITY DATA: STORM EVENT = -.100.00. 1-HOUR.INTENSITY(INCH/HOUR) = 1.5900 SLOPE OF.INTENSITY DURATION CURVE _ .7000 FLOW PROCESS FROM NODE 46.10 TO .NODE 46.20' "IS CODE = 2 >`>;>>'FATIONAL METHOD. INITIAL SUBAREA ANALYSIS<<;<< DEVELOPMENT I.S SINGLE -FAMILY -RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION '= 1575.00 DOWNSTREAM ELEVATION = 1550.00 ELEVATION DIFFERENCE = 25.00 TC = .389*[( 1000.00** 3.00)/( 25.00)]** .20 = 12.893 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.665 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .3750 SUBAREA RUNOFF(CFS) = 7.72 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 7.72 FLOW PROCESS FROM NODE 46.20 TO NODE 48.00 IS CODE = 6 ------------------------------------------------------------------------------ >>N'>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<,., UPSTREAM ELEVATION = 1550.00 DOWNSTREAM ELEVATION = 1529.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) g. STREET HALFWIDTH(FEET) -- 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) = .060 / J OUTSIDE STREET CROSSFALL(DECIMAL) = .060 4�! SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 *-*TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 10.95 - STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .55 HALFSTREET FLOODWIDTH.(FEET) = 7.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.51 PRODUCT OF DEPTH&VELOCITY = 3.05 STREETFLOW TRAVELTIME(MIN) = 3.02 TC(MIN) = 15.92 - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.026 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4500 SUBAREA AREA(ACRES) - 2.00 SUBAREA RUNOFF(CFS) = 6.44 EFFECTIVE AREA(ACRES) = 4.00 AVERAGED Fm(INCH/HR) _ .413 TOTAL AREA(ACRES) = ' 4.00 PEAK FLOW RATE(CFS) = 13.01 END OF,SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .59 HALFSTREET FLOODWIDTH(FEET) = 8.47 FLOW VELOCITY(FEET/SEC.) = 5.75 DEPTH*VELOCITY = 3.37 END.OF STUDY -SUMMARY: TOTAL AREA(ACRES) = 4.00 EFFECTIVE AREA(ACRES) = 4.00 ' PEAK FLOW RATE(CFS) = 13.01 ----------------------------------------------------- END -OF RATIONAL METHOD ANALYSIS -- - --- ----- t i 1. A� P N 18� OPFO/ T,�_. 14-1 YLOROL oa y "A p IN ")000 J60 YXXX71rX****Jlc**Jk 7K*7?c�k*>Y***>r:***KX7k JkJk*JIC�'JIJ.*Ic*7k 7k**XJ�**�►'7�C �C*****X*Jk JK JK*t'�*k:**�()K %: Jk JI: Yt �:X�' RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineer-i•ng Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial 11 100937 Especially prepares.: for: - P. F'APP $ A cS S0C1AT—='2.,- Y Y�'MkAr k:i$;Y**AC*iC*. *:ii kD`_:S CRTP T1,--, '1 • i i — r.XX* t.i,*Ar ,i x.:.K:a.X x.k # k v x i TER' S RIDGE x H !DROLOGY STUDY FOR PROPSRT ( EAST OF PROJECT THAT CO'1TZ7-BJ7ES TO * R�;ri-CFF Or! DUNCAN CANYON GOAD. w**X******JK***********************A********:*.*hr:R X.r..X's,. X:ic .JCX *'i :k kc*X x7k .•.R '!':r FILE NAME: HUNTERS.DAT TIME/DATE OF STUDY: 20:46 3/ 6/1989 USER SPECIFIED HYDROLOGY AND HYDRAULI=C MODEL INFORMATIOI!- ---*TIME-OF-CONCENT RATION `•IODEL*-- -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SI�E(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR =RIOT_-,': lzi *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR R.A_i1F.ALL 10-YEAP. STORM 60 -;MINUTE INTENSITY(INCH/ HOUR) 100 -YEAR STORM 60 -MINUTE I1"•1TENSITY(INCH/HOUR) _ ? COMPUTED RAINFALL INTENSITY DATA: STORK+, EVENT = 25.00 1 -;,OUR !IJTENSITI'(T_:!CR;'HJ�� SLOPE OF INTENSITY DURATION CURVE _ .7000 i:***x:k Awl r:r �::x� * r + ,, a. •z• .. . FLOW PROCESS FROM NODE 1.00 TO NODE x.00 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSISC,.<•;- NATURAL AVERAGE COVER TC = N:* r ( LENGTH** 3. 00) / (El E' 'TION C' INITIAL SUBAREA FLO'4-L-E,'--lGT'r. = 'nnr,, UPSTREAM ELEVATICrl = +r D0WNSTREAM =LEVA T ! 'OI,ELEVATION DIFFERENCE _ _ . 00d .705xl ( 1000.00x* _ .001 ( ?-.�=:n) j tx 25 YEAR RAINFALL irlTEr! IT'r (T_r;CH.'H,JtJR) = O . ''?_ OIL CLASSIFICATION IS ;•1 ATURAL AVERAGE COVER „ ;RAS SUBAREA LOSS RATE:, F --N 0.. SUBAREA RUNOF=(CFS) TOTAL AREA(ACRES) _ 7 . 10 0 PEAK FLJO4'i RATE ( CFS) Y, 'K % `ti M K k * * * W M * * * W. * * Y. * )K * * •x X * M * M 1$7 'X * W * * * Y W. M * x * * M 9:'. * W * * Y: x W. Y: Y * x r• IK w k '' W k:.r W *7 is Y W ''' a 4, LOVI PROCESS FR0h1 NODE �.00 T,? `iODr :'�� .. 'Ol.•L = :i1KI-'UTE TPAPE-_;i•',';N` L i _''t'; Cr!<•.14JE,t_ LENII 7H 7HRU SUBAFR,EA( FEET _ 800.00 CliAI1IIEL '-SASE ( PE EET 1 - 100.00 -7 =,; TOR = K .000 MIAIINIIIG:; FF.S T OR = . 0.1 C; IMA>:I I L 11 DEPTH ( FEET) = 2.00 / 1 CHANNEL =LO'rl THRU SUBAREA(CFG) = 10.54 ¢' FLOW `JE LOCIT f ( FEE T /SEC) _ .96 FLOW DEPTH(FEET) = 1 1 TRAVEL T I14E(MII'1.) = 13.91 TC(MIN. ) = 36.18 FLO'rl PROCESS FROM DIODE 3.00 TO NODE 3.00 IS CODE _ ------------------------------------------------------------------------------- ADDITI CF C U B A R E A TO MAIiILII1 = ?ELIC rLCW YLr.R R,1_IIF;%LL 75 SOIL CLA,t­�IF=C'AT:Ol1 "A" NATURAL AVERAGE COVER 'GRASS' SUBAREA LOSS RAT_, Fm(I ICH/ HR, 3 0 SUBAPE-'A I+REI,! r,CRES) = 1 . 00 SUB.AP,E P.Uh1OFF(CFS) _ J -FFECTIVE: AREA(ACRES) = 21.00 AVERAGED Fm(INCH/HR) = 320 TOTAL AREA(ACRES) = 21.00 PEAK FLOW RATE(CFS) = 16.06 TC(MIN) = 35.18 ****************xr**************************xx***** ********,**.!r*x *fix *x x:xX FLOW PROCESS FROM NODE 3.00 TO "BODE 4.00 IS CODE _ ---------------------------------------------------------------------------- >)>>)COMPUTE TRAPEZOIDAL -CHANNEL > > > > > TRAVELTIP<1E THRU SUBAREA.! t < UPSTREAM NODE EL EV,�%TION = 1638.00 DOWNSTREAM NODE ELEVATION = 1608.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL BASE(FEET) = 100.00 "Z" Fr;CTOR = S.00J MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEST) CHANNEL FLOW THRU SUBAREA(CFS) = 18.06 FLOW VELOCITY(FEET/SEC) = 1.64 FLOSS' DEPTH(FEET) _ TRAVEL TIME(MIN.) = 10.15 TC(MIN.) = 46.33 ***********************************�l.**X.*****7K*********X:****W.***X,**w**, w. K v x ='. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE _ _ -------------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PCAK FLOW<<<%< 25 YEAR RAINFALL SO -L CLASS IF1CATION A NATURAL AVERAGE COVER 'GRASS" 3�JB'%,R::A _�3.5 R:., -, F:;. C;,'F,p - SUBAREA AREA; ACRES) _ _ SUB. -;RE;; . `J':3 . =S EFFECTIVE :`,REA' .ACRES) _ ; n AVERAGED Fm; INCH;'HR) TOTAL AREA(ACRES) _ 46.00 PEAK ^L 06' 1PATE(CFS) - 27.37 TC(MI1•1) = 4' .33 **'k*****K*****'K******wwyr *****.#:*'k•k'k',KI*'kA..*'k***'R***x'#:***'�*'k*-4*k k'e*: *Y''k k'. 4, +Ai k p FLOW PROCESS FRO'l NDDE 4.00 TO NODE 5.00 IS CODE = F ------------------------------------------------------- CQPlPU"'L 7RAPE -0IDAL -Ci1ANNEl_ T^AVE:1_7IME TPRU SUPAREA . UPSTREAM N`tD: _+ E +1T QTR::., V 1 Mf•.`�illti!:� ; F/%CTOR = r� ,A;(Ii4U' DEPTH EET /F) Cr+/•.tltic L FLOW1'fIRU SUBAREl:(' rS) = 27.%7 i-0-4 VELOCITY(FEET/SEC) = 1.61 FLOW DEPTH(FEET) _ .17 TRAVEL TIME(MIN.) = 14.51 TC(MIN. ) = 60.=;4 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 8 I--..^,_A.D•DITION-OF-SUBAREA TO-MAI1_1LTINE-PEAK FLO'lf�'••T- 2 ; YEI,R RAIraFALl- II:TE,'! CITY( It;CH/ HOUR) I—_L CLASSIFICAT _=It1 _ 1 ;;A—;URAL AVERAGE COVER "GRASS' SUBAREA ?Tc, OUBAPEA AREA(ACRES) = 12.00 SUBAREA RUNOFF(C=S�=t )� 6.71 EFFECTIVE AREA(ACRES) = 64.00 AVERA'ED Fm(INCH/HR) _ .820 TOTr.L AREA(ACRES) = 64.00 PEAL: FLOW RATE(CFS) = 27.87 TC(MIN) = 60.84 FLOW PROCESS FROM NODE 6.00 TO NODE 48.0l'� IS CODE = E -------------------------------------------------------------------------------- > > > > %COMPUTE STREETFLOW TRAVEL TIME THRU SUBAREA' < : < < UPSTREAM ELEVATION - 1 5.75.00 DOWNSTREAM ELEVATION = 1 5;32 . J0 STREET LENGTH(FEET) = 2000.00 CURB HEIGTH(IriCHES) ;STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK Z4.00 INTERIOR STREET CROSSFALL(DECIMAL) = .060 OUTSIDE STREET CROSSFALL(DECIMAL) = .060 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNG- _ ' **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE SSUX.RTIOi: THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANrEEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECT';. STREET FLOWDEPTH(FEET) = .73 HALFSTREET FLOODWIDTH(FEET) = AVERAGE FLOC! VELOCITY( FEEIVSEC.) _ PRODUCT OF DEPTH&VELOCITN' _ ;'REETFLO';t TRAVELTIME(1•1I.N) _ .; . , 9 Tom; .1 :IN; 15 YEAR P,A71-IFA'.L S01!- CLASSIFICATION IS , RESIDENTIAL-) 5-7 DWELL'-NGS/ACRE SUBAREA LUSS ^n:\T,_, rtt( i^di Hi'Fit7) _ ! >c.ij SU2ARE % AREA ( ACRES) = :. 00 SUBAREA RUNOF= (C:=S `. _ _ . 47 EFFECTIVE AREA(ACRES) - 69.00 A'JERA QED Fm( INCH; HR) - .300 TOTAL AREA ( ACRES) = 63 . C0 PEAT. FLOW RATE(CFS) - 2--7 . 87 END OF SUBAP,E.� STREETFLOW HYDRAULICS: DEPTH(FEET) = 77 HALFSTREET FLOODWIDTH(FEET) ''.t7 _Opti \'ELOSIT'f{FEET/SEC. ` = 6.37 DEP'"H+V_L OCIT1 -r .'?7 OF STUDY SUMMARY: .��TAL AREA(ACRES) 613.,.10 AREA A-.,RE—C' r,8•00 ME **********DESCRIPTION OF RESULTS***********:********: 4:**k:*4:+: * LINE "A" >F: '+ 7' X 12' R.C. B. FROM STATION I+10.00 TO STATION -2+69.47 w. *****:**************************************W%F * * * * F::►: F $:* 4: Fc A: k**h:****4; *�M**Y•3k }r**K: k:**>Y•***:�:**�:**� W**�:>}e**:***:>}:*** W>k*******Y6:******F:**}:>k**Yh:>Y*►:kF:*i:***:i: >>>>CHANNEL INPUT INFORMATION:<0' CHANNEL Z(HORIZONTAL/UERTICAL) = 0.00 BASEWIDTH(FEET) = 12.00 CONSTANT CHANNEL SLOPE(FEET/FEET) _ .005000 UNIFORM FLOW(CFS) = 977.90 MANNINGS FRICTION FACTOR = .0140 NORMAL -DEPTH FLOE) INFORMATION: »»> NORMAL DEPTH(FEET) = 5.41 FLOW TOP- WIDTH(FEET) = 12.00 FLOW AREA(SQUARE FEET) = 64.89 HYDRAULIC DEPTH(FEET) = 5.41 FLOW AVERAGE VELOCITY(FEET/SEC. ) = 15.07 UNIFORM FROUDE NUMBER = 1.142 PRESSURE + MOMENTUM(POUNDS> = 39506.86 AVERAGED VELOCITY HEAD(FEET) = 3.527 SPECIFIC ENERGY(FEET) = 8.934 CRITICAL -DEPTH FLOE) INFORMATION: ---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 12.0O CRITICAL FLOW AREA(SQUARE FEET) = 70.91 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 5.91 CRITICAL FLOW AVERAGE VELOCITY<FEET/SEC.) = 13.79 CRITICAL DEPTH(FEET) = 5.91 CRITICAL FLOE) PRESSURE + MOMENTUM(POUNDS) = 3924 7.65 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 2.953 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.862 Q7 **********DESCRIPTION OF RESULT******+:>►F:��*►:+:»►:a:�kWrWW*++:*:+:*�::+:�+:� * LINE "A" K * 7' X 12' R.C.B. + * FROM STATION 2+65147 TO STATION 3+81.42 » *�Y•*�F:A:B�****�****�I::k*8��}::Y*�{::Y•�F:*********:k�l:**K:****:i::i::k*N:*:�:**�k*:1:A�**%1:*****N:�F:�1��1�4::K*�i:**�►:� *a}:>}:{:*WW>k**>Fc**k1:*$:�:>Y*****}:Y•**F: **!: �**�:**W sf:*F:F: N*rk>Yf:*fF:**N:K:**F:***Ick*i:}:F:*B:F:>Y*$***K: >>CHANNEL INPUT INFORMATION< <<:. CHANNEL Z(HORIZONTAL/VERTICRL) _ 0.00 BASEWIDTH(FEET) = 12.00 CONSTANT CHANNEL SLOPE (FEET/FEET> _ .005000 UNIFORM FLOW(CFS) = 968.O0 MANNINGS FRICTION FACTOR = .0140 NORMAL—DEPTH FLOW INFORMATION: >>>>> NORMAL DEPTH(FEET) = 5.37 FL0W TOP— WIDTH(FEET) = 12.00 FLOW AREA(SQUARE FEET) = 64.43 HYDRAULIC DEPTH (FEET) = 5.37 FL0W AVERAGE VELOCITY (FEET/SEC. > = 15.02 UNIFORM FROUDE NUMBER = 1.143 PRESSURE + MOMENTUM(POUNDS) = 3_:976.43 AVERAGED VELOCITY HEAD(FEET) = 3.505 SPECIFIC ENERGY(FEET> = 8.874 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL FLOW TOP—WIDTH(FEET) = 12.0=1 CRITICAL FLOW AREA(SQUARE FEET) = 70.42 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 5.S7 CRITICAL FLOW AVERAGE UELOCITY(FEET: SEC.) = 13.75 CRITICAL DEPTH(FEET) = 518? CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 38679.30 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 2.934 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 8.802 m *r*W#:**:****DESCRIPTION OF RESULTS**wWww��WW*�:�t#�►v:�**�****�*»#�W��»�#v:�*��:**�� * LINE "A" # 7' X 1'2' R.C.F. 4 * FROM STATION 3+81.42 TO STATION 4+00.50 ��k*#-#�k:�#�WW��#-#WW%F�>k�Y•$�#:�k�k#:�*�:*�#:#�#��k:k%k�k>k>}:�k�k�k#:�:>k*k�:Y#�%kK>k#:�'h�*�!'W��Wk%k+k>F:�k�kW*#�A��&�kW*#�:}:.y: k>1:`kik#*si*#ri:W*WOK:��sY•�**N:*k�>k#lW�Y�W�*}��►:W�����:�WNKH�A:���:}:�:N>'r:�:W�W��*�*8*k�*8k# >>>>CHANNEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CHANNEL Z(H►ORIZONTAL/VERTICAL> = 0.00 BASEWIDTN(FEET) = 12.09 CONSTANT CHANNEL SLOPE(FEET%FEET) _ .005000 UNIFORM FLOW(CFS) = 954.29 MANNINGS FRICTION FAC70R = . 01 40 NORMAL -DEPTH FLOW INFORMATION >11>> NORMAL DEPTH(FEET) = 5.35 FLOW TOP- WIDTH(FEET) = 12.40 FLOW AREA(SQUARE FEET) = 64.20 HYDRAULIC DEPTH(FEET) = 5.35 FLOW AVERAGE VELOCITY(FEET/SEC. ) = 15.02 UNIFORM FROUDE ' NUMBER = 1 . 144 PRESSURE + MOMENTUM(POUNDS) = 38778.73 AVERAGED VELOCITY HEAD(FEET) = 3.502 SPECIFIC ENERGY(FEET) = 8.852 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL FLOW TOP-WIDTH(FEET) = 12.00 CRITICAL FLOW AREA(SGUARE FEET) = 70.22 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 5.85 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 13. 73 CRITICAL DEPTH(FEET) = 5.85 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 38476.59 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 2.927 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 5.779 M a::rw:***:*:**:)+:DESCRIPTION OF RES�J�TS**�rW****�r�+*kW*W�rw*****art:**x�W*:+:**>►:w L..INE "A" ►- 7' X 7' R. C. B, �► FROM STATION 4+-33.58 TO STATION 6+41.08 W +k �: �::I::1: * �Y• 8: �I: * �: >1: * 8� �}: >k k: 8: 8::Y• W W K: H: A: +F: >I::k s{c �k >k �k :k �!::k >k >k �►: �k K: �k +k �}: N: %Y• A::f: %Y k 'k• >k k %4' sk �k :k sk �k �k *: �►: * >}: 8: � Y: S: Y: * :i: �►: * * :i: �}: * �::-1 • k * Y >F: yk * W >►::ic k o -F: #: k 8: >I: sk:i: K: >F' >k }: >l: >k k #: �: ,�: F: >}: ►: 8: }: >F: ,Y• �: K: sF: 8: F: >►: I: F: >!< >Y• Y i: %fs >k k i: >}: k ,Y• >k k k M: }: 1: ,1: W ->F: >F: >k 1: !: W k,i: Y >I::}: I: »>)CHANNEL INPUT INFORMATION!,{«. CHANNEL Z(HORIZONTAL/VERTICAL) = 9.00 BASEWIDTH<FEET) = 7.00 CONSTAtlT CHANNEL SLOPE (FEET/FEET) _ .015400 UNIFORM FL061(CFS) = 833.30 MANNIN13S FRICTION FACTOR = .0140 NORMAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- >>> NORMAL DEPTH(FEET) = 5.46 FLOW TOP— WIDTH(FEET) = 7.00 FLOW AREA(SQUARE FEET) = 38.20 HYDRAULIC DEPTH(FEET) = 5.46 FLOW AVERAGE QEL►OCITY(FEF_T%SEC. ) = 21.82 UNIFORM FROUDE NUMBER = 1.646 PRESSURE + MOI-IENTUM(POUNDS) = 41731.32 AVERAGED VELOCITY HEAD(FEET) = 7.390 SPECIFIC ENERGY(FEET) 12.847 CRITICAL—DEPTH FLOW INFORMATION: CRITICAL FLOW TOP—WIDTH(FEET) = 7.00 CRITICAL FLOW AREA(SQUARE FEET) = 53.25 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 7.61 CRITICAL FLOW AVERAGE VELOCITY(FEET%SEC.) = 15.65 CRITICAL DEPTH<FEET) = 7.61 CRITICAL FLOW PRESSURE + M0NENTUM(POUNDS) = 37808,89 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 3.803 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 11.410 7e:�) **4:***4:***DE5CRIPTION OF RESULTSx:a:Wkw:rX r+: w »: ►:►::�r: w ► :+ +::+::+:»: +►:�:+: :N::►:ri: * LINE "A" 4: 90'' R.C.P. v: FROM STATION 6+45.74 Ti i STATION 13+21.85 + :F: *: �: �: *: W *::►: W * * *: K: �e k: *: >{::}: $::}::}::}: >}: >F: k: N: *: *: �: M: *: *::}: %Y• K: M %1: �: *: �: %Y• � *: * *::}: M: h: *: *::}::}: �!: H: * >i: >k >Y :i: *: k: �+: >I::k *: � � 1: �}: N: �::1: %F: >►: #:: f: K: *: #: *: *: >}: �c $: s4: >►: * *: %i: >}: >i::k * *: �: *: Nc �: * *: *, *: >k *: �: >1: N: �: s j: R; *: N: %4: * :k :1: W N: ►: K: r►: ►: *: H: *: K: *: *: *: >I: *: M: �: * >I: *: *: N: *: ,y: * *: >k N: k: *: !: *: >►: N: K: ►e N: >>>>PIPEFLOU HYDRAULIC INPUT INFORMATION<<0. ---------------------------------------------------------------------------- PIPE DIAMETER(FEET> = 7.590 PIPE SLOPE(FEET/FEET) _ .0154 PIPEFLOWCCFS> = 1833.30 MANNINGS FRICTION FACTOR = .013900 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 7.92 CRITICAL FLOW AREA(SQUARE FEET) = 42.978 CRITICAL FLOW TOP—WIDTH(FEET) = 3.681 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS> = 40356.56 CRITICAL FLOW VELOCIT4'(FEET/SEC.) = 19.389 CRITICAL FLOW VELOCITY HEAD(FEET) = 5.84 CRITICAL FLOW HYDRAULIC DEPTH(FEET> = 11.61 CRITICAL FLOC,) SPECIFIC ENERGY(FEET) = 12.05 NORMAL—DEPTH FLOW INFORMATION: ----------------------------------------------------------------------------- NORMAL DEPTH(FEET> = 5.43 FLOW AREA(SQUARE FEET) = 34.27 FLOW TOP WIDTH(FEET) = 6.703 FLOW PRESSURE + MOMENTUM (POUNDS) = 44435.25 FLOW UELOC I TYC FEET!SEC.) = 24.315 FLOW VELOCITY HEADCFEET) = 9.181 HYDRAULIC DEPTHCFEET) = 5.11 FROLIDE NUMBER = 1.895 SPECIFIC ENERGY(FEET) = 14.61 7/ *:***t*:*.*.*:* -.*DESCRIPTION OF F'ESULT✓>►:»wWww*WWW������WW►:�:�w�W�:*�K:�»*�+:�:h:�k:�►:K:>►:�»�:»: * LINE "A" * 99" R. C.P. * FROM STAT I ON 13+29. 05 'fO STAT I ON 18+21. 92 +: k:*:***:W�c�:�:*�:*:>►::{c�!'**:**:�je**k%k**:WN:�:***:*Wk:N:*>}c:}:>►:*$c*:*:►:.� *;}::{:*::�:%►:�:%{:>k%ick:$c*�*:%!:**:>I:*k:�*M•K:%i:%Y•8:>k:V: Y�:�:>Y•*K:**!:>k>k***�>k>h>Y>k>k>i:>F:>k>I'*M:I:****:***!>kW*W****:**!•**}>F:�:*8:>Y•�**>F:***:>}:$:***m*d:�:>I:>! :kWk>1: >:>>>PIPEFLOW HYDRAULIC INPUT INFORMATION«:' ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 7.503 PIPE SLOPE(FEET!FEET> _ .0206 PIPEFLOW(CFS) = 811.69 MANNINGS FRICTION FACTOR = .013009 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 6,97 CRITICAL FLOW AREA(SQUARE FEET) = 42.810 CRITICAL FLOW TOP-WIDTH(FEET> = 3.835 CRITICAL FLOW PRESSURE_ + MOMENTUM(POUNDS) = 38745.11 CRITICAL FLOW VELOCITY(FEET%SEC.) = 18.958 CRITICAL FLOW VELOCITY HEAD(FEET) = 5.58 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 11.16 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 12.55 NORMAL -DEPTH FLOW INFORMATION•• ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 4.79 FLOW AREA(SQUARE FEET) _ 29.75 FLOW TOP WIDTH(FEET) = 7.209 FLOW PRESSURE + MOMENTUM(POUNDS) = 46772.61 FLOW VELOCITY(FEET/SEC.) = 27,277 FLOW VELOCITY HEAD(FEET> = 11.554 HYDRAULIC DEPTH(FEET) = 4,13 FROUDE NUMBER = 2.366 SPECIFIC ENERGY(FEET) = 16.34 72 **:********DESCRIPTION OF RE5ULTa'�:>k:l >Y�Y�I �Y�I:�Y�k�► N:>Y� YW$ k �F �kW f:W V ►:�k�k Y f: kh K �F:7i �F F: 1: F K:>}.>k F:>1: k * LINE "A" + * 78" R. C . P. a FROM STATION 18+31.12 TO STATION 18+68.56 + y:+F:�:*:y:g:*****W:}::y.*$��:**�►cit**W�};k:K:ick:K:N::i:*:****h::}:***e$;*:}:*K:**:*+f;**:y.*:{:�}::F:*%!::}::}:g:�:*:**:i:4�K��:��**�h::}: ***:*>►*********************4:*************:********:**:*********4,********:*:***:***.4 >:>;>PIPEFLOW HYDRAULIC INPUT INFORMATION<<< PIPE DIAMETER(FEET) = 6.500 PIPE SLOPE(FEET!FEET) _ .0266 PIPEFLOW(CFS) _ " 645.40 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 6.21 CRITICAL FLOW AREA(SQUARE FEET) = 32.655 CRITICAL FLOW TOP—WIDTH(FEET) = 2.692 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 30856.30 CRITICAL FLOW VELOCITY(FEET/SEC.) = 19.764 CRITICAL FLOW VELOCITY HEAD(FEET) = 6.07 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 12.13 CRITICAL FLOW SPECIFIC ENERGY(FEET> = 12.27 NORMAL—DEPTH FLOW INFORMATION: ----------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 4.64 FLOW AREA(SQUARE FEET) = 25.3' FLOW TOP WIDTH(FEET) = 5.879 FLOW PRESSURE + MOMENTUM(POUNDS) = 35122.04 FLOW UELOCITY(FEET/SEC.) = 25.490 FLOW VELOCITY HEAD(FEET) = 10.089 HYDRAULIC DEPTH(FEET) = 4.31 FR DUDE NUMBER = 2.165 SPECIFIC ENERGY(FEET) = 14.73 79 **:***:****:*DESCR IPTI O]N OF RESULTS**:+:**:+: : w � r�wWW:s:Wva :�:::r:* :�::+::*: t:.r::a: �r :i: :w: ►: LINE "A" f: 78" R.C.P. K: FROM STATION 18+73.22 TO STATION 22+87.---/P, **>k***W***F:**1:******Y****>k*Y•**k**********F:*******>F:**i:F:*>k*H:**YB:F:i:K:Y**Y>k**kYYF: »»PIPEFLOW HYDRAULIC INPUT INFORMATION<(<. ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 6.500 PIPE SLOPE(FEET/FEET) _ .0206 PIPEFLOW(CFS) = 1637.50 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 6.19 CRITICAL FLOW AREA(SQUARE FEET) = 32.618 CRITICAL FLOW TOP—WIDTH(FEET) = 2.75.1 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 30255.94 CRITICAL FLOW VELOCITY(FEET/SEC.) = 19.544 CRITICAL FLOW UELOCITY HEAD(FEET) = 5.93 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 11.86 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 12-1-7 NORMAL—DEPTH FLOW INFORMATION: ----------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 4.59 FLOW AREA(SQUARE FEET) = 25.06 FLOW TOP WIDTH(FEET) = 5.920 FLOW PRESSURE + MOMENTUM(POUNDS) = 34603.07 FLOW VELOCITY(FEET/SEC.) = 25.441 FLOW VELOCITY HEAD(FEET> = 10.050 HYDRAULIC DEPTH(FEET) = 4.23 FROUDE NUMBER = 2.179 SPECIFIC ENERGY(FEET) = 14.64 7¢ **********DESCRIPTION OF RESULTS*******a:� �»:�:»: ►:�►:*»: f �: � � � ***a:*»:»:*»: �:�:»:»: +: +:»:+::� *»:�:w: * LINE "A" r. * 78" R.C.P. * FROM STATION 22+91.94 TO, STATION 25+33.51 + *K:******�}:***************»�*»:*»:»:»:****�k:Y>I:**k:�F*•�►:A:»:»�K�W»:�i:>k>K:kik%k*�4:*�F:�F:�B:�F::l:»:»���`�:»:»��1:*�Y%1:4: **********•****************»:***********:ft*************»s**** F: d:» **4:4:}:Y>kkf >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 6.500 PIPE SLOPE(FEET/FEET) _ .0201 PI PEFLOW(CFS) = 637.50 MANNINGS FRICTION FACTOR = .013000 CRITICRL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 6.19 CRITICAL FLOW AREA(SQUARE FEET) = 32.618 CRITICAL FLOW TOP—WIDTH(FEET) = 2.750 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 30255.94 CRITICAL FLOW VELOCITY(FEET/SEC.) = 19.544 CRITICAL FLOW VELOCITY HEAD(FEET) = 5.93 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 11.86 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 12.13 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 4.64 FLOW AREA(SQUARE FEET) = 25.32 FLOW TOP WIDTH(FEET) = 5.87? FLOW PRESSURE + MOMENTUM(POUNDS) = 34346.98 FLOW VELOCITY(FEET/SEC.) _ 25.179 FLOW VELOCITY HEAD(FEET) = 9.844 HYDRAULIC DEPTH(FEET) = 4.31 FROUDE NUMBER = 2.138 SPECIFIC ENERGY(FEET) = 14.48 %7 **********DESCRIPTION OF RESULTS►***+::W�:+:k::*+:+:*******+�►:******h:**+**�:* * LINE "A" * 72" R.C.P. »: * FROM STATION 25+41.51 TO STATION 29+90.43 4 ************yl•*:k*******�I:*�Y�F:r►:�k�F:*�k*>k*�k�4:�k:Y:Y�Y*�I:*fk�►:*�F:*N:�k�F:�k�kH:>k*�Y•**$:�1:yY•%k:}::Y•:i:*hc**$:%1::k�k�}:Y: ***************************************%k>F:* ***k****************Y**.*****4:******* >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION!<<.' ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 6.000 PIPE SLOPE(FEET/FEET) _ .0254 PIPEFLOW(CFS) = 1523.20 MANN I NGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 5.72 CRITICAL FLOW AREA<SOUARE FEET) = 27.800 CRITICAL FLOW TOP-t,JIDTH(FEET> = 2.527 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ CRITICAL FLOW VELOCITY(FEET/SEC.) = 18.820 CRITICAL FLOW VELOCITY HEAD(FEET> = CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 11.E+3 CRITICAL FLOW SPECIFIC ENERGY(FEET) = NORMAL -DEPTH FLOW INFORMATION: 23892.70 5.50 11.22 NORMAL DEPTH(FEET) = 3.97 FLOW AREA(SRUARE FEET> = 19.84 FLOW TOP WIDTH(FEET) = 5.679 FLOW PRESSURE + MOMENTUM (POUNDS) = 28685.32 FLOW VELOCITY(FEET/SEC.) = 26.367 FLO(J VELOCITY HEAD(FEET) = 10.795 HYDRAULIC DEPTH(FEET) = 3.49 FROUDE NUMBER = 2.486 SPECIFIC ENERGY(FEET> = 14.76 7/p *41********DESCRIPTION OF RESULTS***»**►::*********�*****+**►:***r:***+:**:* * LINE "A" * 72" R.C.P. * FROM STATION 29+95.09 TO STATION 34+20.67 *�:W***YY>k**i:>k***kk*1kkYk>kYf:****kk*>k*kkK:*F*kkFe*k+Y**+k1:kY•>F:F:**N:F:F:I:F:*>k*k�ck>F:*:>k**N:k* >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION « « ------------ ---------------------------------------------------------------- PIPE DIAMETER(FEET) = 6.000 PIPE SLOPE(FEET/FEET) _ .0282 PIPEFLOW(CFS) = 523.20 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 5.72 CRITICAL FLOW AREA(SQUARE FEET) = 27.800 CRITICAL FLOW TOP-WIDTH(FEET) = 2.527 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 23892.70 CRITICAL FLOW VELOCITY(FEET/SEC.) = 18.820 CRITICAL FLOW VELOCITY HEAD(FEET) = 5.50 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 11.00 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 11.22 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 3.83 FLOW AREA(SQUARE FEET) = 19.03 FLOW TOP WIDTH(FEET) = 5.760 FLOW PRESSURE + MOMENTUM(POUNDS) = 29858.94 FLOW VELOCITY(FEET/SEC.) = 27.498 FLOW VELOCITY HEAD(FEET) = 11.741 HYDRAULIC DEPTH<FEET) = 3.30 FROUDE NUMBER = 2.665 SPECIFIC ENERGY(FEET) = 15.57 77 **********DESCRIPTION OF RESULTS****�r*��**�*�W�:***�►:*�***�r�**�►:*���,�*�+:�*�+*��t�n * LINE "A" 66" R.C.P. .: * FROM STATION 34+25.33 TO STATION 36+42.33 + �k�k*��*>}:**�►�**8�*>k*$:8:N-8�*•***�!+*�k****�k>Y•�k$:******•�k�k*�Y�k**�k*8��:*****�:�:>k�}:�:�i:***:�k*:}:>k*�k>k***::i' �k*****>k>k*>k*W**K:**$�K�>F:*>}:>kH��k�k>k�K*�I•*�k�k�k�k�k�1:>Y•�Y•>1:�Y•�i:�F:�Y•>F:�k�Y•>k�k�k�k�k�h�i:�Y•�k�t�$a*�Y•�Ysk�k�Y->k>k**>k>k�k�k�k�k�k>k >> >>PIPEFLOW HYDRAULIC INPUT INFORMATION <<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 5.500 PIPE SLOPE(FEET/FEET) _ .0390 PIPEFLOW(CFS) = 567.30 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 5.37 CRITICAL FLOW AREA(SOUARE FEET) = 23.619 CRITICAL FLOW TOP—WIDTH(FEET) = 1.649 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ CRITICAL FLOW VELOCITY(FEET/SEC. ) = 21.479 CRITICAL FLOW VELOCITY HEAD(FEET) _ CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 14.33 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ NORMAL—DEPTH FLOW INFORMATION: 225007.03 7.16 12.54 NORMAL DEPTH(FEET) = 3.60 FLOW AREA(SQUARE FEET) = 16.50 FLOW TOP WIDTH(FEET) = 5.220 FLOW PRESSURE + MOMENTUM(POUNDS) = 31854.60 FLOW VELOCITY(FEET/SEC.) = 30.752 FLOW VELOCITY HEAD(FEET) = 14.655 HYDRAULIC DEPTH(FEET> = 3.16 FROUDE NUMBER = 3.051 SPECIFIC ENERGY(FEET) = 18.29 **********DESCRIPTION OF RESULTS**************************:****+:**+:* * LINE "A" * 6611 R.C.P. * FROM STATION 36+46.99 TO STATION 40+07.50 �►:*�k*�k>k**K��k�k****�k*�kW�k�k***K:ri:�F:*�*�1:*�Ic�k*c*>kik*$:*�kN:��**N:****>k�k�k**�k*****��*�***�;:�:*B�K�**�:+F: ******>k**�k>k�k�k*�k�Y•M+M:�k*�k�k�k�Y�Y*********B:�Y***��******�k*:$�**W.�:*>I:>}:�I:�k*�Y*�i:*8�********�):�►:W* >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 5.500 PIPE SLOPE(FEET/FEET) _ .0400 PIPEFLOW<CFS) = 507.30 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION! CRITICAL DEPTH(FEET) = 5.37 CRITICAL FLOW AREA(SQUARE FEET) = 23.619 CRITICAL FLOW TOP-WIDTH(FEET) = 1.649 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ CRITICAL FLOW VELOCITY(FEET/SEC.) = 21.479 CRITICAL FLOW VELOCITY HEAD(FEET) = CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 14.33 CRITICAL FLOW SPECIFIC ENERGY(FEET) = NORMAL -DEPTH FLOW INFORMATION: 25007.03 7. 16 1'2.54 NORMAL DEPTH(FEET) = 3.57 FLOW AREA"(SQUARE FEET) = 16.33 FLOW TOP WIDTH(FEET) = 5.249 FLOW PRESSURE + MOMENTUM(POUNDS) = 32131.54 FLOW VELOCITY(FEET/SEC.) = 31.067 FLOW VELOCITY HEAD(FEET) = 14.987 HYDRAULIC DEPTH(FEET) = 3.11 FROUDE NUMBER = 3.104 SPECIFIC ENERGY(FEET) = 18.56 79 IPTION OF RESULTS *: kWW:+:»:x:��rw•r:�►:r:�►:�►::,+:_+::+: r LINE "A" »: 54" R.C.P. +: FROM STATION 40+16.50 TO STATION 42+33.55 y �:*�►:�>F:S:��:*:�F:���:#:A:*:*:�}:�:*:�:W�l:*:#:*M*:�:M:�:W �:�►:�:�:*:*�:�►:�:�kW�:WA:iY�:�F::��►:�I:�:�W.�:�►:k�8:k:ri:WB:h:�*�}:�}:k:8:�t: :1:�:*:�}:>k *****:****W**W*****4,****Ac*****$:****h:**********W****:W*W.WW*:*:>F:***W*******:******* >i»PIPEFLObJ HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 4.500 PIPE SLOPE(FEET/'FEET) _ .0664 PIPEFLOW(CFS) = - 385.90 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 4.46 CRITICAL FLOW AREA(SQUARE FEET) = 15.850 CRITICAL FLOW TOP—WIDTH(FEET) = .866 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS> = 20366.50 CRITICAL FLOW UELOCITY(FEET/SEC.) = 24.301 CRITICAL FLOW VELOCITY HEAD(FEET) = 9.17 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 18.34 CRITICAL FLOW SPECIFIC ENERGY(FEET:, = 13.63 NORMAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 2.94 FLOW AREA(SOUARE FEET) = 11.00 FLOW TOP WIDTH(FEET) = 4.284 FLOW PRESSURE + MOMENTUM<POUNDS) _ 27109.70 FLOW UELOCITY(FEET/SEC.) = 35.071 FLOW VELOCITY HEAD(FEET) = 19.099 HYDRAULIC DEPTH(FEET) = 2.57 FROUDE NUMBER = 3.856 SPECIFIC ENERGY<FEET,- = 22.04 *********:*DESCRIPTION OF RESULTS*.******:*: �*W��r�+:��W�w��t v��:�*���r��y:�:�»:»:►�W�►:� LINE "A" 54" R.C.P.: FROM STATION 42+35.21 TO STATION 45+95.01 ******�F;:kK:***�k*�F:M:�:*4:�k******kc*:F:***8:�***:Y•�k*�Y*:Y•*>Y**:Y*�Y•Kc�k**%y**�k�F:�4:*M::�::}::F:*�F:�F::�:M:�i::}:$:*�};.y: **akk**Y•***i:***kk*Mi:**WW****Fs}o****k*M:k**W**F:*:**kY•*1:*Y***Y*k**>F:>k*>k}:**Y*dc*F:*I:*:>k » »PIPEFLOW HYDRAULIC INPUT INFORMATION<<<.< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 4.500 PIPE SLOPE (FEET: FEET> _ .0726 PIPEFLOW(CFS) = 385.90 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 4.46 CRITICAL FLOW AREA(SQUARE FEET) = 15.880 CRITICAL FLOW TOP-WIDTH(FEET> _ .866 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 20366.50 CRITICAL FLOW VELOCITY(FEET/SEC.) = 24.301 CRITICAL FLOW VELOCITY HEAD(FEET) = 9.17 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 18.34 CRITICAL FLOW SPECIFIC ENERGY(FEET> = 13.63 NORMAL -DEPTH FLOW INFORMATION: NORMAL DEPTH(FEET) = 2.85 FLOW AREA(SQUARE FEET) = 10.62 FLOW TOP WIDTH(FEET) = 4.337 FLOW PRESSURE + MOMENTUM(POUNDS) = 26002.4'9 FLOW UELOC I TY ( FEE-T/SEDC.) = 36.346 FLOW VELOCITY HEAD(FEET) = 20.513 HYDRAULIC DEPTH(FEET) = 2.45 FROUDE NUMBER = 4.094 SPECIFIC ENERGY(FEET) = 23. 3a 25l/ *:***.****:**:DESCRIPTION OF RESULTS»WWW Wa:►:rWr�:r : :W ri:w WWF :t:*�W�: �W:►'+: :►:►::�:►: * LINE "A" w *: 54" F.C.P. * FROM STATION 46+03.01 TO STATION 49+82.67 *: k*:*tk**k**,Y*:**k*1:k*:**kk**k*W*,k*****k>Y•W*,Y*H:*>k}:*:*:**>Y•*:*:*:*>k*:*c**:*:**=>Y•*>k*:}:>►:*:Y>kl:*:*+>kFl: »»PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET> = 4.590 PIPE SLOPE(FEET/FEET) _ .0672 PIPEFLOW(CFS) _ - 333.90 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 4.43 CRITICAL FLOW AREA(SQUARE FEET) = 15.847 CRITICAL FLOW TOP—WIDTH(FEET) = 1.149 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS> = 15794.73 CRITICAL FLOW VELOCITY(FEET/SEC.) = 21,671 CRITICAL FLOW VELOCITY HEAD(FEET) = 6.89 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 13.79 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 11.32 NORMAL—DEPTH FLOW INFORMATION: ----------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 2.66 FLOW AREA(SQUARE FEET) = 9.77 FLOW TOP WIDTH(FEET) = 4.426 FLOW PRESSURE + MOMENTUM(POUNDS) _ 22814.21 FLOW UELOCITY(FEET/SEC.) = 34.181 FLOW VELOCITY HEAD(FEET> = 18.142 HYDRAULIC DEPTH(FEET) = 2.21 FROUDE NUMBER = 4.055 SPECIFIC ENERGY(FEET) = 20.80 **:**** **:**DESCRIPTION OF RESULTSk WW*� � �» **►:� ��r�r�� ►:�:�*�**�+:a:�:� *:�� *:�:*��:��WW*��:W * LINE "A" *: * 94" R.C.P. W FROM STATION 41+87.33 TO STATION 53+69.30 � +Y �: �►: W k: K::Y *: �::Y• �: *: *: � �: *: *: g: �: *: %k :k %Y •y. *: h: >k �: *: �: k: $: � * %F::}: * K: h: W' :#� �: *: K: h: %: rY �: � �!: >►: W :k *: %k �!: %F: Y: �: �: %1: *: *: %}: %Y q: �' :l::k :y. *: M �: %}: r►: WW>F:>!:*W*W�**:K:*�>k8:*W>isK:WWW%!:*%F:%}:%F:�:*>k%Fc*:N:%}:%i:rf:%kWWW*��}�K:�W%1:*>k�:**N:N:W��>k%Y-�k%}��:B:W>F:>k%F:k:>k8�%Y•*M:>k>kW%i: >>PIPEFLOW HYDRAULIC INPUT INFORMATION<.<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 4.500 PIPE SLOPE(FEET/FEET) _ .0494 PIPEFLOWQFS) = 333.90 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 4.43 CRITICAL FLOW AREA(SQUAR.E FEET) = 15.847 CRITICAL FLOW TOP—WIDTH(FEET) = 1.149 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ CRITICAL FLOW UELOCITY(FEET/SEC.) = 21.070 CRITICAL FLOW VELOCITY HEAD(FEET) _ CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 13.79 CRITICAL FLOW SPECIFIC ENERGY(FEET) = NORMAL -DEPTH FLOW INFORMATION: 15794.73 6.89 11.32 NORMAL DEPTH(FEET) = 2.95 FLOW AREA(SQUARE FEET) = 11.03 FLOW TOP WIDTH(FEET) = 4.280 FLOW PRESSURE + MOMENTUM(POUNDS) = 20472.54 FLOW UELOCITY(FEET/SEC.) = 30.:269 FLOW VELOCITY HEAD(FEET) = 14.227 HYDRAULIC DEPTH(FEET) = 2.58 FROUDE NUMBER = 3.322 SPECIFIC ENERGY(FEET) = 17.17 HYDRAULIC ELEMENTS - I PROGRAM PACK':AGE (C) Copyright 190.'2, 1986 Advanced Enginc•.auri.n9 Software EAE: S1 Especially prepared +or: J.P. KAPf' AND ASSOCIATE; INC. 15892 PASADENA AVE, TUST I N CO., ?260:i Advanced Engineering Software EAESI CiF:R I AL No! F1702 VER. 2.3C RELEASE DATE_: /20/86 **###**###DESCRIPTION OF RESULTS**********************.*-*� � � � �c x �# � x•# � � � � ��.:�. � ; * LINE "A" * 54" R.C.P. * FROM STATION 53+73.96 TO STATION 56+60.31 ####•34•########•3f•##dE#* �•#####aF•######•3f••#•#•3E•####:�£••#•#lF•k•#•#•df•#•if•#�••#�(•dE••###*•�•�,'••3FtiF•?f-•�••#•##•3F?#:�•�F•'!t•�••�•Yr 6#####•aF•####•3f•-'k##9(•�4••D4••3E• Ji•#)F•�(•##'.(•##�f•iF � #•)E•##•3E#?F #•# )E• K•9t•-)E 1(•a(• �#riF i(••l�•�• �• ktiE•-lf•#•Y• i4•af• 1f• )F•�•'.d••i•##af•-k• )4•?f•?E••i(•'k• :Y• >>>>PIPEFLOW HYDRAULIC INPUT I NFORMAT I ON < < 0'.* --_- - PIPEDIAMETER(FEET) - 4. __- 500 PIPE SLOPE (FEET•/FEET) = 0.0363 PIPEFLOW(CFS) = 333. 90 MANNINGS FRICTION FACTOR = 0.013000 ----CRITICAL-DEPTH FLOW INFORMATION: CRITICAL_ DEPTH (FEET) 4.4-3, CRITICAL FLOW AREA(SQUARE FEET) = 15.847 CRITICAL FLOW TOP-WIDTH(FEET) = 1.149 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) CRITICAL FLOW VELOCITY(FEET/SEC.) -_ 21.070 CRITICAL FLOW VELOCITY HEAD(FEET) = 6.89 CRITICAL FLOW HYDRAULIC DEPTH (FEET) 1.:'.';.79 CRITICAL FLOW SPECIFIC ENERGY (FEET) == 11.32 NORMAL -DEPTH FLOW INFORMATION: -------------.------ ---------- ----- NORMAL DEPTH(FEET) _._,1 FLOW AREA ( SQUARE FEET) = 12.54 FLOW TOP WIDTH(FEET) =- 3.969 FLOW PRESSURE: + MOMENI-UM (POUNDS) 1,0305,7-1 FLOW VELOCITY (FEE:T/:SEC.) 26. 62-e-, FLOW VELOCITY HEAD(FEET) =.. 11.+:0.3 HYDRAULIC DEPTH(FEET) = .K 1 w�• FROUDE NUMBER = 2.640 SPECIFIC ENERGY (FIEET) 14.32 ***.*:**4:***0ESCR I PTI ON OF W LINE "A" w '► 54" R.C.P. +: FROM STATION 56+64.97 TO STATION 60+81.76 + F:WW��W�:dk�:�*%t��*A**Y}kA:>}::kY��:*&:W>k***WK:W�*:*:Y*K>f<AkM:K:W�:**H<k>kkk�*W*Wh*h�Kk►:}��*:N:>k >>;>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 4.500 PIPE SLOPE (FEET/FEET) _ .0290 PIPEFLOW<CFS) = 333.90 IIANNIN13S FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 4.43 CRITICAL FLOW AREA(SGUARE FEET) = 15.847 CRITICAL FLOW TOP—WIDTH(FEET) = 1.149 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 15794.73 CRITICAL FLOW VELOCITY(FEET/SEC.) _ 21.070 CRITICAL FLOW VELOCITY HEAD(FEET) = 6.89 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 13.79 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 11.32 NORMAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 3.68 FLOW AREA(SOUARE FEET) = 13.91 FLOW TOP WIDTH(FEET) = 3.480 FLOW PRESSURE + MOMENTUM(POUNDS) = 16992.28 FLOW VELOCITY(FEET/SEC.) = 24.004 FLOW VELOCITY HEAD<FEET) = 5.947 HYDRAULIC DEPTH(FEET) = 4.O0 FROUDE NUMBER = 2.116 SPECIFIC ENERG'c'<FEET) _ 12.62 **:*.-**:*.***.*DESCRIPTION OF R.ESULTS�w*��WW�****W���:�:�:k:r*W►�W�r:+:�:*�+:+:�*:�:��*:x*� ►:� * LINE "A" +: * 48" R.C.P. w: w FROM STATION 60+94.76 TO STATION 64+61.43 ► :l:W%f>YW>}'ri�N:sF:WWW**�>I:+k>kf:Y•Y>Y•+i•W��YW�**W�:*�•*�:kkW�:>hI:>F:►:f:M:>k>k>kl�W***>Y•W>kW**}:WkMcW���*�:*M:>}: ))>)PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 4.000 PIPE SLOPE(FEET/FEET) _ .0308 PIPEFLOW(CFS) = 164.90 MANNINGS FRICTION FACTOR = .013060 CRITICAL -DEPTH FLOW INFORMATION: - ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 3.70 CRITICAL FLOW AREA(SGUARE FEET) = 12.133 CRITICAL FLOW TOP-WIDTH(FEET) = 2.115 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 5681.4.1 CRITICAL FLOW VELOCITY(FEET/SEC.) = 13.591 CRITICAL FLOW VELOCITY HEAD(FEET) = 2.87 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 5.74 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 6.57 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 2.36 FLOW AREA(SQUARE FEET) = 7.71 FLOW TOP WIDTH(FEET) = 3.935 FLOW PRESSURE + MOMENTUM(POUNDS) = 7319.89 FLOW VELOCITY(FEET/SEC.) = 21.376 FLOW VELOCITY HEAD(FEET) = 7.1095 HYDRAULIC DEPTH(FEET) = 1.96 FROUDE NUMBER = 2.690 SPECIFIC ENERGY(FEET) = 9.45 Ui5_ 4:*:***W***:*:DESCRIPTION OF RESULTS►: :*w�►,+ W W W *►: W** :a:**WWx: ri: �*:*::� * »:�: LINE "A" * 48" R.C.P. FROM STATION 64+66.09 TO STATION 65+10.25 +: �}: *: �: *: �: K: �f::►: *: *: $: �: k �►: �: W >►: * �: �►::f: W *: * * *: * * W *: * * :1: * * W :i: W �: �►: * � W �►: *: W :r: �►: �►: * W w � * �►: * :►: * * � *: �►: �: �►: *: �::y::}::+::+: �: ri: * a:y::+: k � lF: >+: f: $: 8: k �: H: k: !: !: ►: >}::�c :Y• N: K: !: *: >M: d *: *: M: *: * �: *: F::F: �: * W +: F: >F: W >Y I: 8: >F: �: F: F: F: >F: *: �: � F: K: I: N: H: �: sk >h *: �: }: >k >f: >k �: 8: �: S: W �: � *: �:.►: >F: >>PIPEFLOW HYDRAULIC INPUT INFORMATION«<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 4.000 PIPE SLOPE(FEET/FEET) = .0232 PIPEFLOW(CFS) = 164.90 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 3.70 CRITICAL FLOW AREA(SRUARE FEET) = 12.133 CRITICAL FLOW TOP—WIDTH(FEET) = 2,115 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 5681.44 CRITICAL FLOW VELOCITY(FEET/SEC.) = 13.591 CRITICAL FLOW VELOCITY HEAD(FEET) = 2.87 CRIT.ICAL FLOW HYDRAULIC DEPTH(FEET) = 5.74 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 6.57 NORMAL—DEPTH FLOW INFORMATION: --------------------------7------------------------------------------------- NORMAL DEPTH(FEET) = 2.59 _FLOW AREA(SGUARE FEET) = 8.52 FLOb.t TOP WIDTH(FEET) = 3.820 FLOW PRESSURE + MOMENTUM(POUNDS) = 6721.3E FLOW VELOCITY ( FEET/SEC .) = 19.126 FLOW VELOCITY HEAD(FEET) = 5.680 HYDRAULIC DEPTH(FEET) = 2.26 FROLIDE NUMBER = 2.243 SPECIFIC ENERGV(FEET) = 8.27 **********DESCRIPTION OF RES�JLT S*» � *� t:��� ��: +::�x� ri:�►:�: ►: +�W r +�� x� *�rW�x*�►:»��:� � � +:*�:+::+: LINE "B" + 3011 R.C.P. * �: * �: * * :Y W * * * :F: * �}: »: �: * :k y: $e :i::}: if: K: N: * *: �: * * :1: * * * � * * :+: * W $: *::►: *: �::+::i: �::}: �: �: * * ;}: * %Y• :k k W * * h: * :{::}: A: *y::i: * �:.y: W �::►:.yc *F:.1:*:kF:>}:k*>kW**W*>kF:>k*>k1:**>1:W*+Y�:>Y•**F:F:**1:**}:k*W>}:**>Y•1:*I:K:F::kY•Y*:i:>I:f:>Y•>1:h:4:�:>►:>i:Wk1:>F:**:i:*4:N:N: >>PIPEFLOW HYDRAULIC INPUT INFORMATION<<0. ----------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.500 PIPE SLOPE(FEET/FEET) _ .0203 PIPEFLOW(CFS) = 32.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 1.93 CRITICAL FLOW AREACSQUARE FEET) = 4.059 CRITICAL FLOW TOP-WIDTH(FEET) = 2.102 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS> = 708.91 CRITICAL FLOW VELOCITY(FEET/SEC.) = 7.884 CRITICAL FLOW VELOCITY HEADCFEET) _ .97 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.93 CRITICAL FLOW SPECIFIC ENERGYCFEET> = 2.89 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.32 FLOW AREACSGUARE FEET> = 2.63 FLOW TOP WIDTH(FEET) = 2.496 FLOW PRESSURE + MOMENTUM(POUNDS) = 846.86 FLOW UELOCITY(FEET/SEC.> = 12.171 FLOW VELOCITY HEAD(FEET) = 2.300 HYDRAULIC DEPTHCFEET) = 1.05 FROUDE NUMBER = 2.09=+ SPECIFIC ENERGY(FEET) = 3.62 ME ******4:***DESCRIPTION OF RESULTS*�::}::�k:+:�»:�:�a:� ��a �.�:�::�:W ��:} ►� �:fi* r }*t: ►: r� +::+**:+:�a:+:� LINE "C" �+ 36" R.C.P. �k * N: W �: �: �►: %: M::Y �: 8: *: y k k *: *: »: *: $: y: g: +}c *: q::{c * * W *: %k * :}::�: %!::}::}: �: ;}::}: %1::i' :}: %}::Y. M' :+' *: *: �: *::Y• %K k :K �: � � � %}: %1::Ic �k :i::}::i::}::}: * W :}: $: $: ;}; ;+: >k}:>is��:W*:*W}cW*�>k>F:*wK:**��►:*+YK*W*�:��sF:>Y•�*:i:>l:k*:>►:>Y•�W>k��W*►>isH-N:*:r�:*>k��:*WK:rf:*Y>k}Y•sF:}>k�WK:►:8:f: >>> >PIPEFLOW HYDRAULIC INPUT INFORMATION<<<: ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 3.O00 PIPE SLOPE<FEET/FEET> _ .0282 PIPEFLOW(CFS> = 55.00 MANNINGS FRICTION FACTOR = .013009 CRITICAL—DEPTH FLOW INFORMATION: — — — — - ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) _ 2.59 CRITICAL FLOW AREA(SQUARE FEET) = 6.478 CRITICAL FLOW TOP—WIDTH(FEET> = 2.071 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 1749.29 CRITICAL FLOW VELOCITY(FEET/SEC.) = 10.035 CRITICAL FLOW VELOCITY HEAD(FEET) = 1.56 CRITICAL FLOW HYDRAULIC DEPTH<FEET) = 3.13 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 4.75 NORMAL—DEPTH FLOW INFORMATION: — — — -- ---------------------------------------------------------------------------- NORMAL DEPTH(FEET> = 1.64 FLOW AREA(SQUARE FEET) = 3.96 FLOW TOP WIDTH(FEET> = 2.987 FLOW PRESSURE + MOMENTUM(POUNDS> = 2242.50 FLOW VELOCITY(FEET/SEC.> = 16.433 FLOW VELOCITY HEAD(FEET) = 4.193 HYDRAULIC DEPTH(FEET) = 1.32 FRrOUDE NUMBER = 2.516 SPECIFIC" ENERGY(FEET) = 5.83 a:***s:*****DESCRIPTION OF nESULT�*:{::�►.�:a��::}:►:�:k:»:+:��►:h��N�*r**+rWr:+*�:��*�+:�t**:r**�:� LINE "D" 18" R.C.P. W****�►:**A:******:1:*:1:�F::F:*�k�i$�A::�::F:%!:*�Y•�::{:%!:%f::i::{:*:i:*%►:�Fc:}:%1:*:{::1:%l::I'::I:�I::�:%Y:kik%F:%Y•*sl::i:*�Y•***:F:%Y**%}:**>1��*�I:* *}: W***>Y•**W>Y*►:Y•>k*k**k*i:>k******Y•*Y•i:**�c**►:>Y•}kWi:F:F:►:>ic*F>k>k***fl:l:f:>Y•**F:>!:**>k>f:>k**%�**}:y}:+k:i: >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION«<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE(FEET/FEET) _ .0517 PIPEFLOW(CFS) = 13.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION' ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 1.35 CRITICAL FLOW AREA(SQUARE FEET) = 1,676 CRITICAL FLOW TOP—WIDTH(FEET) _ .897 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 262.14 CRITICAL FLOW VELOCITY(FEET/SEC.) = 7.756 CRITICAL FLOW VELOCITY HEAD(FEET) _ .93 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.87 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 2.29 NORMAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) _ .79 FLOW AREA(SQUARE FEET) _ .94 FLOW TOP WIDTH<FEET> = 1.496 FLOW PRESSURE + MOMENTUM(POUNDS) = 367.43 FLOW VELOCITY(FEET/SEC.) = 13.802 FLO(J VELOCITY HEAD(FEET) = 2.958 HYDRAULIC DEPTH(FEET) FROUDE NUMBER = 3.067 SPECIFIC ENERGY(FEET) = 3.75 rRA ****:*****4:DESCRIPTION OF RESULTS*�:+:�:++: a::}:h: is t:na::i:»::h:k��rk*** * ► ►: *�+W**+* �►:�r * LINE "E" »: 36" R,C,P. * ******:**********:**W**8:* **:**:*:*:**:**:*-**:* "*0 h::}:*:H:*****:*:h:*:***:* ******>*>r:}::i:*4:>Y•**4;**** ********************:*******************************W.****4:*********4:*****.**** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<< < ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 3.000 PIPE SLOPE<FEET!FEET> _ .0463 PIPEFLOW(CFS) = 65.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 2.59 CRITICAL FLOW AREA(SQUARE FEET) = 6.478 CRITICAL FLOW TOP—W IDTH (FEET) = 2.071 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ CRITICAL FLOW VELOCITY(FEET!SEC.) = 10.035 CRITICAL FLOW VELOCITY HEAD(FEET) = CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 3.13 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1749.29 1,56 4.15 NORMAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.42 FLOW AREA(SQUARE FEET) = 3.28 FLOW TOP WIDTH(FEET) = 2.995 FLOW PRESSURE + MOMENTUM(POUNDS) _ 2617.51 FLOW VELOCITY(FEET/SEC.) = 19.600 FLOW VELOCITY HEAD(FEET) = 6.092 HYDRAULIC DEPTH(FEET) = 1.10 FROUDE NUMBER = 3.335 SPECIFIC ENERGYCFEET> = 7.51 **»:*******DESCRIPTION OF RESULTS�W***� **>►:» *» �r*»:» ** r ►* r r*��**» W*» �+:»» �:»*+ �+:*» �: * L INE "F" » 30" R.C.P. WW»:*�kW**»�»�*�Y•»�»�»�*:»:**�F:**»:»:»��k»�*�k»��k�k�k%f:�4:Wyk%1��F:%Y•N��F:»��F�K:�k+F�%k»�*�Y�k*>Y%k*�Y�>k�kW%k*:i���>k»�Ac:i�*8:W**:}:�: *»>khkkW>}:>Y•*>Y•�:Y•Y•>kk»:*>Yk*>k>I:B*>kY*Y•}cW*Y•Y•k}:i:k>Y>1:F:WAYS:kY•>Y•>kkY•k>k*>Y•Y•yY•!:>Y•*F:+f>k4:>Y•>klc>kAWY•kMF:Nc>l:I: >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION 0, PIPE DIAMETER(FEET> = 2.509 PIPE SLOPE(FEET/FEET) _ .0150 PIPEFLObJ(CFS> = 39.90 MANNINGS FRICTION FACTOR = .013003 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 1.13 CRITICAL FLOW AREA(SOUARE FEET> = 4.450 CRITICAL FLOW TOP—WIDTH(FEET) = 1.782 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ 966.61 CRITICAL FLOW VELOCITY(FEET/SEC.) = 8.967 CRITICAL FLOW VELOCITY HEAD(FEET> = 1.25 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 2.51 CRITICAL FLOW SPECIFIC ENERGY{FEET) = 3.3E NORMAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.68 FLOW AREA(SQUARE FEET: = 3.51 FLOW TOP WIDTH(FEET) = 2.346 FLOW PRESSURE + MOMENTUM(POUNDS) = 1039.99 FLOW VELOCITY(FEET/SEC.) = 11.355 FLOW VELOCITY HEAD(FEET) = 2.002 HYDRAULIC DEPTH(FEET) = 1.59 FROUDE NUMBER = 1.635 SPECIFIC ENERGY(FEET> = 3.68 Sl/ **:*:*:4:*:**l►:»:DESCRIPTION OF RESULTS**a:******* :k:** :►: -**x** �:*w W►:�►:� :>►: *:*�*; LINE 11 6 :1 30" R.C.P. * FROM STATION 8+85.31 TO STATION 8+47.12 A:***4:*:4:***8:**4:M:**4:***N:************:a:****8:**:*:*W.$:*:>kek4:*4: } *>k*K **h ►:�►�:A:**h:�l:**�}:**k: k *******:***********4:*******>?:**.**:8:******************:****************W.********* >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<•( — PIPE DIAMETER(FEET) = 2.500 PIPE SLOPE(FEET/FEET) _ .0660 PIPEFLOIA(CFS) = 35.60 MANNINGS FRICTION FACTOR = .013000 — --- ------------------------- CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 2.02 CRITICAL FLOW AREA(SPUARE FEET) = 4.259 CRITICAL FLOW TOP—WIDTH(FEET) = 1.962 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 822.31 CRITICAL FLOW VELOCITY(FEET/SEC.) = 8.360 CRITICAL FLOW VELOCITY HEAD(FEET) = 1.09 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 2.17 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.11 NORMAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.00 FLOW AREA(SQUARE FEET) = 1.84 FLOW TOP WIDTH(FEET) = 2.450 FLOW PRESSURE + MOMENTUM(POUNDS) = 1384.94 FLOW VELOCITY(FEET/SEC.) = 19.380 FLOW VELOCITY HEAD(FEET) = 5.832 HYDRAULIC DEPTH(FEET) _ .75 FROUDE NUMBER = 3.944 SPECIFIC. ENERGY(FEET) = 6.83 &1z 4:»:*:*:*:*:***:4:DESCRIPTION OF RESULTS*****�+:�»:+►:****a:****�► ��rW*�r*WWW»»:�►:»:�+::w�►:*r�:» * LINE "G" * 30" R.C.P. FROM STATION 8+42.46 TO STATION 4+72.33 k�YK:WN:**K:*+F*N:******4:*.**4:>f:tk***.* * **********:*�r.*4:.*.*. k**4:***>N%k*�i **W.***>}:***>l****,*****.******************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.500 PIPE SLOPE(FEET/FEET) _ .0070 PIPEFLOW(CFS) = 29.30 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 1.85 CRITICAL FLOW AREA(SQUARE FEET) = 3.884 CRITICAL FLOW TOP—WIDTH(FEET) = 2.198 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 628.17 CRITICAL FLOW VELOCITY(FEET/SEC.) = 7.543 CRITICAL FLOW VELOCITY HEAD(FEET) = .88 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.77 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 2.73 NORMAL—DEPTH FLOW INFORMATION: NORMAL DEPTH(FEET) = 1.78 FLOW AREA(SQUARE FEET) = 3.73 FLOW TOP WIDTH<FEET) = 2.267 FLOW PRESSURE + MOMENTUM(POUNDS) = 628.86 FLOW VELOCITY(FEET/SEC.) = 7.853 FLOW VELOCITY HEAD(FEET) = .958 HYDRAULIC DEPTH(FEET) = 1.65 FROUDE NUMBER = 1.079 SPECIFIC ENERGY(FEET) = 2.73 �3 *4:*:*:*:*****DESCRIPTION OF RESULTS * :►:*+►:►�»:�+:* r:�►:�*�:+: LINE "6" >r 30" R. C. P. FROM STATION 4+67.67 TO STATION 1+52.33 :y **:Y•***+F:*****************************4:**** 1:****$:�F:* M *}:}F:sk*YY•*k>Y•f:kF:>Yui:*kY*Y•*Y*kkk*F:***Y•#:kki:***�*Y•kY•**sY•**WkF:*>Y•k**t:***>Y*WF:>kk**kk>k*N;Y+; >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION« << ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.500 PIPE SLOPE(FEET/FEET> _ .0102 PIPEFLOW(CFS) = 29.30 MAtANINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 1.85 CRITICAL FLOW AREA(SQUARE FEET) = 3.884 CRITICAL FLOW TOP-WIDTH(FEET) = 2.198 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 628.17 CRITICAL FLOW VELOCITY(FEET!SEC.) = 7.543 CRITICAL FLOW VELOCITY HEAD(FEET) _ .88 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.77 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 2.73 NORMAL -DEPTH FLOW INFORMATION. ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.55 FLOW AREA(SQUARE FEET) = 3.20 FLOW TOP WIDTH(FEET) = 2.426 FLOW PRESSURE + MOMENTUM(POUNDS) = 654.15 FLOW VELOCITY(FEET/SEC.) = 9.151 FLOW VELOCITY HEAD(FEET) = 1.300 HYDRAULIC DEPTH(FEET) = 1.32 FROUDE NUMBER = 1.404 SPECIFIC ENERGY(FEET) _ 2.05 **********DESCRIPTION OF RESULTS*************************�+**v:�:e:k:a:*r: t:***�►:**h:* * LINE "G" * 30" R.C.P. * FROM STATION 0+97.67 TO STATION —0+60.02 �}:***A:�Y•:k******:k****:f:*:i:****WWF::k�FcN:*******�F:*M:K:>k*W*�k*�Y:Y•*N:*�t%Y•%k**%f:**�i:*>k*Kc*Bc�F::i::k*�4:>F:�l �:.y: *W>Y•**�YW*:Y•�}:�Y•**>k>k*:Y•�f':�k*N:>i<*�k�F:�k*Ns*�k*�}::}c�k*�Y•A:*�k�Y�1:�}:8:�1:***�Y*M:*>Y•�k�k**�k*�F::Y•***�k�k��1cW�F�>k**�F:M:** >>»FIPEFLOW HYDRAULIC INPUT INFORMATION<< << ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.500 PIPE SLOPE(FEET/FEET) = .0176 PIPEFLOW(CFS) = 29.30 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 1.35 CRITICAL FLOW AREA(SOUARE FEET) = 3.884 CRITICAL FLOW TOP—WIDTH(FEET) = 2,198 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 628.17 CRITICAL FLOW VELOCITY(FEET/SEC.) = 7.543 CRITICAL FLOW VELOCITY HEAD(FEET) _ .88 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.77 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ 2.73 NORMAL—DEPTH FLOW INFORMATION: NORMAL DEPTH(FEET) = 1,31 FLOW AREA(SGIUARE FEET) = 2.60 FLOW TOP WIDTH(FEET) = 2.497 FLOW PRESSURE + MOMENTUM(POUNDS) = 731.00 FLOW UELOCITY(FEET/SEC.) = 11.290 FLOW VELOCITY HEAD(FEET) = 1.979 HYDRAULIC DEPTH(FEET) = 1.04 FROUDE NUMBER = 1.952 SPECIFIC ENERGY(FEET) = 3.29 �s *:*a:*.-k:****:*DESCR I PT ION OF RESULTS********W***:*:**W* :ri: ► *W »: *W r�r ::+:�: r: ►:�►: *�t **:►:: * LINE "H" * 48" R.C.P. * FROM STATION 8+92.81 TO STATION 9+53.89 � *:ri:�F:**M:***W**W**K:***�k**�*%:�:�F:*�K:k%Y•*�Y*�l�W%k%Y�Y%k�:N:N��f::l:*K�%F:Y"F:�F-*N��1:%Y�k8�8�Y:*>YsY•*�k%1:*:*�F:�k*�k:{c*�>}::{: *�W**ykk*Y•>k*****************W****8�*****./:H*}:F:kk***kN*�:N**8**:+F:***+****>k*�*>k>kS: >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION 0 ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 4.000 PIPE SLOPE(FEET/FEET) _ .0210 PIPEFLOW(CFS) = 145.00 MANNINES FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 3.55 CRITICAL FLOW AREA(SQUARE FEET> = 11.801 CRITICAL FLOW TOP—WIDTH(FEET> = 2.517 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 4681.01 CRITICAL FLOW VELOCITY(FEET/SEC.> = 12.28 CRITICAL FLOG) VELOCITY HEAD(FEET) = 2.34 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 4.69 CRITICAL FLOW SPECIFIC ENERGY(FEET> = 5.90 NORMAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 2.46 FLOW AREA(SQUARE FEET) = 8.10 FLOW TOP WIDTH(FEET) = 3.894 FLOW PRESSURE + MOMENTUM(POUNDS> = 5569.13 FLOW VELOCITY(FEET/SEC.) = 17.904 FLOW VELOCITY HEAD(FEET) = 4.978 HYDRAULIC DEPTH(FEET) = 2.08 FROUDE NUMBER = 2.188 SPECIFIC ENERGY(FEET> = 7.44 ****a:*****DESCRIPTION OF RESULTSw************:a:*h:**:�:»�h:**�k**W»*» t:t�:�►:�:*W»**�:* * LINE "H" * 42" R. C.P. ►: * FROM STATION 9+5}3;.55 TO STATION 16+32.67 :F::kB:�k**:Y•:F:****:k:F:Wyk:k:F:*•*�k%F�W�k�F:�!•�:k*>F:>k%i',Y•�:k�:,f:*•*�t:,i:*�}:>}::1:K:%Y•�M:B,�:*•k�Y%k>f:*:k:k**�1:�f:*�F:Y�>Y�I��#:Y��k*A:**�1:>k *i:k**i'F:*Sk**k>k*Y•kkkY•>kY*Y•Y•k*kk*kikY•:t:W**�:i:+f:F:F:>k1:*Y4:**:YkYWk*I:Y>YY•Y•k*:Ki:kk*•k>kW.ri:>►:*k>k >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION -C<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 3.500 PIPE SLOPE<FEET/FEET) _ .0336 PIPEFLOW<CFS) = 141.70 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 3.36 CRITICAL FLOW AREA(SQUARE FEET) = 9.492 CRITICAL FLOW TOP—WIDTH(FEET) = 1.372 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 5066.86 CRITICAL FLOW VELOCITY(FEET/SEC.) = 14.928 CRITICAL FLOW VELOCITY HEAD(FEET) = 3.46 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 6.92 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 6.82 ---------------------------------------------------------------------------- NORMAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 2.33 FLOW AREA<SQUARE FEET) = 6.70 FLOW TOP WIDTH(FEET) = 3.322 FLOW PRESSURE + MOMENTUM(POUNDS) = 6225.05 FLOW VELOCITY(FEET/SEC.) = 21.136 FLOW VELOCITY HEAD(FEET) = 6.937 HYDRAULIC DEPTH(FEET) = 2.132 FROUDE NUMBER = 2.622 SPECIFIC ENERGY(FEET) = 9.24 i2_ **********DESCRIPTION OF RESULTS****x�► ��► � �:***+:� �*» **�r� ******�******a:**��►:**�► ►: * LINE "H" *: * 36" R.C.P. * FROM STATION 16+37.33 TO STATION 19+72.67 » *******�k�k*****:Yak**W**A:*****Nc**sk*�k*****>k****�i:**�kA:*:k**�k�k�k�k�k�k�k�k�k%Y****:k:►:*�k�l:�:k:k�4� *k%lkkYi:**kf:kY•Y*>k>kHk*>YF**k*k>kik**}:}:k********kYkI:I:YF:*F:*k****>k**Fc**kk>kk**i:k1:*i:kk >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 3.000 PIPE SLOPE(FEET/FEET) _ .0336 PIPEFLOW(CFS) = 100.80 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 2.93 CRITICAL FLOW AREA(SQUARE FEET) = 6.995 CRITICAL FLOW TOP-WIDTH(FEET) = 1.035 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 3431.79 CRITICAL FLOW VELOCITY(FEET/SEC.) = 14.411 CRITICAL FLOW VELOCITY HEAD(FEET) = 3.22 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 6.45 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 6.12 NORMRL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 2.08 FLOW AREA(SQUARE FEET) = 5.22 FLOW TOP WIDTH(FEET) = 2.770 FLOW PRESSURE + MOMENTUM(POUNDS) = 4071.47 FLOW VELOCITY(FEET/SEC.) = 19.318 FLOW VELOCITY HEAD(FEET) = 5.795 HYDRAULIC DEPTH(FEET) = 1.88 FROUDE NUMBER = 2.481 SPECIFIC ENERGY(FEET) = 7.87 pm ******:****DESCRIPTION OF RESULTS***********:►:*WWW***�***************:t:*** **�►» * LINE "H" F" R.C.P. : * FROt1 -STATION 19+77.33 TO STATION 23+42.99 ***W**W�►:*:Y•�F:****:�**8:***K:�V:*+F:k:**w:�k%f:%k�s�Y•*yY•%1:**�k*:f:$:*:kk:**8:$:***�k*:F:�kW*%k sl:*�►::Y•**�:�I:***:*#�1:�1: * yF: s►: I: * >k * * * M: �: * * I • * k Y• >Y• k k k 8: >k k !: >k i: * k I: >k * >Y• k * k * Y F: Y• I• >k >k pis * Y• >k Fa }: }t k k k 1: k F: Y• ►: >F: Y k yY FIs >k k k k F: k k k >k k * }: k >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 3.000 PIPE SLOPE(FEET/FEET) _ .0546 PIPEFLOW(CFS) = 100.80 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 2.90 CRITICAL FLOW AREA(SQUARE FEET) = 6.995 CRITICAL FLOW TOP-WIDTH(FEET) = 1.035 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 3431.79 CRITICAL FLOW VELOCITY(FEET/SEC.) = 14.411 CRITICAL FLOW VELOCITY HEAD(FEET) = 3.22 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 6.45 CRITICAL FLOW SPECIFIC ENERGY(FEET> = 6.12 NORMAL -DEPTH FLOW INFORMATION:. ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.76 FLOW AREA(SQUARE FEET) = 4.30 FLOW TOP WIDTH(FEET) = 2.956 FLOW PRESSURE + MOMENTUM(POUNDS) = 4782.57 FLOW VELOCITY(FEET/SEC.) _ 23.446 FLOW VELOCITY HEAD(FEET> = 8.536 HYDRAULIC DEPTH(FEET) = 1.45 FROUDE NUMBER = 3.426 SPECIFIC ENERGY(FEET) = 10.29 **********DESCRIPTION OF RESULTS**************************************** * LINE "H" * 3611 R.C.P. * FROM STATION 23+47.65 TO STATION 26+01.98 *>k>}:***K:**�k***�1:*�}�*:g:f{cN�*�:***:a}:**.kN:*d�*8:*******.Y�k�k*8�**K:>}:*�:*�}:W.�Y•****.k****�k>k�k*>k*.kik*oke: >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION«« ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 3.000 PIPE SLOPECFEET%FEET) _ .0508 PIPEFLOW(CFS) = 100.80 MANNINGS FRICTION{ FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 2.90 CRITICAL FLOW AREA(SQUARE FEET) = 6.995 CRITICAL FLOW TOP-WIDTH(FEET) = 1.085 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ CRITICAL FLOW VELOCITY(FEF-T/SEC.) = 14.411 CRITICAL FLOW VELOCITY HEAD(FEET) _ CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 6.45 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ NORMAL -DEPTH FLOW INFORMATION: 3431.79 3.22 6.12 NORMAL DEPTH(FEET) = 1.80 FLOW AREA(SQUARE FEET) = 4.42 FLOW TOP WIDTH(FEET) _ 2.940 FLOW PRESSURE + MOMENTUM(POUNDS) = 4667.37 FLOW VELOCITY(FEET/SEC.) = 22.798 FLOW VELOCITY HEAD(FEET) = 8.071 HYDRAULIC DEPTH(FEET) = 1.50 FROUDE NUMBER = 3.276 SPECIFIC ENERGY(FEET) = 9.87 **********DESCRIPTION OF * LINE "H" ► W 3611 R.C.P. ► * FROM STATION 26+06.64 TO STATION 28+60.98 *>kkk*k>Y•k*>k>k*kWk*kk>k**Y•**Fk**kY*1:Wyk:kF:fc**k***k**t=Y*Y*»1:K:*:Y•Y•***kF:*Klakkk*Y•>k>kW*kF: >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION{{{% ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 3.000 PIPE SLOPE(FEET/FEET) _ .0512 PIPEFLOW(CFS) = 100.80 MANNINGS FRICTION FACTOR = .013000 CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 2.90 CRITICAL FLOW AREA(SQUARE FEET) = 6.995 CRITICAL FLOW TOP-WIDTH(FEET) = 1.385 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 3431.79 CRITICAL FLOW VELOCITY(FEET/SEC.) = 14.411 CRITICAL FLOW VELOCITY HEAD(FEET) = 3.22 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 6.45 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 6.12 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.79 FLOW AREA(SQUARE FEET) = 4.41 FLOW TOP WIDTH(FEET) = 2.942 FLOW PRESSURE + MOMENTUM(POUNDS) = 4679.73 FLOW VELOCITY(FEET/SEC.) = 22.868 FLOW VELOCITY HEAD(FEET) = 8.120 HYDRAULIC DEPTH(FEET) = 1.50 FROUDE NUMBER = 3.292 SPECIFIC ENERGY(FEET) = 9.91 /a/ »1*********DESCRIPTION OF * LINE "H" * 36" R.C.P. x FROM STATION 28+65.64 TO STATION 29+17.14 » >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<•( ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 3.000 PIPE SLOPE(FEET/FEET) _ .0300 PIPEFLOW(CFS) = 100.80 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 2.90 CRITICAL FLOW AREA(SQUARE FEET) = 6.995 CRITICAL FLOW TOP-WIDTH(FEET) = 1.085 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ CRITICAL FLOW VELOCITY(FEET/SEC.) = 14.411 CRITICAL FLOW VELOCITY HEAD(FEET) _ CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 6.45 CRITICAL FLOW SPECIFIC ENERGY<FEET) _ NORMAL -DEPTH FLOW INFORMATION: 3431.79 3.22 f.12 NORMAL DEPTH(FEET) = 2.17 FLOW AREA<SQUARE FEET) = 5.47 FLOW TOP WIDTH(FEET) = 2.685 FLOW PRESSURE + MOMENTUM<POUNDS) = 3927.35 FLOW VELOCITY(FEET/SEC.) = 1£.418 FLOW VELOCITY HEAD(FEET) = 5.268 HYDRAULIC DEPTH(FEET) = 2.04 FROUDE NUMBER = 2.273 SPECIFIC ENERGY(FEET) = 7.44 io z »:»:�►:»»»:»WWDESCRIPTION Or * LINE "I" : »: 18" R.C.P. ��k»��k*»:*»-»�*��k»�»�»:W%Y-»:%!�»:»�»�%Y».»��k»��k»�»�»:>kik»c»:»��k�k»�%F�+k»:%kW»�»��l:�►:»:�k»�»'»��k»�*%k%k»�>k>k�kk��k�k»:�►:*N: »c�k�ka►:�k�k>k>k k�>k>kik*WW*}*>k>k>k»:*»>h»W»>isk»:>F:kKk+k**RK�k�»»»»»»:*:»+k>kS:»ri:»:w*»:»»Y•K:»S»cSK*»>Y•***»W+:»»:>k>F:k»:k >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE(FEET/FEET) _ .0868 PIPEFLOW(CFS) = 18.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 1.45 CRITICAL FLOG) AREA(SQUARE FEET) = 1.750 CRITICAL FLOW TOP-WIDTH(FEET) _ .532 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 436.14 CRITICAL FLOW VELOCITY(FEET/SEC.) = 10.287 CRITICAL FLOW VELOCITY HEAD(FEET) = 1.64 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 3.29 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.09 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) _ .82 FLOW AREA(SQUARE FEET) _ .99 FLOW TOP WIDTH(FEET) = 1.493 FLOW PRESSURE + MOMENTUM(POUNDS) = 655.50 FLOW. VELOCITY(FEET/SEC.) = 18.171 FLOW VELOCITY HEAD(FEET) = 5.127 HYDRAULIC DEPTH(FEET) _ .66 FROUDE NUMBER = 3.932 SPECIFIC ENER6Y(FEET) = 5.95 /D3 **********DESCRIPTION OF RES111 r�.*w,, � y W WW ..................,. ,........�.�....� ..........,....... . L..INE "J" 18" R.C.P. .� *WsNW.�******�*�***�*$**>kys*****�*>k*�*W$***k******Y**kk�>!:**>k*****k*W*k*►:*k***�* >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<< « ---------------------------------------------------------------------------- PIPE. DIAMETER(FEET) = 1.500 PIPE SLOPE(FEET%FEET) _ .1299 PIPEFLOW<CFS> = 19.50 MANNINOS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 1.47 CRITICAL FLOW AREA(SQUARE FEET) = 1.757 CRITICAL FLOW TOP-WIDTH(FEET) _ .441 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 515.79 CRITICAL FLOW VELOCITY(FEET/SEC.> = 11.324 CRITICAL FLOW VELOCITY HEAD(FEET) = 1.99 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 3.93 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.46 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) _ .77 FLOW AREA(SQUARE FEET) _ .92 FLOW TOP WIDTH(FEET) = 1.499 FLOW PRESSURE + MOMENTUM(POUNDS) = 853.21 FLOW VELOCITY(FEET/SEC.) = 21.635 FLOW VELOCITY HEAD(FEET) = 7.268 HYDRAULIC DEPTH(FEET) _ .61 FROUDE NUMBER = 4.868 SPECIFIC ENERGY(FEET> = 8.04 /d¢ **********DESCRIPTION OF R£SIJLTS******�� **�:**� �» **�►:k:***� ***********�:�►::r*�:**ri:>► * LINE "K" * 3611 R.C.P. w. >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<< « ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 3.000 PIPE SLOPE(FEET/FEET) _ .0100 PIPEFLOW(CFS) = 52.70 MANNINGS FRICTION FACTOR = .01300.0 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 2.36 CRITICAL FLOW AREA(SQUARE FEET> = 5.963 CRITICAL FLOW TOP-WIDTH(FEET) = 2.459 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 1300.02 CRITICAL FLOW VELOCITY(FEET/SEC.) = 8.837 CRITICAL FLOW VELOCITY HEAD(FEET) = 1.21 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 2.43 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.57 NORMAL -DEPTH FLOW. INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 2.01 FLOW AREA(SQUARE FEET) = 5.04 FLOW TOP WIDTH(FEET) = 2.820 FLOW PRESSURE + MOMENTUM(POUNDS) = 1345.73 FLOW UELOCITY(FEET/SEC.) = 10.460 FLOW VELOCITY HEAD(FEET) = 1.699 HYDRAULIC DEPTH(FEET) = 1.79 FROUDE NUMBER = 1.379 SPECIFIC ENERGY(FEET) = 3.71 /45" **********DESCRIPTION OF RESULTS******��:***��*��»*��*******»****w*»*:�►*�►���:�+ * LINE "L" �+ * 36" R.C.P. + * ***�k*******************�►:�:*�:*:k****:k***�F:***�k�l:**:Y•>kN:�F�:Fe**:►:*�F:*ha*d:*�k8::kok*�F:*K:**�:�Ic**�f: %}: *****>F***4:*******>k******************************M:*******4:***iia*************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 3.000 PIPE SLOPE<FEET/FEET> _ .0150 PIPEFLOW(CFS) = 72.80 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 2.69 CRITICAL FLOW AREA(SQUARE FEET) = 6.688 CRITICAL FLOW TOP-WIDTH(FEET) = 1.818 CRITICAL FLOW PRESSURE + MOMENTUM (POUNDS) _ 2065.64 CRITICAL FLOW VELOCITY(FEET/SEC.) = 10.884 CRITICAL FLOW VELOCITY HEAD(FEET) = 1.84 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 13.6:; CRITICAL FLOW SPECIFIC ENERGY(FEET) = 4.513 NORMAL -=DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 2.21 FLOW AREA(SQUARE FEET) = 5.57 FLOW TOP WIDTH(FEET) = 2.646 FLOW PRESSURE + MOMENTUM(POUNDS) = 2185.47 FLOW UELOCITY(FEET/SEC.) = 13.062 FLOW VELOCITY HEAD(FEET) = 2.649 HYDRAULIC DEPTH(FEET) = 2.11 FROUDE NUMBER = 1.586 SPECIFIC ENERGY(FEET) = 4.66 /Dta, **********DESCRIPTION OF RESULTS*W************* * LINE "M" * 18" R.C.P. w: :}:*:F':Y***�I�W**Wyk**�k*******�Y*#�+F:****�Y•****W:k****�}:*:F:*%f:*�Y•8�*�Y%I:�k***�}�*�4:>kA:>YK:ok*�Ic�F:�l:**��k:k�:}: *>kW**�:W**W***W***F:*k>k►:k*W>k*oY•*rF:W*I:k*Y•>k*:kF:W*>k***KckN:k>F:>Y•f=N:W*}*F:k}e}:*W>ki:*F:k*>kN:kF=Y•Y• >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION{ « ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE(FEET/FEET) _ .0970 PIPEFLOW(CFS) = 11.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 1.27 CRITICAL FLOW AREA(SOUARE FEET) = 1.596 CRITICAL FLOW TOP-WIDTH(FEET) = 1.901 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 205.41 CRITICAL FLOW VELOCITY(FEET/SEC.) = 6.894 CRITICAL FLOW VELOCITY HEAD(FEET) = .74 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.48 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 2.01 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = .60 FLOW AREA(SQUARE FEET) _ .66 FLOW TOP WIDTH(FEET) = 1.469 FLOW PRESSURE + MOMENTUM(POUNDS) = 366.09 FLOW UELOCITY(FEET/SEC.) = 16.692 FLOW VELOCITY HEAD(FEET) = 4.327 HYDRAULIC DEPTH(FEET) = .45 FROUDE NUMBER = 4.393 SPECIFIC ENERGY(FEET) = 4.93 /d ?L **********DESCRIPTION OF RESULTS**WWF►: r» *W �» **W**W�r***k::w:►:*ri: * LINE "N" W » 18" R.C.P.. w *��:*****WWW**�I:**:k*****W**�A:�:**********�I:*%�*WWA:K:�F:�kW�kW*W>4:�}:�►:W**W�►::l:>l::k�l:�:A:g:*�4:*W*:}:>k�k>►:>Ic W}:r►:**Y•***>Y>}:*�k:W**WWW*kW*****WWW*�**}W}:WB:**WSW**W�Wl*8:W*WsF:**:+}:�*W>k**WWWyF::Y**�** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION « 44 PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE (FEET/FEET> _ .1605 PIPEFLOW(CFS) = 11.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 1.27 CRITICAL FLOW AREA(SQUARE FEET) = 1.596 CRITICAL FLOW TOP-WIDTH(FEET) = 1.081 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 205.41 CRITICAL FLOW VELOCITV(FEET/SEC.) = 6.894 CRITICAL FLOW VELOCITY HEAD(FEET) = .74 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.48 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 2.01 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = .52 FLOW AREA(SQUARE FEET> _ .55 FLOW TOP WIDTH(FEET) = 1.430 FLOW PRESSURE + MOMENTUM(POUNDS) = 434.70 FLOW VELOCITY(FEET/SEC.) = 20.042 FLOW VELOCITY HEAD(FEET) = 6.237 HYDRAULIC DEPTH(FEET) = .38 FROUDE NUMBER = 5.701 SPECIFIC ENERGY(FEET> = 6.76 My **_►_*******DESCRIPTION OF RES ULTS** * LINE "0" �► *18" R.C.P. w: _ * w +k*=k*+k�Y•+Y•**=k*=kik=Y•*�k****�k****A=*****�Y**=k+F:*:F:*�****=k***=k%F=�Y*=Y•�k�k�k%k+#==I::k�k*�kW***k:***�}::k+k�k:k *>isW*+YM:***W*�*:�:**�:***�<>Y***:*:,1:F:>Y•w*A:W+Y*>}:�**+1:*K:*ri:}:*+}_F:******W*>!:*****}_I:**!+>k+k�*W*Wk* >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE(FEET/FEET) _ .0363 PIPEFLOW<CFS) = 4.10 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) _ .76 CRITICAL FLOW AREA(SQUARE FEET) _ .922 CRITICAL FLOW TOP—WIDTH(FEET) = 1.499 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 54.29 CRITICAL FLOW VELOCITY(FEET/SEC.) = 4.449 CRITICAL FLOW VELOCITY HEAD(FEET) _ .31 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .61 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.0E NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) _ .45 FLOW.AREA(SQUARE FEET) _ .45 FLOW TOP WIDTH(FEET) = 1.378 FLOW PRESSURE + MOMENTUM(POUNDS) = 77.45 FLOW VELOCITY(FEET/SEC.) = 9.076 FLOW VELOCITY HEAD(FEET) = 1.279 HYDRAULIC DEPTH(FEET) _ .33 FROUDE NUMBER = 2.794 SPECIFIC ENERGY(FEET) = 1.73 /o9 ********:**DESCRIPTION OF RESULTS* **** »*** **** �**** ************* �+:** �►: * LINE "P" * is" R.C.P. >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<< << ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE(FEET/FEET> _ .0420 PIPEFLOW<CFS) = 4.10 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) _ .78 CRITICAL FLOW AREA(SQUARE FEET) _ .922 CRITICAL FLOW TOP-WIDTH(FEET) = 1.499 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 54.29 CRITICAL FLOW VELOCITY(FEET/SEC.) = 4.449 CRITICAL FLOW VELOCITY HEAD(FEET) _ .31 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .E1 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.38 NORMAL -DEPTH FLOW'INFORMATION: NORMAL DEPTH(FEET) _ .44 FLOW AREA(SQUARE FEET) _ .44 FLOW TOP WIDTH(FEET) = 1.369 FLOW PRESSURE + MOMENTUM(POUNDS) = 79.57 FLOW VELOCITY(FEET/SEC.) = 9.381 FLOW VELOCITY HEAD(FEET) = 1.366 HYDRAULIC DEPTH(FEET) _ .32 FROUDE NUMBER = 2.926 SPECIFIC ENERGY(FEET) = 1.81 // D **********DESCRIPTION OF LINE "R" 1811 R.C.P. * * *�k>!+***�I:$:******�k:k�►:>krk******>k*iY�k�k�k�Y*�k*�1=**+h•�F:�I:=!:**�k****�kK:*8:**�k****�k�F:**>k*�F:�F::k*H:***W* >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<< << PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE(FEET/FEET) _ .0739 PIPEFLOW(CFS) = 3.90 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) _ .76 CRITICAL FLOW AREA(SOUARE FEET) _ .891 CRITICAL FLOW TOP-WIDTH(FEET) = 1.500 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 50.89 CRITICAL FLOW VELOCITY(FEET/SEC.) = 4.375 CRITICAL FLOW VELOCITY HEAD(FEET) = .30 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = .59 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.05 NORMAL -DEPTH FLOW INFORMATION. NORMAL DEPTH(FEET> _ .37 FLOW AREA(SRUARE FEET) _ .34 FLOW TOP WIDTH(FEET) = 1.29E FLOW PRESSURE + MOMENTUM(POUNDS) = 88.86 FLOW VELOCITY(FEET/SEC.) = 11.313 FLOW VELOCITY HEAD(FEET) = 1.987 HYDRAULIC DEPTH(FEET> = .27 FROUDE NUMBER = 3.869 SPECIFIC ENERGY(FEET) = 2.36 **********DESCRIPTION OF RESULTS********************�***********►::***:****:� * LINE "R" * 18" R.C.P. ***�****�Y�k%k**Wyk+k**:k8:*******�F:**�k*�Y•:k*�k*�k****::k�F:********�F:*�Y•�k**W�Y:Y•******����l��k*W*:k�laW *>k>Y•****************** kik*******1**4:*******>k**:****.************** ***:***** *****:*4: >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<< << ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.599 PIPE SLOPE(FEET/FEET) _ .1428 PIPEFLOW(CFS) = 3.90 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) _ .76 CRITICAL FLOW AREA(SQUARE FEET) _ .891 CRITICAL FLOW TOP-WIDTH(FEET) = 1.590 CRITICAL FLOW PRESSURE + MOMENTUt9(POUNDS) = 59.89 CRITICAL FLOW VELOCITY(FEET/SEC.) = 4.375 CRITICAL FLOW VELOCITY HEAD(FEET) _ .39 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .59 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.05 NORMAL -DEPTH FLOW INFORMATION: NORMAL DEPTH(FEET) _ .32 FLOW AREA(SQUARE FEET) _ .27 FLOW TOP WIDTH(FEET) = 1.226 FLOW PRESSURE + MOMENTUM(POUNDS) = 110.25 FLOW VELOCITY(FEET/SEC.) = 14.299 FLOW VELOCITY HEAD(FEET) = 3.171 HYDRAULIC DEPTH(FEET) _ .22 FROUDE NUMBER = 5.336 SPECIFIC ENERGV(FEET> = 3.49 //Z ********:**DESCRIPTION OF * LINE "S" a; * 36" R.C.P. w ******************8:****:►:$:�F+:h********�********�k*�k****k:%kik:k*W�::k:kN::l::k�k�Y*:k�:*�k**�k8:�l::k 4:** k**************************4:*********>k***,*************K:***K;****4:$%eY•>Y•***4:*4: >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION({<< PIPE DIAMETER(FEET) = 3.900 PIPE SLOPE<FEET/FEET) _ .0150 PIPEFLOW(CFS) = 46.70 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 2.23 CRITICAL FLOW AREA(SQUARE FEET> = 5.623 CRITICAL FLOW TOP—WIDTH(FEET) = 2.625 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 1100.95 CRITICAL FLOW VELOCITY(FEET/SEC.) = 8.395 CRITICAL FLOW VELOCITY HEAD(FEET) = 1.07 CRIT.ICAL FLOW.HYDRAULIC DEPTH(FEET) = 2.14 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.30 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.63 FLOW AREA(SQUARE FEET) = 3.91 FLOW TOP WIDTH(FEET) = 2.989 FLOW PRESSURE + MOMENTUM(POUNDS) = 1249.722 FLOW VELOCIT.Y(FEET./SEC.) = 11.942 FLOW VELOCITY HEAD(FEET) = 2.214 HYDRAULIC DEPTH(FEET) = 1.31 FROUDE NUMBER = 1.840 SPECIFIC ENERGY(FEET) = 3.84 //Z, / **********DESCRIPTION OF RcSULTS**h:x* ►: ►:�:�: ►:�: ►:h:a:W�:�:a:r r:x � r r* rW*� � *W +:��:�:W*��:*�:�::r. LINE "T" x 42" R.C.P. *W>Y*:Y*>kik*}k**>F:**W>Y•***>Y**�}�**H:�:*****>1:*sk�Y•**W**�kM:�k***�!:**h��Y•>kW�*�}:***K:*�i::ic>k**��1:**K:*�i:�+: >>PIPEFLOW HYDRAULIC INPUT INFORMATION<<::< PIPE DIAMETER(FEET) = 3.500 PIPE SLOPE(FEET/FEET) _ .0163 PIPEFLOW(CFS> = 102.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 3.09 CRITICAL FLOW AREA(SQUARE FEET) = 8.991 CRITICAL FLOW TOP—WIDTH(FEET) = 2.250 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 3053.62 CRITICAL FLOW VELOCITY(FEET/SEC. ) = 11.:44 CRITICAL FLOW VELOCITY HEAD(FEET) = 2.00 CRITICAL FLOW HYDRAULIC DEPTH<FEET) = 4.00 CRITICAL FLOW SPECIFIC ENERGY(FEET> = 5.09 NORMAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 2.36 FLOW AREA<SQUARE FEET) = 6.69 FLOW TOP WIDTH(FEET) = 3.284 FLOW PRESSURE + MOMENTUM(POUNDS> = 3372.31 FLOW VELOCITY(FEET/SEC.) = 14.813 FLOW VELOCITY HEAD(FEET) = 3.407 HYDRAULIC DEPTH(FEET) = 2.10 FROUDE NUMBER = 1.803 SPECIFIC ENERGY(FEET) = 5.76 //Z. z >Icr}�W*>k>}:>Y•*Wsk>Y•>i:W>Y•�W H:*�Y>r:,Y>k>kW>►:N:W*d�>k>Y��>F:*:W�:>k.>k�>►��:WM�K�>YM:*:K:>k*�K:*:K:>F:k:*�:*>kH�k**��W>k&:+Y•>►:>kh:*�N�>}:>F: PRESSURE PIPE -FLOW HYDRAUL%CS COMPUTER PROGRAM PACKAGE _(Reference: LACFD,LACRD,T OCEMA HYDRAULICS CRITERION) >kWY�**��>k%B*:+:*:Y•k%k>k%r:%r�>kA:$:*�8:k:k��►�W%Y**h�%!�%!:*�+�%Y%kk:+:%i�W:+�h��k%F:8:8��*:k>k*-k>F'>k>k:r�%k**%r�**�#�**.F::+:�*%t�k*h�:+�>k <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<< >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> (r..) CoPYri9ht 1982 Advanced Englneerin9 Software CHE_J.7 EsPeclall'd Prepared for: J.P. KAPP & ASSOCIATES, INC. *-,*:***4:****DESCRIPTION OF RESULTS r r: :+:*x*a:>t:�:a :h »: »: x: >x*w :+ ��t..+:* r: �r>+: **:+:>► * LINE "T" : 42" R.C.P. AND 36" R.C.P. * 100 YEAR STORM + >k,k ,k >k*>►: >k **,k >k *>k ,Y,k N: W *>f: >r: >►: >r:>►: >k W * >t: >k >k >Y ,Y >r• >F:,k * >►: >r. K: >4: >F: ff: ,Y• * >k K: >►: * »: M: >F: >k * >f: >f:>r W >F:>►: M: >F: 8: 4: W >i: >}:,►� * >r: >F: 8: N: w W >`: N: H: NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS LASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 1.01 FLOWLINE ELEVATION = 1499.37 PIPE DIAMETERCINCH> = 42.00 PIPE FLOW(CFS) = 102.00 ASSUMED DOWNSTREAM CONTROL HGL = 1504, 400 ««<<<<«««<«« <<<<<<<< <<<<< << <<<<>> > >)> > >>>>> >>>>>>> >>>>>)>>)> >>>> >)> ` > Advanced En9ineerin9 Software CPES1 5r<<IAL No. A0306A REV. 2.2 RELEASE DATE:12%17/82 -PRESSURE FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 UPSTREAM NODE 2.00 ELEVATION = 1500.45 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 102.00 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 66.25 FEET MANNI NGS N = .01300 SF=(Q/K>**2 =<C 102.00)/( 1006.105))**2 = .0102781 HF=!_>r:SF = ( 66. 25) * ( .0102701) = .681 Nile'.- 2.00 H 6 L = A 1 50 5 . 031 > S E G L = C 1 106. 026 >;F:-0Wi-'1•;d°' 0 LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE= USED: DV=(O2*V2-QI*V1*COS(DELTAI;-Q3*V3*COS(DELTA3)- 04*V4*COS(DELTA4)>i((A1+A2)*16.1> UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE _ .01101 DOWNSTREAM FRICTION SLOPE _ .01028 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01065 JUNCTION LENGTH(FEET) = 28.00 FRICTION LOSS - .298 ENTRANCE LOSSES = .349 :rUNCTION LOSSES = Dir+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.445+ 1.52:3- 1.745+( .2,98)+( .349) = 1.869 NODE 3.00 : HGL= < 1507.1 7 3>9 EGL= < 1508. 695>9 FLOWLINE= < 1500.600> PRESSURE FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = I UPSTREAM NODE 4.00 ELEVATION = 1501.0-. ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 70.00 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 40.30 FEET MANNINGS N = .01300 SF= (i�iK) **2 = (C 70. 00),,'< 666. 986)) **2 = .0110145 HF=L*SF = ( 40.30)*( .0110145) _ .444 NODE 4.00 HGL= < 1507.61E>> EGL= < 1509. 139>; FLO{dLINE= < 1501.080> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM PRESSURE FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 5 UPSTREAM NODE 3.50 ELEVATION 1500.60 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VEL0171Tle DELTA HV 1 70.0 36.00 7.069 9.503 9.000 1.523 2 102.0 42.00 9. 621 1X3.602 -- 1.745 3 0.0 0.00 0.000 9.000 0.000 - 4 0.1-1-1 0 . 00 0. 000 0.000 0.000 - 5 32 . 0== =05 ED! i ALS SAS I N I NPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE= USED: DV=(O2*V2-QI*V1*COS(DELTAI;-Q3*V3*COS(DELTA3)- 04*V4*COS(DELTA4)>i((A1+A2)*16.1> UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE _ .01101 DOWNSTREAM FRICTION SLOPE _ .01028 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01065 JUNCTION LENGTH(FEET) = 28.00 FRICTION LOSS - .298 ENTRANCE LOSSES = .349 :rUNCTION LOSSES = Dir+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.445+ 1.52:3- 1.745+( .2,98)+( .349) = 1.869 NODE 3.00 : HGL= < 1507.1 7 3>9 EGL= < 1508. 695>9 FLOWLINE= < 1500.600> PRESSURE FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = I UPSTREAM NODE 4.00 ELEVATION = 1501.0-. ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 70.00 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 40.30 FEET MANNINGS N = .01300 SF= (i�iK) **2 = (C 70. 00),,'< 666. 986)) **2 = .0110145 HF=L*SF = ( 40.30)*( .0110145) _ .444 NODE 4.00 HGL= < 1507.61E>> EGL= < 1509. 139>; FLO{dLINE= < 1501.080> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM *****W****DESCRIPTION OF LINE "U" +: 54" R.C.P. ��*�**W�:*W>♦:�:*�k******��*>k>k*sk*>kik*�k�k�k*�Y>Y%k>k%kK:���!'**:*sk:k�k�k�k�*��:�*k**%k�I:�►: N:yk*K�*�%W��**k>k*4:>k *>F:o-F:�*WWII:W.>t�W�WW>k>}<�>f��W*�I:�>Y•�*>k}k**}k**$:�Y•**s}:**���t'•**�►c�k>f�>t:N:**W�*W*:**����Y�}:�Y•�Y•>Y•�l:K:W**>Y•*>NW*mak: » »PIPEFLOW HYDRAULIC INPUT INFORMATION«<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 4.500 PIPE SLOPE(FEET%FEET) _ .0100 PIPEFLOW(CFS) = 171.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 3.81 CRITICAL FLOG) AREA<SQUARE FEET) = 14.346 CRITICAL FLOG) TOP-WIDTH(FEET) = 3.251 CRITICAL FLOG) PRESSURE + MOMENTUM(POUNDS) = 5524.26 CRITICAL FLOW VELOCITY ( FEET/SEC . > = 11.920 CRITICAL FLOW VELOCITY HEAD(FEET> = 2.21 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 4.41 CRITICAL FLOG) SPECIFIC ENERGY(FEET> = 6.01 NORMAL -DEPTH FLOW INFORMATION: NORMAL DEPTH(FEET) = 3.24 ' FLOW AREA(SQUARE FEET) = 12.28 FLOW TOP WIDTH(FEET) = 4.036 FLOW PRESSURE + MOMENTUM(POUNDS) = 5720.44 FLOW VELOCITY(FEET/SEC.) = 13.927 FLOW t)ELOCITY HEAD(FEET) = 3.012 HYDRAULIC DEPTH(FEET) = 3.04 FRiOUDE NUMBER = 1.407 SPECIFIC ENERGY(FEET> = 6.26 110-_5 »:h:>+:»:»:**>Y�:>Y>k*W**»:**»:»:»:»:*»:*>k>k*»:>Y•*>k******:Y•*>1:****>k>l:K:*>F:+1:*>i:>Y•*>Y•>F'>k>k**W****»:**W>k>I:*»:W»: PRESSURE PIPE -FLOW HYDRAULICS COMPUTED; PROGRAM PACT<AGE (Reference: LACFD>LACRD>& OCEMA HYDRAULICS CRITERION) <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> <C) CoP>ari9ht 1982 Advanced Engineering Software CAES] EsPeciallY Prepared for: J.P. KAPP 8: ASSOCIATES, INC, <<:<<<<• <<<<<<• <<< <<<<<<<<<««<<<<<<<<»»»»»»>> > »»»»> >>>:>»»»»» **>r*******DESCRIPTION OF RESULTS*>�>►:*>r�:�*r:>rri:a:>►:��:r:�:�:�»*»*W*�>x*W�*�»>x» r»:*t:>�>��:+:w >+ LINE "U" »: 54" R.C.P. AND 42" R.C.?. » 100 YEAR STORM + **?►:*>k*>k>k�>F:*k*:*>k*>F:*>k**>kW**>k****8:>MW**>�*>k*!:>I:A**>F:*>F:»:>Y•**M:*>I:>k>k*»:>►:>Y•>}:»:***>i:>Y•»:>F:>i:>k:f:»:»:»:W NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 1.00 FLOWLINE ELEVATION = 1498.91 PIPE DIAMETER(INCH) = 54.00 PIPE FLOW(CFS> = 171.00 ASSUMED DOWNSTREAM CONTROL HGL = 15001.400 NODE 1.00 : HGL= < 1504.400>;EGL= < 1506.195>;FLiOWLINE= < 1498.913) <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> Advanced Engineering Software CAES] SERIAL No. A0307 A REV. 2.2 RELEASE DATE -12/17/82 <<<:<<<<<<<•<<<:««««<<<<<<<««<<<<<>>>;>>>>>»»»»>>>>>>»»»»>»»»> PRESSURE FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 UPSTREAM NODE 2.00 ELEVATION = 1498.91 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFi_D): PIPE FLOW = 171.00 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 48.50 FEEL' MANNINGS N = .01300 SF=<Q/K)**2 = (( 171.00)/( 1966.489>)**2 = .0075615 HPxL *S : ( 42.501*( .0075615) - .767 RODE 2.00 1 HGL= < 1504.767>;EGL= < 1505,562>;FLOWLINE= < 1498.910> xsaxx_c=s=x==as=asxxtxs�a=xs=x====xm=cxosax======s==.,=xxsanas=--=----_-==:axt=a PRESSURE FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5 UPSTREAM NODE 3.00 ELEVATION = 1499.50 CALCULATE PRESSURE FLOW JUNCTION LOSSES2 NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 129.0 42.00 9.621 13.408 0.000 2.792 2 171.0 54.00 15.904 10.752 -- 1.795 3 0.0 0.00 0.000 0.000 0.400 - 4 0.0 0.00 0.000 0.000 0.000 - 5 42.0===05 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED, DY=(02*V2-Q1*V1*COS(DELTAI>-Q3*V3*COS(DELTA3)- 04*()4*COS(DELTA4))/((A1+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE _ .01644 DOWNSTREAM FRICTION SLOPE _ .00756 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01200 JUNCTION LEHGTH(FEET) = 3.20 FRICTION LOSS = .338 ENTRANCE LOSSES = .359 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .265+ 2.792- 1.795+( .038)+( .359) = 1.659 NODE 3.00 : HGL= < 1505.429>; E6L= < 1508. 221 >; FLOWL INE= < 1499. 50@> PRESSURE FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 1 UPSTREAM NODE 4.00 ELEVATION = 1499.84 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD)= PIPE FLOW = 129.00 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 34.00 FEET MANNINGS N = .01300 SF=(Q/K)**2 = CC 129.00)/( 1006.105))**2 = .0164397 HF=L*SF = ( 34.00)x=( .0164397) _ .559 NODE 4.00 HGL= < 1505.9$8>; EGL= < 1508. 780>; FLOWL INE= < 1499.840.' END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM //3 **********DESCRIPTION OF RESULTS*************WW�WWWW*W**w***ut:►:►:*v►:*:a * LINE "V" W * 18" R.C.P. x ***************3}:************.****8:***:************4:******************4:d:W*H:**** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE(FEET/FEET) _ .0935 PIPEFLOW(CFS> = 3.90 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = .76 CRITICAL FLOW AREA(SQUARE FEET) _ .891 CRITICAL FLOW TOP—WIDTH(FEET) = 1.500 CRITICAL FLOW PRESSURE + MOMENTUM<POUNDS) = 50.89 CRITICAL FLOW VELOCITY(FEET/SEC.) = 4.375 CRITICAL FLOW VELOCITY HEAD(FEET) _ .30 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = .59 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.05 NORMAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = .35 FLOW AREA<SGUARE FEET) _ .32 FLOW TOP WIDTH(FEET) = 1.273 FLOW PRESSURE + MOMENTUM(POUNDS> = 95.86 FLOW UELOCITY(FEET/SEC.) = 12.299 FLOW VELOCITY HEAD(FEET) = 2.349 HYDRAULIC DEPTH(FEET) = .25 FROUDE NUMBER = 4.342 SPECIFIC ENERGY(FEET) =x.70 //¢ n:*********DESCR.IPTION OF RESULTSWWWxW»:r*���:►:��W�*�******�****��wW*��►*»�»:**�* * LINE "W° * 18' R.C.P. : * >Y *��k:YA:*�k:k**************�k*�F:rt::1:�k****�F:�k***�F:�k***k:*:►:Wyk**�}:M:*�k*�k:Y�F:*�k�Y*�kW***�Y�F:�k*:t:sk:i�$:�?::}: **********************************oY***********?f;***4:************************* >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE(FEET/FEET) _ .1430 PIPEFLOW(CFS) = 3.90 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) _ .75 CRITICAL FLOW AREA(SOUARE FEET) _ .891 CRITICAL FLOW TOP—WIDTH(FEET) = 1.500 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 50.89 CRITICAL FLOW VELOCITY(FEET/SEC.) = 4.375 CRITICAL FLOW VELOCITY HEAD(FEET) _ .30 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .59 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.05 NORMAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL.DEPTH(FEET) _ .32 FLOW AREA(SQUARE FEET) _ .27 FLOW TOP WIDTH(FEET) = 1.225 FLOW PRESSURE + MOMENTUM(POUNDS) = 110.30 FLOW VELOCITY(FEET/SEC.) = 14.297 FLOW VELOCITY HEADCFEET) = 3.174 HYDRAULIC DEPTH(FEET) _ .2'*2 FROUDE NUMBER = 5.340 SPECIFIC ENERGY(FEET) = 3.49 I **********DESCRIPTION OF RESULTS******************************************** * LINE "X" * FROM STATION 0+92.75 TO STATION 1+01.75 * * *kk**k>k*Y>k*k1:k*W>kik*>k>k**+k**M>k*kk**>k>k*F>Mak*k>k*kkk*kY•**Y•***>k**k**kk*********k**k >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION <<<< PIPE DIAMETER(FEET) = 2.000 PIPE SLOPE(FEET/FEET) _ .0527 PIPEFLOW(CFS) = 32.30 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 1.89 CRITICAL FLOW AREA(SQUARE FEET) = 3.074 CRITICAL FLOW 'TOP-WIDTH(FEET) _ .913 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 82O.60 CRITICAL FLOW VELOCITY(FEET/SEC.) = 10,411 CRITICAL FLOW VELOCITY HEAD(FEET) = 1.6E CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 3.37 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.57 NORMAL -DEPTH FLOW INFORMATION, NORMAL DEPTH(FEET) = 1.14 FLOW AREA(SQUARE FEET) = 1.84 FLOW TOP. WIDTH(FEET) = 1.982 FLOW PRESSURE + MOMENTUM(POUNDS) = 1133.91 FLOW VELOCITY(FEET/SEC.) = 17.386 FLOW VELOCITY HEAD(FEET) = 4.694 HYDRAULIC DEPTH(FEET) _ .93 FROUDE NUMBER = 3.179 SPECIFIC ENERGY(FEET) = 5.83 145 l **********DESCRIPTION OF RESULTS****************************************** * LINE "X" * FROM STATION 1+03.75 TO STATION 2+86.75 ** kik****************4t****************>kik************************************* >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION« « PIPE DIAMETER(FEET) = 2.000 PIPE SLOPE(FEET/FEET) _ .0150 PIPEFLOU(CFS) = 27.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 1.81 CRITICAL FLOG) AREA(SQUARE FEET) = 2.988 CRITICAL FLOW TOP-WIDTH(FEET) = 1.178 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 632.34 CRITICAL FLOW VELOCITY(FEET/SEC.) = 9.037 CRITICAL FLOW VELOCITY HEAD(FEET) = 1.27 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 2.54 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.08 NORMAL -DEPTH FLOW INFORMATION: NORMAL DEPTH(FEET) = 1.60 FLOW AREA(SQUARE FEET) = 2.69 FLOW TOP WIDTH(FEET) = 1.607 FLOW PRESSURE + MOMENTUM(POUNDS) = 647.39 FLOW VELOCITY(FEET/SEC.) = 191.051 FLOW VELOCITY HEAD(FEET) = 1.569 HYDRAULIC DEPTH(FEET) = 1.67 FROUDE NUMBER = 1.370 SPECIFIC ENERGY(FEET) = 3.16 **********DESCRIPTION OF * LINE "X" * FROM STATION 2+88.75 TO STATION 4+46.75 * >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION« « ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.000 PIPE SLOPE(FEET/FEET) _ .0150 PIPEFLOW(CFS) = 25.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 1.76 CRITICAL FLOW AREA(SQUARE FEET) = 2.930 CRITICAL FLOW TOP-WIDTH(FEET) = 1.296 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 563.85 CRITICAL FLOW VELOCITY(FEFT/SEC.) = 8.532 CRITICAL FLOW VELOCITY HEAD(FEET) = 1.13 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 2.26 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 2.89 NORMAL -DEPTH FLOW INFORMATION• ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.49 FLOW AREA(SQUARE FEET) = 2.50 FLOW TOP WIDTH(FEET) = 1.747 FLOW PRESSURE + MOMENTUM(POUNDS) = 587.64 FLOW VELOCITY(FEET/SEC.) = 9.984 FLOW VELOCITY HEAD(FEET) = 1.548 HYDRAULIC DEPTH(FEET) = 1.43 FROUDE NUMBER = 1.470 SPECIFIC ENERGY(FEET) = 3.03 //s. 3 *********+DESCRIPTION OF * LINE "Y." * FROM STATION 4+48.75 TO STATION 4+87.75 * * >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<< << ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.000 PIPE SLOPE(FEET/FEET) _ .1750 PIPEFLQW(CFS) = 22.80 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ----------------------------------------------- ----------------------------- CRITICAL DEPTH(FEET) = 1.70 CRITICAL FLOW AREA(SQUARE FEET) = 2.846 CRITICAL FLOW TOP-WIDTH(FEET) = 1.428 CRITICAL FLOW PRESSURE + MOMENTUM<POUNDS) = 493.66 CRITICAL FLOW UELOCITY(FEET/SEC.) = 8.011 CRITICAL FLOW VELOCITY HEAD<FEET) = 1.00 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.99 CRITICAL FLOW. SPECIFIC ENERGY(FEET) = 2.70 NORMAL -DEPTH FLOW INFORMATION. ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) _ .67 FLOW RREA(SQUARE FEET) _ .92 FLOW TOP WIDTH(FEET> = 1.887 FLOW PRESSURE + MOMENTUM(POUNDS) = 1111.03 FLOW VELOCITY(FEET/SEC.) = 24.784 FLOW VELOCITY HEAD(FEET) = 9.538 HYDRAULIC DEPTH(FEET) _ .49 FROUDE NUMBER = 6.255 SPECIFIC ENERGY(FEET) = 10.21 **********DESCRIPTION OF RESULTS****W**w******W*�►****************w*wW** * LINE "Y" 42" R.C.P. W *W*****�:***W**W�:*�:�►:*****�:�►:******�:********�:***Wer»:*�►�**�+:********�:**»:**W**W�**m�: *>kW**�W******>k***W***1:**kk**W�:k}:k**}******>kik**************kri�**>kk**>k***►:*kkk >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 3.500 PIPE SLOPE<FEET/FEET) _ .0128 PIPEFLOW(CFS) = 93.10 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: ----------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 2.98 CRITICAL FLOW AREA(SQUARE FEET) = 8.740 CRITICAL FLOW TOP—WIDTH(FEET> = 2.480 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ .675.71 CRITICAL FLOW VELOCITY(FEET/SEC.) = 10.652 CRITICAL FLOW VELOCITY HEAD(FEET) = 1.76 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 3.52 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 4.75 NORMAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 2.41 FLOW AREA(SQUARE FEET> = 7.06 FLOW TOP WIDTH(FEET) = 3.244 FLOW PRESSURE + MOMENTUM(POUNDS) = 2847.45 FLOW VELOCITY(FEET/SEC.) = 13.196 FLOW VELOCITY HEAD(FEET) = 2.704 HYDRAULIC DEPTH(FEET) = 2.17 FROUDE NUMBER = 1.577 SPECIFIC ENERGY(FEET) = 5.11 **********DESCRIPTION OF RESULTS***� **� �t:*****� � ****� � ******� *� **� **� � *****�►: »: * LINE "Z" 3FJ" R.C.P. + * * A:g:�F:*******%kW*ek�F�F:**�F:�►:**�F:�I:�k�F:Wyk*�F:�k****�i:*yk�kk:***�k�k�F:�k**�4:A:**:Y%B#*>k**�k�*�I::}:*:V�Y::k*�F:�i:**�k�k *****************:*****8:******************************************4;********** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 3.000 PIPE SLOPE(FEET/FEET) _ .0180 PIPEFLOW(CFS) = 81.30 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 2.78 CRITICAL FLOW AREA(SQUARE FEET) = 6.839 CRITICAL FLOW TOP-WIDTH(FEET) = 1.558 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 2441.37 CRITICAL FLOW VELOCITY(FEET/SEC.) = 11.839 CRITICAL FLOW VELOCITY HEAD(FEET) = 2.19 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 4.39 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 4.98 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 2.24 FLOW AREA(SQUARE FEET) = 5.67 FLOW TOP WIDTH(FEET) = 2.606 FLOW PRESSURE + MOMENTUM(POUNDS) = 2615.23 FLOW UELOCITY(FEET/SEC.) = 14.343 FLOW VELOCITY HEAD(FEET) = 3.194 HYDRAULIC DEPTH(FEET) = 2.17 FROUDE NUMBER = 1.714 SPECIFIC ENERGY(FEET) = 5.44 *:*********DESCRIPTION OF RESULTS*'►:* W» »W vW * r» **:►: :x**:r** � *** a:m �:W*****:+::� * LINE "A—A" * 48" R.C.P. ► * FROM STATION 0+98.94 TO STATION '1+33.97 �k�k****:!�*�k�k*%1:%k*�{:�k*�k***�kM!**+F:*�k**�k+k%kik%Y%Y•%k%k*:f:%F:*•*%k*�k�:%►:�i:�F:�►::i:*�k%K*WW*�k�1:�F:�kK:***:►:*******>F: *******************************K:>kk:*****�►:rY•:k,Y•*,1:*******�k**�!:**N:�#:�k*�Y•*W**�k******�k�k >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 4.000 PIPE SLOPE(FEET/FEET) _ .0968 PIPEFLOW(CFS) = 169.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 3.72 CRITICAL FLOW AREA(SQUARE FEET) = 12.182 CRITICAL FLOW TOR—WIDTH(FEET) = 2.038 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ CRITICAL FLOW VELOCITY(FEET/SEC. ) = 13.873 CRITICAL FLOW VELOCITY HEAD(FEET) = CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 5.98 CRITICAL FLOW SPECIFIC ENERGY<FEET) = NORMAL -DEPTH FLOW INFORMATION: 5899.65 2.99 6.71 NORMAL DEPTH(FEET) = 1.70 FLOW AREA(SQUARE FEET) = 5.11 FLOW TOP WIDTH(FEET-) = 3.956 FLOW PRESSURE + MOMENTUM(POUNDS) = 11064.82 FLOW VELOCITY(FEET/SEC.) = 33.089 FLOW VELOCITY HEAD(FEET) = 17.002 HYDRAULIC DEPTH(FEET) = 1.29 FROUDE NUMBER = 5.132 SPECIFIC ENERGY<FEET) = 18.71 **********DESCRIPTION OF RESULTS * LINE "A -A" W * 48" R.C.P. * FROM STATION 1+38.63 TO STATION 2+72.37 k>kph**k>k**kk*is>kk*>M>k*�>kk*>F:k>k*Y•**Y•�Wk1:>k**>kF:WAY**kF:*k**WAY•*>Y•>Yak***kk*i:kk>h>F:kk>k{:kF:*k* >>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 4.000 PIPE SLOPE(FEET/FEET) _ .0136 PIPEFLOW(CFS) = 162.60 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 3.68 CRITICAL FLOW AREA(SQUARE FEET> = 12.103 CRITICAL FLOW TOP-WIDTH(FEET) = 2.159 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 5560.90 CRITICAL FLOW VELOCITY(FEE-►/SEC. ) = 1•_3•.435 CRITICAL FLOW VELOCITY HEAD(FEET) = 2.80 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 5.61 CRITICAL FLOW SPECIFIC ENERGY(FEET> = 6.49 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 3.15 FLOW AREA(SQUARE FEET) = 10.70 FLOW TOP WIDTH(FEET) = 3.233 FLOW PRESSURE + MOMENTUM(POUNDS) = 5749.59 FLOW VELOCITY(FEET/SEC.) = 15.189 FLOW VELOCITY HEAD(FEET> = 3.582 HYDRAULIC DEPTH(FEET) = 3.31 FROUDE NUMBER = 1.471 SPECIFIC ENERGY(FEET) = 6.76 /Z40 **********DESCRIPTION OF RESULT .*'► »:k +:**+: ► �+:�►:**:*a:ri:*********»*» *r�► ******» * LINE "A—A" * 30" R.C.P. FROM STATION 4+52.33 TO STATION 6+47.89 t. *��:»:******�k�Y*:kik*�A*�k�F*k��F:*�%IcW%k%k*%k*:k*:is�k>k>Y•�kWd�*�k**$�*:1:�k*8c*W**%k*�k***�Y•:k.k**�Ykc*:k***�i:�►:`4: *}F%i�**>Y•�Y•**yk�Y*�lsK:*�}:�k>k*$��F:>k*?F:*ik?k8c�k�Y•>l:�k�ls>k*�k�k****�k*�>k�M�k�k>k*�k*>Y�k�f��Y•*�k�k�k>h�k�}:�i:�l:�k�k�k�k�k*�►:*�►:�k* >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION < < ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.500 PIPE SLOPE( FEET/ FEET) _ .0920 P I PEF LOW ( CFS) = 98.20 MANNINGS FRICTION FACTOR = .013090 CRITICAL—DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 2.48 CRITICAL FLOW AREA(SQUARE FEET) = 4.965 CRITICAL FLOW TOP—WIDTH(FEET) _ .394 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ CRITICAL FLOW VELOCITY(FEET/SEC.) = 20.022 CRITICAL FLOW VELOCITY HEAD(FEET) _ CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 12.45 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ NORMAL—DEPTH FLOW INFORMATION: 4188.60 6.22 8.71 NORMAL DEPTH(FEET> = 1.67 FLOW AREA(SQUARE FEET) = 3.50 FLOW TDP WIDTH(FEET) = 2.351 FLOW PRESSURE + MOMENTUM(POUNDS> = 5535.73 FLOW VELOCITY(FEET/SEC.) = 28.089 FLOW VELOCITY HEAD(FEET) = 12.252 HYDRAULIC DEPTH(FEET) = 1.49 FROUDE NUMBER = 4.059 SPECIFIC ENERGY(FEET) = 13. 93 / 2/ **********DESCRIPTION OF * LINE "A -A" * 30" R.C.P. ►: FROM STATION 2+80.37 TO STATION 4+47.67 *: *g:g:**W*****W**$�W***�k*A::►:�►:*:8�*****:fi*yk****$:***WWF:%k*:i:%F:*�F:**:f:*********>k*�F:�k:k�H******>k:}: *>k>k3Y•*Y>l:k*>kkkfkkkh•Hck*F:+:*kkk**>k**k*F:k>kkhY•*kkkkk*Y•k**k*+kkkF:*NcW*klc*k>Y•FcFckkh*F:***** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 3.000 PIPE SLOPE(FEET/FEET) _ .053E PIPEFLOW(CFS) = 98.20 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: --------------------------------- ------------------------------------------- CRITICAL DEPTH(FEET) = 2.89 CRITICAL FLOW AREA(SQUARE FEET) = 6.983 CRITICAL FLOW TOP-WIDTH(FEET) = 1.137 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 3288.69 CRITICAL FLOW VELOCITY(FEET!SEC.) = 14.063 CRITICAL FLOW VELOCITY HEAD(FEET) = 3.07 CRITICAL FLOW HYDRAULIC DEPTH(FEET> = 6.14 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 5.96 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.74 FLOW AREA(SQUARE FEET) = 4.24 FLOW TOP WIDTH(FEET) = 2.963 FLOW PRESSURE + MOMENTUM(POUNDS) = 4607.19 FLOW VELOCITY(FEET/SEC.) = 23,175 FLOW VELOCITY HEAD(FEET) = 8.340 HYDRAULIC DEPTH(FEET) = 1.43 FROUDE NUMBER = 3.415 SPECIFIC ENERGY(FEET) = 10.08 /zz *4:********DESCRIPTION OF RESULTS************W**��m*»:****�*****a��rW�r�7�*****�* LINE "A—A" 30" R.C.P. FROM STATION 6+52.55 TO STATION 10+60.34 �F::k***:k****:k�4:**�kK�WB:*�kik�Y•K:��:+F:*�Y****%fc*:kB::F::k**rkik**::kik****M�*:k*sk**�k*�k****�F::k**��*+kms*�k�Y•>k *>k>kkik>f:**yK>k******>k*kW>kk>kkk>kik***Y•Y*I:WY•rk4:M>Y•>Y>k*kKk�k>k*>k*k*k:kk>kkF>I<k*k***�k>I:>kk>kkkN >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<< << ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.500 PIPE SLOPE(FEET/FEET) _ .1010 PIPEFLOW(CFS) = 98.20 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 2.48 CRITICAL FLOW AREA(SQUARE FEET) = 4.905 CRITICAL FLOW TOR—WIDTH(FEET) = .394 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 4188.60 CRITICAL FLOW VELOCITY(FEET/SEC.) = 20.022 CRITICAL FLOW VELOCITY HEAD(FEET) = 6.22 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 12.45 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 8.71 NORMAL—DEPTH FLOW INFORMATION: ----------------------------------------------------------------------- ----- NORMAL DEPTH(FEET) = 1.62 FLOW AREA(SQUARE FEET) = 3.37 FLOW TOP WIDTH(FEET) = 2.388 FLOW PRESSURE + MOMENTUM(POUNDS) = 5699.61 FLOW VELOCITY(FEET/SEC.) = 29.169 FLOW VELOCITY HEAD(FEET) = 13.212 HYDRAULIC DEPTH(FEET> = 1.41 FROUDE NUMBER = 4.329 SPECIFIC ENERGY(FEET) = 14.83 /23 **********DESCRIPTION OF RESULTS**********�*�►:*�**�**************x:**�*�*�**�� LINE "A -A" 30" R.C.P. » * FROM STATION 10+65.00 TO STATION 14+72.80 �k+k******�k�k**********Mak*�k��#��***�kW�k�k�k�k�Mk*�k�k*�kA�+k*�k�k�k*��d�**W**>Yak%k%kW>k:kW**:%!�*$��}�H:*��:ic�►: �k�k>kik*�k>k*�l:�k�k�kW***�k�k�k*****�**yk**�k�V�k�k�kW****�k+kM�*�k�+:*******N:*K:*M:WW*W>k****��:�►:�jc�k*��k�k >>>>PIPEFLOU! HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.500 PIPE SLOPE(FEET/FEET) _ .0692 PIPEFLOW(CFS> = 98.20 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 2.48 CRITICAL FLOW AREA(SQUARE FEET) = 4.905 CRITICAL FLOW TOP-WIDTH(FEET) _ .394 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ CRITICAL FLOW UELOCITY(FEET/SEC.) = 23.022 CRITICAL FLOW VELOCITY HEAD(FEET) _ CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 12.45 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ NORMAL -DEPTH FLOW INFORMATION: 4188.60 6.22 8.71 NORMAL DEPTH(FEET) = 1.87 FLOW AREA(SQUARE FEET) = 3.94 FLOW TOP WIDTH(FEET) = 2.169 FLOW PRESSURE + MOMENTUM(POUNDS) = 4946.69 FLOW VELOCITY(FEET/SEC.) = 24.910 FLOW VELOCITY HEAD(FEET) = 9.635 HYDRAULIC DEPTH(FEET) = 1.82 FROUDE NUMBER = 3.256 SPECIFIC ENERGY(FEET) = 11.51 **********DESCRIPTION OF LINE "A -A" * 27" R.C.P. *-FROM STATION 14+77.46 TO STATION 17+08.08 ****�k*�k**�K****�k*>k**8:**���FcA:+Fa:ksk***W�k�k*:k******�#�**��k*�*�Y•:k*+k****�k�k:k�k�k*�#:�Ic***�k*#�� ***************4,.*******41******** ****** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION « << ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.250 PIPE SLOPE<FEET/FEET) _ .1040 PIPEFLOW(CFS) = 97.60 MANNINGS FRICTION FACTOR = .013000 CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 2.24 CRITICAL FLOW AREA(SQUARE FEET) = 3.975 CRITICAL FLOW TOP-WIDTH(FEET) = .212 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 4921.55 CRITICAL FLOW VELOCITY(FEET/SEC.) = 24.551 CRITICAL FLOW VELOCITY HEAD(FEET> = 9.36 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 18.72 CRITICAL FLOW SPECIFIC ENERGY<FEET> = 11.60 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.80 FLOW ARE QSQUARE FEET) = 3.41 FLOW TOP WIDTH(FEET) = 1.801 FLOW PRESSURE + MOMENTUM(POUNDS) = 5589.02 FLOW VELOCITY(FEET/SEC.) = 28.629 FLOW VELOCITY HEAD(FEET) = 12.727 HYDRAULIC DEPTH(FEET) = 1.89 FROUDE NUMBER = 3.667 SPECIFIC ENERGY(FEET) = 14.53 **********DESCRIPTION OF RESULTS+r****W�a�*�W�*�:r*********►:+ra**�* * LINE "A—A" W * 27" R.C.P. FROM STATION 17+92.74 TO STATION 21+03.36 >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.250 PIPE SLOPE<FEET/FEET) _ .120E PIPEFLOW(CFS> = 97.60 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 2.24 CRITICAL FLOW AREA<SRUARE FEET) = 3.975 CRITICAL FLOW TOP—WIDTH(FEET) = .212 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ CRITICAL FLOW VELOCITY(FEET/SEC.) = 24.551 CRITICAL FLOW VELOCITY HEAD<FEET) = CRITICAL FLOW HYDRAULIC DEPTH(FEET> = 10.72 CRITICAL FLOW SPECIFIC ENERGY(FEET> = NORMAL—DEPTH FLOW INFORMATION: 4921.55 9.36 11.60 NORMAL DEPTH(FEET) = 1.60 FLOW AREA SQUARE FEET) = 3.18 FLOW TOP WIDTH(FEET) = 1.958 FLOW PRESSURE + MOMENTUM(POUNDS> = 5949.37 FLOW UELOCITY(FEET/SEC.) = 30.665 FLOW VELOCITY HEAD(FEET) = 14.602 HYDRAULIC DEPTH(FEET) = 1.63 FROUDE NUMBER = 4.239 SPECIFIC ENERGY(FEET> = 16.28 /Z 4 **********DESCRIPTION OF RESULTS***** * LINE "A -A" + 27" R.C.P. *: FROM STATION 21+08.02 TO STATION 28+13.40 �jc***�F:************�F:**$�****A��4:*�k:l: sk �k ��k******rk**�►:**%�**�cN:*�k �k �k �k �k �k �k �M �k �k**�k ok*�F Sa *�k >k �k*M: �k *>k*>K�****>k***�:*W>k**>I:***�k**>k**W*S:*******>F:*****>M**�k�f:****�k>k***�Y�k**�k�k*>k**sk*****�►: » >>PIPEFLOW HYDRAULIC INPUT INFORMATION « « ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.250 PIPE SLOPE(FEETYFEET) _ .1186 PIPEFLOW(CFS) 97.60 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 2.24 CRITICAL FLOW AREA<SQUARE FEET) = 3.975 CRITICAL FLOW TOP-WIDTH(FEET) _ .212 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ CRITICAL FLOW VELOCITY(FEET/SEC.) = 24.551 CRITICAL FLOW VELOCITY HEAD(FEET) _ CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 18.72 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ NORMAL -DEPTH FLOW INFORMATION: 4921.55 9.36 11.60 NORMAL DEPTH(FEET) = 1.69 FLOW AREA(SQUARE FEET> = 3.21 FLOW TOP WIDTH(FEET) = 1.943 FLOW PRESSURE + MOMENTUM(POUNDS) = 5905.12 FLOW VELOCITY(FEET/SEC.) = 30.417 FLOW VELOCITY HEAD(FEET) = 14.367 HYDRAULIC DEPTH(FEET) = 1.65 FROUDE NUMBER = 4.171 SPECIFIC ENERGY(FEET) = 16.06 **********DESCRIPTION OF RESULTS*xa�a�acac xa�a� x xa�a�a�a�•x * LINE "A—A" x' * 27" R.C.P. ?7+cJ6. �6 * FROM STATION 28+18.06 TO STATION `,>>>PIPEFLOW HYDRAULIC INPUT INFORMATION!!<< PIPE DIAMETER(FEET)= _— —2.250 PIPE SLOPE (FEET /FEET) = 0.110o PIPEFLOW(CFS) = 64.70 MANNINGS FRICTION FACTOR 0.013000 CRITICAL—DEPTH FLOW INFORMATION; _ _ --- ----------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 2.22 CRITICAL !FLOW- AREA (SQUARE.;FEET) = 3.968 CRITICAL.'.FLOW TOP-WIDTH(FEET-)- 0.480 CR IfiI CAL;; FLOW PRESSURE '.+. MOMENTUM ( POUNDS) = 2317.50 CRITICAL. FLOW'VELOCITY(FEET/SEC.) = 16.306 CRI TI CAL,FLOW:•VELOCITY HEAD,(FEET) = 4.13 CRITICAL-;FLOW-HYDRAUL:IC,DEP:TH(FEET) = 8.26 CRITICAL:`FLOW:-SPEC IFIC-ENER, GY(FEET)_ = 6. ,:5 NORMAL -DEPTH FLOW INFORMATION:' ---------------------------------- --- NORMAL ' DEPTH ( FEET) — 1.30 FLOW AREA(SQUARE FEET) = 2.37 FLOW--TOP:-WIDTH(FEET) =224 FLOW PRESSURE + MOMENTUM(POUNDS) = 35015.95 FLOW VELOCITY(FEET/SEC..) = 27.307 FLOW VELOCITY HEAD(FEET) = 11.579 HYDRAULIC DEPTH(FEET) = 1.07 FROUDE NUMBER = 4.663 SPECIFIC-ENERGY(FEET) = 12.87 /;�,F **********DESCRIPTION OF * LINE "A—A" * 27" R.C.P. x * FROM STATION 32+11.22 TO STATION 34•+56.93 k F'IF'EFLOW HYDRAULIC INPUT INFORMATION!'C! ---------- ----------------------------------------------- ---_—______-•--_---_______.____ PIPE DIAMETER(FEET) 2. 25�:� F'IF'E SLOPE (FEET /FEET) = 0.1008 PIPEFLOW(CFS) = 64.70 MANN I NGS FRICTION FACTOR = 0 . c.� 13000 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL.,DEPTH (FEET)::= _2.22 CRT -TICAL FLOW, AREA (SQUARE -FEET) :3.968_ CRITICAL" FLOW:--TOP--WIDTH(FEET)­ = 0 480 CRITICAL: FLOW `PRESSURE "+" MOMENTUM (POUNDS)= = 23,17.50 CRITICAL.FLOW;VELOCITY(FEET/SEC;) = 16.3,06 CRITICAL FLOW VELOCITY.HEAD(FEET) = 4.1.3 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 8.26 CRITICAL FLOW SPECIFIC ENERGY.(FEET) = 6.35 NORMAL—DEPTH FLOW INFORMATION: -------------------- --------------------------------------------------------- NORMAL ----------- -- — — — — --- NORMAL DEPTH (FEET) = 1.33 FLOW AREA.(SQUARE FEET) = 2.45 FLOW TOP, WIDTH(FEET) = 2.212 FLOW PRESSURE + MOMENTUM(POUNDS) = 3,397.71 FLOW VELOCITY(FEET/SEC.) = 26..399 FLOW VELOCITY HEAD -(FEET) 10.822 HYDRAULIC DEPTH(FEET) = 1.11 FROUDE NUMBER 4.419 SPECIFIC ENERGY(FEET) = 12.15 /z9 ******ec•***DESCRl r'T I ON OF f;ESULTS�c a� a� x x x # x •a�• ac• x ac a� x # .ac. x * LINE "A—A" * 27" R. C. P. �. * FROM STATION y4+61.59 TO STATION 3e+12.53 � �• � a� �c• �••� �•�•aE••�• •*• � �• *•x• •�-x•aE• •x• �• •� •x• * •� •� x��••x•-� �•ac• �• •� �• �•�••� •�•� •� •x• •� •x• •� at•� �••��•�• x•a� •� •x• •�• •�• �• �• •x• �•�• •� �• �••x• •�• •x•-x•� �• aE••�• �• a�•� •�•x• aE••�-�• �• •�• at••x•a�� •�•x• •�••� �••� •�a� a� �••x• a� a� •� •x• •�• •� •�-•�• •��• •3c• •�•� �•x• �• •� •� •�•x• •� as• a�•�t•�a� •� •� �• •� �• �• •x• �• # •x• •�•�• •;t• •�• •x••�• •x• a� •� �• �c •�•�• :� 7t• �• ae •�• i s P I PEFLOW HYDRAULIC INPUT 'INFORMATION •.: < < -------------------------------------------- ------------------ _^— — PIPE DIAMETER(FEET) = 2.250 PIPE SLOPE (FEET/FEET) _ '0. 1012 PIPEFLOW(CFS) = 64.70 MANN I NGS FRICTION FACTOR = 0. 01.3000 CRITICAL—DEPTH FLOW INFORMATION: _-------------------------------------•------------------------------------ CRITICAL DEPTH(FEET) _ 2.22 CR I T,I CAL FLOW .AF,EA. ( SQUARE . FEET) 3.968 CRITICAL FLOW ' TOP—WIDTH ( FEET) = 0. 480 CFI T I CAL .' FLOW PRESSURE -.+ - MOMENTUM ( FOUNDS) 2317.50. CRITICAL'FLOW. VELOCITY(FEET/SEC..) 16.306 CRITICAL FLOW_VELOCITY HEAD(FEE-T) = 4.13 CRIsTICAL:FLOW'HYDRAULIC.DEPTH(FEET) = 8.26 CRITICAL . FLOW: SPECIFIC 'ENERGY (FE.ET) - _. .-6. 35. _ NORMAL: -DEPTH FLOW INFORMATION: -- --- -------------------------------------------------------------------------- NORMAL DEPTH(FEET) 1.Y3 FLOW AREA(SQUARE FEET) = 2.45 FLOW TOP.WIDTH(FEET) _ 2.212 FLOW PRESSURE + MOMENTUM(POUNDS) = 34o2.55 FLOW VELOCITY(FEET/SEC.) = 26.440 FLOW VELOCITY" HEAD ( FEET) = HYDRAULIC DEPTH(FEET) = 1.11 FROUDE NUMBER = 4.4.3.1 SPECIFIC'ENERGY(FEET) = 12.19 /3 0 **********DESCRIPTION OF * LINE "A—A" * 27" R. C. P. x * FROM STATION 38+17.19 TO STATION 40+02.45 a� � �• aE• •�• •� •x-•�•�• �•�• a�# a� aE•� •x• � at•� at•x •�••�• a� •x• •x• �••x••x• a�•� a� •� �• � •� •x•at• •� a� •*••� at• •�• •�••�• a� :�• •�• •� •�• •�•-� •r� �• •�• •�•x• •�• af••� •�• et• •x• •�• ic• a�•.x. •�• •� �••x• •x• •� �• •� a�•-�aE••� •x••�••� •x••�•�a�•a� as• ac•a� �• �• �•�•�• �a•.� •�•�.•�• •x• �.•x•-x• •x• �•,�.•x••�••x••�•�•af••�• �••��•�• x• •�• �• •x• �• x••�• •� � •�•�• a�•��• a� x•a� � •� •� �• aE••x•�• aE•a�• •�•x• �••� •�• •�•� ,->>>PIPEFLOW HYDRAULIC INPUT INFORMATIOPd'! /< --------------------------------------------------. __ PIPE DIAMETER(FEET) = 2.250 _ — PIPE SLOPE (FEET/FEET) = 0.088:7, PIPEFLOW(CFS) = 64.70 MANN I NGS FRICTION FACTOR == 0.013000 -------------- ---------------------------------------_ _— __-- ---- -- ---------------- CRITICAL—DEPTH FLOW INFORMATION: �— ___ _ _ _-------------------------------------- CRITICAL DEPTH(FEET) = 2.22 CRITICAL :.FLOW ,AREA_(SQUARE FEET) _ 3.968. CRITICAL FLOW:.TOP-WIDTH(FEET) _ 0.480 CRITICAL FLOW :'. PRESSURE .+ MOMENTUM ( POUNDS) , = 2317.. 5c7 CRITICAL FLOW VELOCITY(FEF_T/SEC.) = 16.306 CRITICAL FLOW`VELOCITY HEAD(FEET) = CRITICAL.FLOW:.HYDRAULIC DEPTH(FEET) = 8.26 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 6_35 NORMAL—DEPTH FLOW INFORMATION: _NORMAL DEPTH(FEET) = 1.39 FLOW.AREA(SQUARE FEET)= 2.58 FLOW TOP WIDTH(FEET) = 2.186 FLOW PRESSURE.+ MOMENTUM(POUNDS) _ .3240,02 FLOW VELOCITY(FEET/SEC.) = 25.066 FLOW VELOCITY HEAD(FEET) = 9.757 HYDRAULIC DEPTH(FEET.) = 1.18 FROUDE NUMBER = 4.065 SPECIFIC ENERGY(FEET) = 11.15 /3I **********DESCR I F'T I ON OF F:ESUL I'5 a� �c a� a� a�a� •�c a�a� ac �c x a� x * LINE "A—A" * 21" R.C.P. . * FROM STATION 40+07.11 1'0 STATION 42+07.94 a� aE• �• �•�• �•�•a�• �• *� * � at••x• •�•�t•a� �t•a�3t• •x• •x• � •�• •x• x• •�• �• � � •x• x• # �• •�• •�•� � af••�• a�� •�� �• •� •�• •x••� ,�• at• �•�••x• � •� �� •x• •� •� •� �• �••�• •�•x•�••� �••� •� •x• � •� •� a� �• �• •� •� •� •� •� •� •� •� •� •�•�• •� •� a� a� •� �• •� •x• •� -x• �• •� •x •� •�• �-•� •� •� a� •� •� a� �• � •* •� �• a� •� a� •� a�• •�• •� �• •� •� •�• a� a� •� a� �• •x• a� •� �• �• a� •x• a� •x• •� a� �a� •�-� * # a� ;>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<r --- -- ------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.75o F'IF'E SLOPE ( FEET / FEET) _ 0.(-.)e93 P I PEFLOW ( CFS) = 34. 1f.) - MANN I NGS FRICTION FACTOR =(:).013(.-)()0 CRITICAL—DEPTH FLOW INFORMATION: -------------------------------- — ------------------------------------------ CRITICAL, DEPTH (FEET) = 1.73 CR I T I CAL . FLOW AREA ( SQUARE FEET) ,= 2.400 CRITICALFLOW TOP -W I DTH ( FEET Y = - 0.383 CRITICAL;FLOW PRESSURE + MOMENTUM(FOUNDS) _.- 1067.-25 CRITICAL_FLOW VELOCITY(FEE-T/SEC.) = 14.209 CRITICALFLOW VELOCITY HEAD(FEET) =. 3.1-4 CRITICAL;FLOW, HYDRAULIC- DEP.TH(F.EET) 6.27 CRIT.ICAL. `, FLOW.,SF'ECIFIC - ENERGY (FEET). = 4. E)6-.-., NORMAL=DEPTH-.FLOW INFORMATION: ----------------------------- --------------------------------------------- NORMAL DEPTH(FEET) - 1.10 FLOW AREA -(SQUARE FEET) = 1.59 FLOW TOR' WIDTH(FEET) = 1.691. FLOW.PRESSURE + MOMENTUM(POUNDS) = 146:3.31 FLOW VELOCI.T.Y,(FEET/SEC.) = 21.425 FLOW VELOCITY HEAD(FEET) = 7.123 HYDRAULIC DEPTH (FEET) = o.94 FROUDE NUMBER = 3.892 SPECIFIC ENERGY(FEET) = 8.231 **********DESCRIPTION OF LINE "A -A" 21" R.C.P. ► FROM STATION 42+12.60 TO STATION 45+56.84 >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION:{{{ ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.753 PIPE SLOPE(FEET/FEET) _ .1152 PIPEFLOW(CFS) = 34.10 > MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 1.73 CRITICAL FLOW AREA(SQUARE FEET) = 2.400 CRITICAL FLOW TOP-WIDTH(FEET) _ .383 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 1067.25 CRITICAL FLOW VELOCITY(FEET/SEC.) = 14.209 CRITICAL FLOW VELOCITY HEAD(FEET> = 3.14 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 6.27 CRITICAL FLOW SPECIFIC ENERGYCFEET) = 4.86 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.01 FLOW AREA(SQUARE FEET> = 1.44 FLOW TOP 1JIDTH(FEET) = 1.729 FLOW PRESSURE + MOMENTUM(POUNDS) = 1603.20 FLOW VELOCITY(FEET/SEC.) = 23.670 FLOP! VELOCITY HEAD(FEET) = 8.700 HYDRAULIC DEPTH(FEET) _ .83 FROUDE NUMBER = 4.569 SPECIFIC ENERGY(FEET) = 9.71 ********H3 *DES CR I PT ION OF RES ULT5 * * LINE "A -A": * 21" R.C.P. FROM STATION 45+61.50 TO STATION 49+61.56 �k�+k****W*•�k�►:*:�k:k*:F:A:�:*%k�►:*$:��#��:�k�ksF:>k�k�k*>k�k�k�k�►:�k�k*>k�Y*�***$:*#�**:*�KW***�k�i:�k>k>Y******:******�* *>Y>kk******H:*>1:�:kkN:>►:*****�******k*******�:>k*o}:�:8:�:****>k*******k*kk>ksN{:>kkk>kkW*K:**** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< -- -------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.750 PIPE SLOPE(FEET/FEET) _ .1196 PIPEFLOW(CFS) = 34.10 MANNINGS FRICTION FACTOR = .013000 =coccccarca_aocaaccacarr_cacaaacacc=cc____c___aaaa===aaaaac=ccaaaa===acaaaa=_ CRITICAL -DEPTH FLOW INFORMATION; ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 1.73 CRITICAL FLOW AREA(SQUARE FEET) = 2.400 CRITICAL FLOW TOP—WIDTH(FEET) = .383 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 1067.25 CRITICAL FLOW VELOCITY(FEET/SEC.) = 14.209 CRITICAL FLOW VELOCITY HEAD(FEET) = 3.14 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 6.27 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 4.86 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL. DEPTH(FEET) = 1.00 FLOW AREA(SQUARE FEET) = 1.42 FLOW TOP WIDTH(FEET) = 1.732 FLOW PRESSURE + MOMENTUM(POUNDS) = 1624.89 FLOW VELOCITY(FEET/SEC.) = 24.015 FLOW VELOCITY HEAD(FEET) = 8.955 HYDRAULIC DEPTH(FEET) = .82 FROUDE NUMBER = 4.674 SPECIFIC ENERGY(FEET) = 9.95 /33 **********DESCRIPTION OF RESULTS******************,***** LINE "A -A" 21" R. C.P. +: FROM STATION 49+66.22 TO STATION 52+92.70 *>k*******.w-**W**W.***********W.*********4:*************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<t<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.750 PIPE SLOPE (FEET/FEET) _ .1120 PIPEFLOW(CFS) = 34.10 MANNINGS FRICTION FACTOR = .013000 v=covccc-o=..==co=ccc=ca==,_v==ac=c-acocz=care=c===cc==c=c=ca====-..=c=c=one=ccc CRITICAL -DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 1.73 CRITICAL FLOW AREA(SQUARE FEET) = 2.400 CRITICAL FLOW TOP-WIDTH(FEET) _ .383 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ CRITICAL FLOW VELOCITY(FEET/SEC.) = 14.209 CRITICAL FLOW VELOCITY HEAD(FEET) _ CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 6.27 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ NORMAL -DEPTH FLOW INFORMATION: -------------------------------------- NORMAL DEPTH(FEET) = 1.02 FLOW AREA(SQUARE FEET) 1.46 FLOW TOP WIDTH(FEET) = 1.726 FLOU PRESSURE + MOMENTUM(POUNDS) _ FL0W UELOCITY(FEET/SEC.) _ FLOW VELOCITY HEAD(FEET) _ HYDRAULIC DEPTH(FEET) _ .84 FROUDE NUMBER = 4.491 SPECIFIC ENERGY(FEET) _ 23.414 8.513 9.53 1067.25 3.14 4.86 1507.10 /,_3¢ **********DESCRIPTION OF * LINE "A -A" 21" R.C.P. * FROM STATION 52+97.36 TO STATION 56+01.39 �►:>k,Y�4�***********>Y•�k,kik*�k�k�k�k*#c***�k:k***********�k*�Y,YAK:**�F,*,k*�k�k******,k**�k*:k8��k*%4�*�k*M- *+*****************************W****.******.***>f:,YrY*************************;*..** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION« « ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1,750 PIPE SLOPE(FEET/FEET) _ .1076 PIPEFLOW(CFS) = 34.10 MANNINGS FRICTION FACTOR = .013000 ===cacccc=a=ccaacacc=aaaar-ac=c:.:aca=aac==aaa==cc=a==c=ca=aacc==== __---'------- CRITICAL-DEPTH FLOW .INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 1.73 CRITICAL FLOW AREA(SQUARE FEET) = 2.400 CRITICAL FLOW TOR-WIDTH(FEET) _ .383 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 1067.25 CRITICAL FLOW UELOCITY(FEET/SEC.) = 14.239 CRITICAL FLOW VELOCITY HEAD(FEET) = 3.14 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 6.27 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ 4.86 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.03 FLOW AREA(SQUARE FEET) = 1.48 FLOH TOP WIDTH(FEET) = 1.721 FLOW PRESSURE + MOMENTUM(POUNDS) 1564.47 FLOU VELOCITY(FEET/SEC.) = 23.053 FLOW VELOCITY HEAD(FEET) = 8.252 HYDRAULIC DEPTH(FEET) _ .86 FROUDE NUMBER = 4.382 SPECIFIC ENERGY(FEET) = 9.29 /.9S" ***tr******DESCRIPTION OF RESULTS**************�►:**********+:******* * LINE "A -A" » 18" R.C.P. ► FROM STATION 56+06.05 TO STATION 58+97.67 ************>F ********W.r***W**************************>k*****4s>k**4;N:*********** » >>PIPEFLOW HYDRAULIC INPUT INFORMATION« « ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE(FEET/FEET) _ .1198 PIPEFLOW(CFS) = 34.10 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 1.50 CRITICAL FLOG) AREA(SQUARE FEET) = 1.767 CRITICAL FLOW TOP-WIDTH(FEET) _ .153 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ CRITICAL FLOW VELOCITY(FEET/SEC.) = 19.301 CRITICAL FLOG) VELOCITY HEAD(FEET) _ CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 11.57 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ 1357.76 5.78 7.28 NORMAL -DEPTH FLOG! INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.15 FLOG) AREA(SQUARE FEET) = 1.46 FLOU TOP t-1IDTH(FEET) = 1.265 FLOC! PRESSURE + MOMENTUM(POUNDS) = 1592.84 FLOU VELOCITY(FEET/SEC.) = 23.388 FLOU VELOCITY HEAD<FEET) = 8.494 HYDRAULIC DEPTH(FEET) = 1.15 FROUDE NUMBER = 3.839 SPECIFIC ENERGY(FEET) = 9.65 /3Z-11 **********DESCRIPTION OF * LINE "A -A" * 1¢° R.C.P. * FROM STATION 59+02.33 TO STATION 63+08.56 :k*****�#*********>k***�k*�I::k:k:1::k�kW**:kWW:k**+k:Y•*�k�k�Y•A'A��Y•**�Y#:�Y•:Yak:Y�YW�k*�k�>k>k:k�kH�**:Fc*:k*�Y�k :k>k>k *>kik*k>khrk*>k*:kWW**#c****>k**k*I+$:k**Wyk**Ftk**F:>k>kkWyY>Y•>YkY•k>k>►:�oYkF:F:}:*F;W**>k1:**>kYMa*}:YN>kk >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<< <. ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE (FEET/FEET> _ .1200 PIPEFLOW(CFS> = 34.10 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 1.50 CRITICAL FLOW AREA(SQUARE FEET) = 1.767 CRITICAL FLOW TOP-WIDTH(FEET) _ .153 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 1357.76 CRITICAL FLOW VELOCITY(FEET/SEC.) = 19.301 CRITICAL FLOW VELOCITY HEAD(FEET) = 5.78 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 11.57 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 7.28 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.15 FLOW AREA<SQUARE FEET) = 1.46 FLOW TOP WIDTH(FEET) = 1.266 FLOW PRESSURE + MOMENTUM(POUNDS) = 1593.94 FLOC! VELOCITY(FEET/SEC.) = 23.406 FLOW VELOCITY HEAD(FEET) = 8.507 HYDRAULIC DEPTH(FEET) = 1.15 FROUDE NUMBER = 3.845 SPECIFIC ENERGY(FEET) = 9.66 **********DESCRIPTION OF RESULTS*******************k*w*�x*******�x***�► �*****�►� * LINE "B -B" 18" R.C.P. * * >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION <<« ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE(FEET/FEET) _ .0624 PIPEFLOW(CFS>. = 5.50 MANNINGS FRICTION FACTOR = .013000: CRITICAL DEPTH'FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) _ .90 CRITICAL FLOW AREA<SQUARE FEET) = 1.113 CRITICAL FLOW TOP-WIDTH(FEET) = 1.468 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 79.79 CRITICAL FLOW VELOCITY(FEET/SEC.) = 4.941 CRITICAL FLOW VELOCITY HEAD(FEET) _ .38 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .76 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.28 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) _ .47 FLOW AREA(SQUARE FEET> _ .47 FLOW TOP WIDTH(FEET) = 1.388 FLOW PRESSURE + MOMENTUM(POUNDS) = 133.89 FLOU VELOCITY(FEET/SEC. ) = 11.743 FLOW VELOCITY HEAD(FEET) = 2.143 HYDRAULIC DEPTH(FEET) _ .34 FROUDE NUMBER = 3.565 SPECIFIC ENERGY(FEET) = 2.61 ***:*******DESCRIPTION OF RESULTS*,+:*************�+���*�**�*�******��►�►:******** LINE "C -C° 18" R.C.P. >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<%< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE(FEET/FEET) _ .1044 PIPEFLOW(CFS) = 5.50 MANNINGS FRICTION FACTOR .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) _ .90 CRITICAL FLOW AREA(SQUARE FEET) = 1.113 CRITICAL FLOW TOP-WIDTH(FEET) = 1.460 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 79.79 CRITICAL FLOW VELOCITY(FEET/SEC.) = 4.941 CRITICAL FLOW VELOCITY HEAD(FEET) _ .38 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .76 CRITICAL FLOW SPECIFIC ENERGY<FEET) = 1.28 NORt1AL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) _ .41 FLOW AREA(SQUARE FEET) _ .39 FLOVA TOP WIDTH(FEET) = 1.335 FLON PRESSURE + MOMENTUM(POUNDS) = 154.67 FLOW VELOCITY(FEET/SEC.) = 14.124 FLOW VELOCITY HEAD(FEET) = 3.098 HYDRAULIC DEPTH(FEET) _ .29 FROUDE NUMBER = 4.609 SPECIFIC ENERGY(FEET) = 3.51 /13,!�, **********DESCRIPTION OF LINE "D -D" 3611 R.C.P. W >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 3.000 PIPE SLOPE<FEET/FEET) _ .0100 PIPEFLOW(CFS) = 1 64.90 MANNINGS FRICTION FACTOR = .013000 _tea:=ncc=axccacccooar..=scan===acaacccccccoc�=ccccccaac-.^_cc=caaaccaaa=c====='=_ CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 2.58 CRITICAL FLOW AREA(SQUARE FEET) = 6.474 CRITICAL FLOW TOP-WIDTH(FEET) = 2.075 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 1745.42 CRITICAL FLOW VELOCITY(FEET/SEC.) = 10.024 CRITICAL FLOW VELOCITY HEAD(FEET) = 1.56 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 3.12 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 4.14 NORMAL -DEPTH FLOW INFORMATION: ^�^ ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 2.39 FLOW AREA(SQUARE FEET) = 6.04 FLOW TOP WIDTH(FEET) =x.416 FLOE! PRESSURE + MOMENTUM(POUNDS) = 1761.07 FLOW VELOCITY(FEETISEC.) = 10.753 FLOW VELOCITY HEAD(FEET) = 1.795 HYDRAULIC DEPTH(FEET) = 2.50 FROUDE NUMBER = 1.199 SPECIFIC ENERGY(FEET) = 4.1E /,�-o **********DESCRIPTION OF RE5ULTS**********:v ►:k * vww********� *:**** k:* LINE "E -E" 1811 R.C.P. * *:ksi:>Yk*>Y**WW*►:W**}:f:****k►:**f***W*******iYk*>1:******rk**kY**f:************4:1:**}:1'�c* >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION:<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE(FEET/FEET) _ .1342 PIPEFLOW(CFS) = 2.30 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = .57 CRITICAL FLOW AREA(SQUARE FEET) _ .621 CRITICAL FLOW TOP-WIDTH(FEET) = 1.458 CRITICAL FLOW PRESSURE + MOMENTUM( POUNDS) = 25.76 CRITICAL FLOW UELOCITY(FEET/SEC.) = 3.704 CRITICAL FLOW UELOCITY HEAD(FEET) = .21 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = .43 CRITICAL FLOG) SPECIFIC ENERGY(FEET) = .79 NORMAL -DEPTH FLOW INFORMATION= ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = .25 FLOW AREA(SQUARE FEET) _ .19 FLOW TOP WIDTH(FEET) = 1.116 FLOW PRESSURE + MOMENTUM<POUNDS) = 54.58 FLOW VELOCITY(FEET/SEC.) = 11.966 FLOW VELOCITY HEAD(FEET) = 2.223 HYDRAULIC DEPTH(FEET) = .17 FROUDE NUMBER = 5.081 SPECIFIC ENERGY(FEET) = 2.47 /4/ **********DESCRIPTION OF RESULTS*�*************�:��+�****�****��+**►��**�**** LINE "F -F" 16" R.C.P. » *>kW *�>F: W**K:**W W**>F:�**o1:*�c*>}:k*F:*>k****N:****►:*>i:**********N:******}:**�:�:***N:*******:�: >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE(FEET/FEET) _ .2168 PIPEFLOW(CFS) = 2.30 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = .57 CRITICAL FLOW AREA(SQUARE FEET) _ .621 CRITICAL FLOW TOP-WIDTH(FEET) = 1.458 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 25.76 CRITICAL FLOW VELOCITY(FEET/SEC.) = 3.704 CRITICAL FLOW VELOCITY HERD<FEET) = .21 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = .43 CRITICAL FLOW SPECIFIC ENERGY<FEET) = .79 NORMAL -DEPTH FLOG! INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = .22 FLOW AREA<SQUARE FEET) _ .16 FLOW TOP WIDTH(FEET) = 1.064 FLOW PRESSURE + MOMENTUM(POUNDS) = 64.06 FLOW VELOCITY(FEET/SEC.) = 14.163 FLOW VELOCITY HEAD<FEET) = 3.115 HYDRAULIC DEPTH(FEET) = .15 FROUDE NUMBER = 6.389 SPECIFIC ENERGY(FEET) = 3.34 /¢2 **********DESCRIPTION OF * LINE "G-6" * 18" R.C.P. * �k *►T:►h**+k►k**W**K�k**�kk*�khk*+kkk*+►k**>k**kkk*k1:Wei:F:kY•Y*k**kk****�k**kk*kkk**k*►:****k* >>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) 1.500 PIPE SLOP.E(FEET/FEET) .0874 PIP.EFLOW(CFS). = 15.8.0 _ MANNINGS- FRICTION FACTOR = .013000 c�ceaemamsaaaanaax�aaaaaa�aa6==c=C==-=sta-==Ccaaaa=a===aaaaa==cCn==a===caoc= __ CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET_) = 1.42 CRITICAL FLOW,AREA(SQUARE FEET) 1.732 CRITICAL FLOW TOP-WIDTH(FEET) _ .670 CRITICAL FLOW PRESSURE.+ MOMENTUM(POUNDS) = 353.61 CRITICAL FLOW VELOCITY(FEET/SEC.) = 9.125 CRITICAL FLOW VELOCITY HEAD(FEET) = 1.29 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 2.59 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 2.71 NORMAL -DEPTH FLOW INFORMATION: ------------------------------------------------------------------------- NORMAL DEPTH(FEET) _ .76 FLOM AREA(SQUARE FEET) _ .90 FLOC! TOP WIDTH(FEET) = 1.500 FLOW PRESSURE + MOMENTUM(POUNDS) 558.38 FLOU VELOCITY(FEET/SEC.) = 17.650 FLOW VELOCITY HEAD(FEET) = 14.837 HYDRAULIC DEPTH(FEET) _ .60 FROUDE NUMBER = 4.026 SPECIFIC ENERGY(FEET) = 5.60 /4-3 **********DESCRIPTION OF * LINE "H -H" w. 18" R.C.P. *>k*�:*******�>k>Yk*>Y>kik*�*******NW**�H->k>F:>kN>Y**k*$:*►:***�****}=*W**�**I:***k*******kd: >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE(FEET/FEET) _ .1456 PIPEFLOW(CFS> = 15.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 1.42 CRITICAL FLOW AREA(SGUARE FEET) = 1.732 CRITICAL FLOW TOP-WIDTH(FEET> _ .670 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 353.61 CRITICAL FLOW VELOCITY(FEET/SEC.) = 9.125 CRITICAL FLOW VELOCITY HEAD(FEET) = 1.29 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 2.59 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 2.71 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) _ .65 FLOU AREA(SQUARE FEET) _ .74 FLOW TOP WIDTH(FEET) = 1.400 FLOU PRESSURE + MOMENTUM(POUNDS) = 666.00 FLOU VELOCITY(FEETf SEC.) = 21.337 FLOU VELOCITY HEAD(FEET) = 7.069 HYDRAULIC DEPTH(FEET) _ .50 FROUDE NUMBER = 5.330 SPECIFIC ENERGY(FEET) = 7.72 / 5�f **********DESCRIPTION OF F;ESULTS a�a�a� a� a�a� a�a� x•a� aux * L I NE " I 7 * 24" K.C.P. A. �. �!• �-•� •�• •x• •�• at• •�• aE• �• �• a� •� �• �• •� •� �••� •��• at• �t� �• •x• ac• •x•.x• � �c• •� •�-� �• a�-x• ac• •� •�� �• •� •�• �• � aE• �••� �• �• •� •� �• •x• •� �• •�• x• �• a� •x• •x• �• •�• •3t• a� at• •x. •x• �• * �• �• at• •x• •x• �• � iF'IF'EFLOW HYDRAULIC INPUT INFORMATION!!'! F'IF'E DIAMETER (FEET) = 2, 000 F'IF'E SLOPE (FEET/FEET) = 0.0835 PIPEFLOW(CFS) = 5.00 MANNINGS FRICTION.FACTOR = 0.V13000 CRITICAL -DEPTH FLOW INFORMATION: _ ---- ----------------------------------------------------------- CRITICAL DEPTH(FEET) = 0.79 CRITICALFLOW.'AREA(SQUARE FEET): _. 1,149 CRITICAL FLOW.TOP-WIDTH(FEET) = 1.954 CRITICAL•FLOW.PRESSURE +.MOMENTUM(FOUNDS) = 65'.69- CRITICAL.FLOW VELOCITY(FEET/SEC.) = 4.7-51 CRIT.ICAL..FLOW:.VELOCITY HEAD(FEET) _ 6.29- CRITICAL:FLOWrHYDRAULIC DEF'TH(FEET) = o.59 CRITICAL -,FLOW --SPECIFIC ENERGY(FEET) NORMAL—DEPTH FLOW INFORMATION: NORMAL DEPTH. (FEET) = 0.37 FLOW AREA(SQUARE FEET) _ 0.41 FLOW TOP*WIDTH(FEET) = 1.560 FLOW PRESSURE + MOMENTUM ( FOUNDS) = 123.13 FLOW VELOCITY(FEET/SEC.) = 12.299 FLOW'VELOCITY HEAD(FEET) _ 2.349 HYDRAULIC DEPTH(FEET) _ 0.26 FROUDE NUMBER = 4.246 SPECIFIC ENERGY(FEET) = 2.72 **********DESCR-I PT I ON OF F"tESULTS et x x a� a� x a� ac• x• •a� * LINE ' * 2411 R. C. P. * * i s F' I PEFLOW HYDRAULIC INPUT INFORMATION<<••:: ••: -------------------------------------------------------- ----------------- PIPE ------------------------------------ - -- F'IF'E DIAMETER(FEET) = 2.00o F'IF'E SLOPE ( FEET/ FEET) _ (.) . 0750 P I PEFLOW ( CFS) . = 30. 04 MANN I NGS FRICTION FACTOR = 0. 0I -'_T 00 CRITICAL -DEPTH FLOW INFORMATION: — - ----------------------------------------------------------------------------- CRITICAL.DEPTH(FEET) = - 1.86 CRITICAL..FLOW.-AREA(SQUARE FEET) _ 3.047 CR ITICAL..FLOW TOR'-WIDTH,(FEET)_ = 1.012 CRITICAL FLOW? F'F:ESSURE .+" =MOMENTUM (FOUNDS ):. 742'20�:! ; CRITICAL. FLOW VELOCITY.:(FEET:/SEC .) = 9.'845. CRITICAL-- FLOW ;VELOCI_T-,Y;' HEADIFEET), .= 1_5o CR I:TI CAL 2 FLOW..; HYDRAUL I G.1.DEPTH. ( (FEET) = 3.01 CRI -I CAL'FL'OW:riSPECIF`IC.;ENERGY:(FEET) _ 37 ---------------------------------------------------------------------------- NORMAL=DEF TH,'FLOW:' I NFORMATI ON: ------------------,---------- — -- — NORMAL'DEPTH(FEET.) = 0.S8 FLOW AREA"(SQUARE .FEET) = 1.5.3 FLOW_,TOP. WIDTH (FEET).. = 2. C)( -)U FLOW PRESSURE + MOMENTUM(POUNDS). = 1177.o8 FLOW VELOCITY(FEET/SEC.) = 19.563 FLOW VELOCITY HEAD(FEET) = 5.94.3 HYDRAULIC-DEPTH(FEET) = 0.77 FROUDE NUMBER .= 3.9.37 SPECIFIC ENERGY(FEET) = 6.92 / 4,� **********DESCRIPTION OF RESULTS****************:****a:*********�*�:******»* * LINE "Y.—E(" �►: 18" R.C.P. �F�****>k*�Y•*�k**�Y***********:kik*�k�k*�k�k*********�k*�k:Y�Y•%Y•A:**>k*:k**�k*�k*�k�>k�k�}�*:k*>k***>k�k*>►:�k *s}cti>kkWYk*>kkY>Y•sk**Y•k**h**>F:k*W>kd:kk>k*kk**>kkkWkk*Y•skk*+kik*Y•**:Y•:M***k*>k�k>k*k**F:***Mc**N, >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<< << ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE(FEET/FEET) _ .0385 PI PEFLOW(CFS) = 17.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 1.44 CRITICAL FLOW AREA(SQUARE FEET) = 1.743 CRITICAL FLOW TOP—WIDTH(FEET) = .590 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 397.40 CRITICAL FLOW VELOCITY(FEET/SEC.) = 9.752 CRITICAL FLOW VELOCITY HEAD(FEET) = 1.48 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 2.95 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 2.92 NORMAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.04 FLOU AREA(SQUARE FEET) = 1.30 FLOG TOP WIDTH(FEET) = 1.385 FL OU PRESSURE + MOMENTUM(POUNDS) = 466.45 FLOW VELOCITY(FEET/SEC.) = 13.028 FLOW VELOCITY HEAD(FEET) = 2.636 HYDRAULIC DEPTH(FEET) = .94 FRtOUDE NUMBER = 2.365 SPECIFIC ENERGY(FEET) = 3.67 **********DESCRIPTION OF * LINE "L -L" * 18" R.C.P. *�Y********************************�k***************3k%k***�Y•**>k*>k>k�k�k�k*�F���k*M�>h**�k�k *kykk*kf:**yk**>k>k**>k**►kW**k***W**k*rk*******>k*****k>i:***kk>YNY>kk*WK:W*�****k*****kF: >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION « « ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE (FE ET/ FEET) _ .0649 PI PEFLOW( CFS>.:= 17.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET)-= 1.44 CRITICAL FLOW `AREA(SQUARE FEET) _ 1.743 CRITICAL FLOW TOP-WIDTH(FEET). _ .590 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 397.40 CRITICAL FLOW VELOCITY(FEET/SEC.) = 9.752 CRITICAL FLOW VELOCITY HEAD(FEET.) = 1.48 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 2.95 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 2.92 NORMAL -DEPTH FLOW INFORMATION.' NORMAL DEPTH(FEET) _ .87 FLOU AREA(SQUARE FEET) = 1.06 FLOU TOP WIDTH(FEET> = 1.481 FLOU PRESSURE + MOMENTUM (POUNDS) = 553.01 FLOW VELOCITY(FEET/SEC.) = 16.038 FLOW VELOCITY HEAD(FEET) = 3.994 HYDRAULIC DEPTH(FEET) _ .72 FROUDE NUMBER = 3.341 SPECIFIC ENERGY(FEET> = 4.86 **********DESCRIPTION OF RESULTS*********** * LINE I'M -Mg * * * * »»PIPEFLOW HYDRAULIC ,INPUT INFORMATION«« _- ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE (FEET/FEET) PIPEFLOW(CFS) _ 2.20 MANNINOS FRICTION FACTOR = '.013000 ==c===cao=a:==as=asaaanaaaaaarsaaaaaaaaaaaa=a==a33aa=a=aasaaaaaaac=.=aacaaafgaa _ . CRITICAL -DEPTH FLOW INFORMATION: -------------------------- CRITICAL DEPTH(FEET> CRITICAL FLOW -.:AREA.(SQUARE. FEET) _.' .602 CRITICAL FLOb1.<TOP=WI6.TH,<FEET), ._ ',1 .'451 ' CRITICAL FLOW :PRESSURE ,4".`'lOMENTUM(P-OUNDS) _ - - -.24.35 i CRITICAL FLOW UELOCITY(FEET/SEC.) = .3.655 CRITICAL FLOW: -VELOCITY HEAD(FEET) = 21 CRITICAL -•FLOW HYDRAULIC-DEPTH(FEETD .CRITICAL.•FLOW 'SPECIFIC EHER6Y(:FEET) a aaca=sac.=aa=rsa=aaaaaa=s�aaaaasas�m==ca�aaaa�=aaasaa�tsrsca=is��ac-Baa=a=caasf a NORMAL -DEPTH FLOW IINFORMATION: _ ---------------------------------- NORMAL DEPTH(FEETY _ .56 FLOM AREA(SQUARE FEET) _ - ..60 FLOU TOP WIDTH(FEET> a 1.451 FLOU PRESSURE ¢ MOMENTUM (POUNDS) = 24.35 FLOW UELOCITY(FEET/SEC.) = 3.661 FLOW VELOCITY HEAD(FEET-) _ .208 HYDRAULIC DEPTH(FEET) = .41 FROUDE NUMBER = 1.003 _.:•,,.....- .. ,......_ ......,.. _ SPECIFIC ENERGY(FEET) _ .77 14719 **********DESCRIPTION OF RESULTS*************************************** * LINE "N—N" * 24" R.C.P. w * * >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<< PIPE DIAMETER(FEET) 2.000 PIPE SLOPE(FEET/FEET). _ .0234 PIPEFLOW(CFS) = 18.00 MANNINGS. FRICTION FACTOR _ .013000 CRITICAL DEPTH FLOW INFORMATION. CRITICAL DEPTH(FEET) 1.53, CR ITICAL FL0W AREA(SQUARE FEET) = 2.576 CRITICAL FLOW TOP—WIDTH(FEET) = 1.698 CRITICAL FLOW PRESSURE + MOMENTUM<POUNDS)..= 354.32 CRITICAL FLOW VELOCITY(FEET/SEC.) = 6.988 CRITICAL FLOW VELOCITY HEAD(FEET) _ .76 CRITICAL FLOW HYDRAULIC DEPTH<FEET) = 1.52 CRITICAL FLOW SPECIFIC ENERGY<FEET) = 2.29 NORMAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.02 FLOU AREA(SQUARE FEET) = 1.62 FLOW TOP b)ID i H<FEET> = 1.999 FLOU PRESSURE + MOMENTUM(POUNDS) = 431.92 FLOW VELOCITY(FEET'/SEC.) = 11.124 FLOW k)ELOCITY HEAD(FEET) = 1.922 HYDRAULIC DEPTH(FEET) _ .81 FROUDE NUMBER = 2.179 SPECIFIC ENERGY(FEET) = 2.95 /�1_7,3 **;********DESCRIPTION OF * LINE "0-0" 18" R.C.P. *W W *�W W **� *�W �**>k H:*W>if**rF:>F:*W tF:**>!'M�*WW>Y•W �}.�*K:sk*��K���}:>ic�};*c�:�}:K:W ****N:*WWWW�**:�i:>k**�k��:*>k >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION{«{ PIPE DIAMETER(FEET) = 1.500 PIPE SLOPE(FEET%FEET) _ .0140 PIPEFLOW(CFS) = 13.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 1.35 CRITICAL FLOW AREA(SQUARE FEET) = 1.676 CRITICAL FLOW TOP-WIDTH(FEET) = .897 CRITICAL FLOW PRESSURE + MOMENTUM ( POUNDS) = 262.14 CRITICAL FLOW UELOCITY(FEETfSEC.) = 7.756 CRITICAL FLOW VELOCITY HEAD(FEET) = .93 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.87 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 2.29 NOTE•GIVEN NORMAL DEPTH IS LOWER VALUE OF TWO POSSIBLE. SUGGEST CONSIDERATION OF WAVE ACTION, UNCERTAINTY, ETC. NORMAL -DEPTH FLOW INFORMATION: NORMAL DEPTH(FEET) = 1.30 FLOW AREA(SOUARE FEET) = 1.63 FLOW TOP WIDTH(FEET) = 1.014 FLOU PRESSURE + MOMENTUM(POUNDS) = 262.60 FLOW VELOCITY(FEET/SEC.) = 7.976 FLOW VELOCIT4' HEAD(FEET) = .988 HYDRAULIC DEPTH(FEET) = 1.61 FROUDE NUMBER = 1.109 SPECIFIC ENERGY(FEET) = 2.29 PRESSURE PIPE -:-FLOW HYDRAULICS COMPUTER PROGRAM PACF�':AGE � (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) lq-/• **********************************************************•*******-*-********* x (C) Copyright 1982,1986 Advanced Engineering Software CAES7 Especially prepared for- J.P. or: J.F'. KAPP AND ASSOCIATES INC_. 1.5892 PASADENA AVE, TUSTIN CA., 9268(:) % **********DESCRIFF'TION OF * LINE "N -N" AND LINE 110-0" * 24" AND 18" R.C.P.'S * 100 YEAR STORM NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE F'IF'E FLOW CONTROL DATA: NODE NUMBER = 1.00 FLOWLINE ELEVATION = 1498.53 F'IF'E DIAMETER(INCH) = 24.00 F'IF'E FLOW (CFS) = 18. 00 ASSUMED DOWNSTREAM CONTROL HGL = 150.3.000 NODE 1.00 : HGL= <; 1503 . c:r00>; EGL= < 1503, 510> ; FLOWLINE= < 1498.53(--),, Advanced En,ggineer�ing Software CAES7 5ERIAL No. B1702 VER. 2.3C RELEASE DATE: 2/21/86 PRESSURE -FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 UPSTREAM NODE 2.00 ELEVATION = 1500.39 -----------'------------------------------------------------------------------ CALCULATE~ PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 18.00 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 79.29 FEET MANN I NGS N = 0.0130C) SF=(Q/F::)**2 = <( 18.00)/( 226.224))**2 = 0.0063309 HF=L*SF = ( 79.29)*( 0.0063309) = 0.502 NODE 2. 00 HGL= 1503. 502::> ; EGL= 1504 . t? 12 > : FLOWL I NE= PRESSURE FLOW PROCESS FROM NODE 2.00 TO NODE 3.c:)0 IS CODE -- ` UPSTREAM NODE ELEVATION = 1501 .38 CALCULATEPRESSURE FLOW JUNCTION LOSSE_.S: NO. DISCHARGE DIAMETER AREA VE.I_OC I TY DELTA FIV 1 13.0 18. 1.767 7.356 Q. 18. () 24. 00 3.142 5.730 _- 0.51C) c_?. i) 0. 00 0.000 i). (')oo C?, 00C) - 4 0, t (i, tic_) i). (;)C)0 ci. ooc_) 0, 000 5 5. 0===Q5 EQUALS BASIN I NF•1_lT=== L-ACFCD AND OCEMA PRESSURE F=LOW JUNCTION FORMULAE USED: DY=: (Q2*V2-Q 1 *V 1 *COS (DELTA 1)--Q3*V: *COS) (DELTA::) - Q4*V4*COS(DELTA4))/((A1'+A2)*16.1) UPSTREAM MANN I NGS N =: 0.01300 DOWNSTREAM MANN I NG13 N Uf"-'S'rR( AM FRICTION SLOPE*" = (').01°.`;32 DOWNSTREAM FRICTION SL._OF'E:: = 6.0o&33 AVERAGED FRICTION SLOPE: IN JUNCTION ASSUMED AS 0.01.082 A17, SS JUNCTION LENGTH (FEET) =- 10.00 FRICTION LOSS = 0.106 ENTRANCE LOSSES = 0.1i2 JUNCTION LOSSES = DY+HV 1-•HV2+ (FRICTION LOSS) + (ENTRANCE LOSSES) JUNCTION LOSSES = 0.095+ 0.840- 0.510+( 0.108)+( 0.102) = 0.676 NODE 3.00 : HGL= < 150 807x ; EGL= ' 1504. 647;, ; FLOWL I NE= f; PRESSURE FLOW PROCESS FROM NODE 7.00 TO NODE 4.00 IS CODE 1 UPSTREAM NODE 4.00 ELEVATION = 1.507.55 __^__ _ CALCULATE PRESSURE FLOWFRICTION LOS SES (LACFCD) : PIPE FLOW = 13.O(:) CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 154. 77 FEET MANN I NGS N = SF= (Q/K:)**'2 _ (( 1:x.00)/( 105.043))*#' = 0.0153162 HF=L#SF = ( 154.77)*( Q . 1)15 Ir 162) = 2. 770 NODE 4. 00 HGL.= < 1 506. 177;> ; EGL= 1 507. 0181; F LOWL I NE= 1503.55,A)"', END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM m__ s=s=s=aa=ass====naaaa==caaaasa.sacaas-aaaaacaasasa:aasa=oascaaa=ascsoc_sa=tea HYDRAULIC ELEMENTS - I PROGRAM PACKAGE =s=v=ssys==sssss-saaaasaaasaaa:aaaasasasacassss=s==cn:ascssc:ssscss=as.s===: ««<<<<<««««««««««««<<<<< (C) Copyright 1982 Advanced Engineering Software 1AES1 Advanced Engineering Software EAES7 REV. 2.0 RELEASE DATE:12i30/82 <<< <««««««««««««««««« »»»»»»»»»»>»»»» »»»»> **********DESCRIPTION OF * PRESSURE -MOMENTUM ANALYSIS JUNCTION STRUCTURE AT STATION 13+26.72 * LINE "A" '+ ***********>:=******Yci *4-*),********************t►**e:***************************** >>>>PIPE -FLOW JUNCTION INPUT INFORMATION<<<t PIPE FLOW DIAMETER SLOPE FRICTION ANGLE FLOWLINE 7.017 (CFS> (INCHES) (DECIMAL> FACTOR (DEGREES) ELEVATION UPSTREAM 811.60 50.000 .02060 .0130 0.000 1511.82 DOWNSTREAM 833.30 90.000 .01540 .0130 0.000 1511.71 LATERAL #1 21.70 30.000 .01500 .0130 45.000 1514.21 LATERAL #2 0.00 0.000 0.00000 0.0000 0.000 0.00 MAINLINE FLOWDEPTH INPUT INFORMATION: UPSTREAM PIPEFLOW DEPTH(FEET>: 4.78 DOWNSTREAM PIPEFLOW DEPTH(FEET): 5.43 PIPEFLOW NORMAL AND CRITICAL DEPTH INFORMATION: PIPE CRITICAL DEPTH NORMAL DEPTH PRESSURE -PLUS -MOMENTUM DETERMINATION BASED ON VARIABLE.- "BALANCE" ARIABLE:"BALANCE" =(Z+D1-D2)*(A1+A2)*Gi2.-02*02rA2'+01*01*COS(ANGLEI)rAI +03*,03*COS(ANGLE3>:A3'+04*u4*COS(AN(3LE4)/A4 UPSTREAM FLOW IS SUPERCRITICAL CHECK FOR HYDRAULIC JUMP PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL01 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT**4) (FEET) (FEET) UPSTREAM 6.973 4.785 DOWNSTREAM 7.017 5.432 LATERAL #1 1.584 1.148 LATERAL 02 0.000 0.000 PRESSURE -PLUS -MOMENTUM DETERMINATION BASED ON VARIABLE.- "BALANCE" ARIABLE:"BALANCE" =(Z+D1-D2)*(A1+A2)*Gi2.-02*02rA2'+01*01*COS(ANGLEI)rAI +03*,03*COS(ANGLE3>:A3'+04*u4*COS(AN(3LE4)/A4 UPSTREAM FLOW IS SUPERCRITICAL CHECK FOR HYDRAULIC JUMP PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL01 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT**4) 4.785 7.017 -1.148 0.000 3649. *UPSTREAM FLOW DOMINATES JUNCTION HYDRAULICS1 *N�7 O HYDRAULIC JUMP OCCURS AT JUNCTION. nt:c-r:cC==ccaa :�nnoaaocantt=nac==xao=an=a=as=acac==:na�oan=mc=ccc�aa==ce=ceab= PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES> UPSTREAM DOWNSTREAM LATERAL01 LATERAL#2 BALANCE DEPTH(FT) ---------------------------------------------------------------------------- DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT**4) " 4.785 3.509 1.148 0.000 -1'0832. 4.785 5.263 1.148 0.000 953. 4.785 4.386 1.148 0.000 -3122. 4.785 4.824 1.148 0.000 -760. 4.785 5.044 1.148 0.000 166. 4.785 4.934 1.148 0.000 7278. 4.785 4.989 1.148 0.000 -51. 4.785 5.016 1.148 0.000 59, 4.785 5.003 1.148 0.000 4. 4.785 4.996 1.148 0.000 -24. 4.785 4.999 1.148 0.000 -10. 4.785 5.001 1.148 0.000 -3. 4.785 5.002 1.148 0.000 1. ---------------------------------------------------------------------------- UPSTREAM CONTROL ASSUMED' AT JUNCTION ....... .- COMPUTED UPSTREAM - PIPEFLOW --._-...._ . _.. DEPTH(FEET) - 4.785 COt1PUTED DOWNSTREAM PIPEFLOW DEPTH(FEET)" = 5.001 **********DESCRIPTION OF RESULTSkkk+k+kkFkkkkkkkk:kk�:kW*kkkkkkkkkKkkkkFkkkkkk}Y * PRESSURE -MOMENTUM ANALYSIS * JUNCTION STRUCTURE .AT STATION 18+29.39 * LINE "A" :�:;,%:::k:;::;::::;,.:;::; a;::;::;::�:;::;: �>yyeB:N->k�"�k>k�i::k.:k:}:+k:;::;:::kNc�h:l:�h:��:�tjc�;c$:Kt�*:�****:k.►::k*>►::}:.k�4�je�►::*:k****�!:>►c:k.k**$:* » »PIPE -FLOW JUNCTION INPUT INFORMATION « « PIPE FLOW DIAMETER SLOPE FRICTION ANGLE FLOWLINE (CFS) (INCHES) (DECIMAL) FACTOR (DEGREES> ELEVATION UPSTRERM 645.40 78.000 .02060 .0130 0.000 1523.12 DOWNSTREAM 826.00 90.000 .02060 .0130 0.000 1521.97 LATERAL 01 145.00 48.000 .02100 .0130 45.000 1524.37 LATERAL #2 35.60 30.000 .06600 .0130 45.000 1524.47 MAINLINE FLOWDEPTH INPUT INFORMATION. UPSTREAM PIPEFLOW DEPTH(FEET): 4.64 DOUNSTREAM PIPEFLOW DEPTH(FEET): 4.78 PIPEFLOW NORMAL AND CRITICAL DEPTH INFORMATIONi PIPE CRITICAL DEPTH NORMAL DEPTH (FEET) (FEET) UPSTREAM 6.208 4.636 DOWNSTREAM 7.003 4.844 LATERAL 411 3.555 2.458 LATERAL 02 2.025 1.001 PRESSURE -PLUS -MOMENTUM DETERMINATION BASED ON VARIABLE: "BALANCE" =(Z+D1-D2)*,(A1+A2)*6i2.-Q2*Q2/A2'+Q1*Q1*COS(ANGLEI)/A1 +Q3*Q3*COS(ANGLE3)rA31+Q4k:Q4*COS(ANGLE4)/A4 UPSTREAM FLOW IS SUPERCRITICAL; CHECK FOR HYDRAULIC JUMP' PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEOLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL01 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT**4) SSD 4.636 7.003 2.458 1.001 1543. *UPSTREAM FLOW DOMINATES JUNCTION HYDRAULICS1 *NO HYDRAULIC ,JUMP OCCURS AT JUNCTION. =mmaemmsammaamasemaiamaeammmaama+emammefesmmammmmxamara<nsasmmmmxm+s�ams=asmsamamam_xa PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM,DOWHSTREAM LATERAL#i LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT**4) ---------------------------------------------------------------------------- 4.636 3.501 2.458 1.001 -13283. 4.636 5.252 2.458 1.001 -1370. 4.636 6.127 2.458 1.001 766. 4. 636 5.690 2.458 1.001 -104. 4.636 5.908 2.458 1.001 376. 4.636 5.799 2.458 1.001 148. 4.636 5._744 2._458 1.001 25. 4.636 5.717 2.458 1.001 -38. 4.636 5.731 2.458 1.001 -6. 4.0 6 5.738 2.458 1.001 9. 4.636 5.734- 2.458 1.001 2. 4.636 5.732 2.458 1.001 -2. 4.63.6 _ 5.733_ 2.458. 1.001 -. UPSTREAM CONTROL ASSUMED AT JUNCTION ---------------------------------------------------------------------------- COMPUTED-UPSTREAM PIPEFLOW DEPTH(FEET> = 4.636 COMPUTED DOWNSTREAM PIPEFLOW DEPTH(FEET) = 5.734 ******j,***DESCRIPTION OF RESULTS++��* + �1+ * : +m x x �+ *** �+,►k+►.h r� x+�iM * PRESSURE-MOMEMTUM ANALYSIS * JUNCTION STRUCTURE AT STATION 60+88.43 * LINE "A" **********ql** ***+k*******1c*gckkkkk+kW+k*k****)p**k****'***4,**W.******* ******M��kk >> »PIPE -FLOW JUNCTION INPUT INFORMATION« « PIPE FLOW DIAMETER SLOPE FRICTION ANGLE FLOWLINE DEPTH(FT) (CFS) (IN,CHES) (DECIMAL) FACTOR (DEGREES) ELEVATION UPSTREAM 164.99 48.000 .03076 .0130 0.900 1696.10 DOWNSTREAM 333.90 54.000 .02900 .0130 0.000 1695.10 LATERAL #1 169.00 48.000 .09680 .0130 45.000 1696.10 LATERAL #2 0.00 30.000 .06600 .0130 45.000 1524.47 MAINLINE FLOWDEPTH INPUT INFORMATION: UPSTREAM PIPEFLOW DEPTH(FEET): 2.36 DOWNSTREAM PIPEFLOW DEPTH(FEET): 3.67 ^--=ccc=o==a.:a-.caaccca=avcaacaaa._aa=:aaacac�caaaamc=c==c=o=n==av=c=oaaacca= PIPEFLOW NORMAL AND CRITICAL DEPTH INFORMATION: PIPE CRITICAL DEPTH NORMAL DEPTH (FEET) (FEET) UPSTREAM 3.698 2.360 DOWNSTREAM 4.425 3.676 LATERAL #1 3.721 1.705 LATERAL #2 0.000 0.000 PRESSURE -PLUS -MOMENTUM DETERMINATION BASED ON VARIABLE: "BALANCE" =(Z+D1-D2)*(A1+A2)*G/2.-Q2*Q2/A2'+Q1*Q1*COS(ANGLEI)/Al +03*03*COS(ANGLE3)/A3'+Q4*04*COS(ANGLE4)/A4 UPSTREAM FLOW IS SUPERCRITICAL; CHECK FOR HYDRAULIC JUMP: PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL#1 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH'(FT) (FT,.,*4) 2.360 4.425 1.705 0.000 39. :UPSTREAM FLOW DOMINATES JUNCTION HYDRAULICS: *NO HYDRAULIC JUMP OCCURS AT JUNCTION. ==aeras=szoasacaaaaaxmca=aaaaaasaaa=ca=ca==a==aa=acoa=====-=c===_c^_'-'^_-'-_^___= PIPEFLOU FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL#1 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT**4) ----------------------------------------------------------------- 2.360 2.213 1.705 0.000 -6557. 2.360 3.319 1.705 0.000 -1374. 2.360 3.872 1.705 0.000 -363. 2.360 4.149 1.705 0.000 -87. 2.360 4.287 1.705 0.000 -3. 2.360 4.356 1.705 0.000 24. 2.360 4.322 1.705 0.000 12. 2.360 4.304 1.705 0.000 5. 2.360 4.296 1.705 0.000 1. 2.360 4.291 1.705 0.000 -1. 2.360 4.294 1.705 0.000 2.360 4.292 1.705 0.000 2.360 4.293 1.705 0.000 UPSTREAM CONTROL ASSUMED AT JUNCTION COMPUTED UPSTREAM PIPEFLOW DEPTH(FEET) = 2.369 COMPUTED DOWNSTREAM PIPEFLOW DEPTH(FEET) 4.293 J.P. 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JOB DDS 15892 Pasadena Avenue SHUT NO, OF TUSTIN, CALIFORNIA 92680 f.—�, , (714) 730.5757 CALCULATED BY DATE moann.lLx;o K. m., M„, 01471 J.P. KAPP & ASSOCIATES, INC. 15892 Pasadena Avenue TUSTIN, CALIFORNIA 92680 (714) 730.5757 I JOB— SHEET OB SHEET NO. Of A CALCULATED BY ,' ` • DATE v CHECKED BY ' DATE SCALE I �...._I_.....` ' _f I i .......I.._.._... ... ! , _......... ! .........«......,_..... ...... 1.;_._ �..........1 _... Fes' I E j .;_.. ....�..... ... ... ' I E ................. ..:....._..?._... ..__:........ i............:.................. .. -... .... .__ .... 1j .......y........ ................ 1: ' I ........ ............. .«........_ ............... _.__ ; • _ -_.._ i r ... i. ir I .i..._...._ f f. _.» i .... .... ..... i_.�.�...__'�/yr / / ....._..�_......._.._.__........_._......_........... _.......... ............_.......1...... _......... _E ......... ....,....._,..__. _. __!_........� _�_..Gfir+�" ....P- d _! « ..... I_ . �.�1......;... _... ... ' ._. ± ..... ...... ' ...... ' i i I I i .... : I r i f I i ?.... i i E I...5 ... ..T....[ .. SSG .. , ;..i _ .... ... ...... ; I : 'L 1 ! __ ... I E . , . , I ....._.. _.... . E : I .... _...... ..... ..... . ..... .... .......... r : MOpICI 2W l �� CY.Y, Yc, Dry ly OIUI J.P. KAPP & ASSOCIATES, INC. 15892 Pasadena Avenue TUSTIN, CALIFORNIA 92680 (714) 730-5757 JOSS¢ -OD / s' SHEET NO.- OF CALCULATED SY _� 1DATE R l/�✓� �r1 CHECKED SY ' `- �' DATE P%QW N&I 5k41ft. "I., wr OW1 HYDRAULIC ELEMENTS -- I PROGRAM PACKAGE (C) COpyr^ighit 1982,19B6 Advanced Engineering Software CAES] Especi.a.Il.y prepared 'for: J.P. F:AF=F' AND ASSOCIATES INC. 15892 •` PASADENA AVE, TUSTIN CA., 92680 Advanced En •ineering Software SAES] S RIAL No. F1702 VER. 2.3C RELEASE DATE: 2/20/86 •!f•9E'#####'3f'#•3E•#iF##############•3i•#•iF##�E•#######-�•##dE•###9f########•D(•#•1f•if••3E•#•3�•##•K•##'3f••i6##•!E• 7(•##•il• .. >>STREETFLOW MODEL INPUT INFORMATION(:'•':' --------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET)_o 118720 ~ CONSTANT STREET FLOW(CFS) = 15.80 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = i 3. t)15(:)t: o CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00 CONSTANT SYMMETRICAL STREET CROSSFALL ( DEC I MAI_) = 0. 040(" 00 CONSTANT SYMMETRICAL CURES HEIGTH(FEET) = 0.67 CONSTANT SYMMETRICAL_ GUTTER-WIDTH(FEET) _ ^•'_.co CONSTANT SYMMETRICAL GUTTER-LIF'(FEET) = 0.0.312 CONSTANT SYMMETRICAL GUTTER-HIk:E(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS, STREETFLOW MODEL RESULTS: ------------ STREETFLOWDEPTH(FEET) = 0.45 HALFSTREET FLOODWIDTH(FEET) = 8.25 AVERAGE FLOW VELOCITY(FEET/SEC.) = 10.46 PRODUCT OF DEPTH&VELOCITY = 4.69 >>:>>STREETFLOW MODEL INPUT INFORMATION<<<:• -`CONSTANT STREET GRADE (FEET/FEET) =~0. 118720_--� CONSTANT STREET FLOW(CFS) = 20.80 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.0150r0 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 1e.0C) CONSTANT SYMMETRICAL STREET CROSSFALL (DECIMAL) = 0,04000C.) CONSTANT SYMMETRICAL CURD HEIGTH(FEE'T) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) _ 2.00 CONSTANT SYMMETRICAL GUTTER --LIP ( FEET) = 0.075125 CONSTANT SYMMETRICAL GUTTER -HIE .E (FE=ET) = 0.1670C) FLOW ASSUMED TO FILL STREET OIV ONE t- Tf.-E:, AND THEN SPLITS STREETFLOW MODEL RESULTS: STREET FLOWDEPTH (FEET) ^=0.49 HAL.FSTREET FL.00DW I DTH (FE:ET) = 9.25 AVERAGE FLOW VELOCITY(FEET/SEC.) = 11.13 PRODUCT OF DEPTH&VEL.00 I TY :_ `i.46 .�. �• �E # # # # # # # # # •iF # ?f• # # # # # .* # # •iF •M• # ie # •iE. •1(. •iE 3E •K• 3f• �• •a• :� # # •� # # ?E• # •3f• •x• i(..if. 3F # •x .?F # •#• •N•'M• � 3f .3E, •)f• x• ,3t .N..3( x..k..iE �1 3( M .IE .y,..M..�e. �f. ...> : •STREETFL.OW MODEL INPUT INFORMATION <: <; < __ - - '-- CONSTANT STREET GRADE (FEET/FE"ET) = 0. 06'2530 CONSTANT STREET F=L-OW(CFS) ._ 35. 00 AVERAGE STREETFLOW FRICTION E" ACTOR ( MANN I NG) CONSTANT SYMMETR I CAL STREET HALF -WIDTH (F E::E T) =• 1 a. 00 CONSTANT SYMMETRICAL... STREET CF;i:)',SF AL.I_ (DE('. L'NIAL..) (.-.).040000 CONSTANT SYMMETRICAL. CURB HE I GTH (FEF 1) = 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 GIDE AND THEN SPLITS ��������������������������������� STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(T) = 0.63 ~ LFSTREET OODWIDTH(FEET) = 12^75 AVERAGE FLOW VELOCITY(FEET/SEC.) = 10.29 PRODUCT OF DEPTH&VELOCITY = 6.47 **************************************************************************** � >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ____________________________________________________________________________ CONSTANT STREET GRADE(FEET/FEET) = 0.093500 CONSTANT STREET FLOW (CF,(----,) = 17.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICALHALF-WIDTH(FEET) = 18.00 CONSTANT SYMMETRICAL STREET L(DECIMAL) = 0.040000 CONSTANT SYMMETRICAL CURB H G T> = 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 ============================================================================ STREETFLOW MODEL RESULTS: ____________________________________________________________________________ STREET FLOWDEPTH(FEET) = 0.47 HALFSTREET FLOODWIDTH(FEET) = 8.75 AVERAGE FLOW VELOCITY(FEET/SEC.) = 10.11 PRODUCT OF DEPTH&VELOCITY = 4.74 J.P. KAPP & ASSOCIATES, INC. 15892 Pasadena Avenue TUSTIN, CALIFORNIA 92680 (714) 730-5757 JOB 541�4 - Dd / SHEET NO .L.L ) OF /^�' d CALCULATED BY �y' `f " - DATEL(�/Z� �y CHECKED BY of DATE Mo0.Cl TM I ,,/_HYb� K 0� Wq 01111 J.P. KAPP & ASSOCIATES, INC. JOB �4 -0 e 15892 Pasadena Avenue 8HECT NO OF TUSTIN, CALIFORNIA 92680 CALCULATED BY (714) 730-5757 CHECKED BY DATE SCALE if . . .... ........... ......... .. . .... ......... .. . . . ... ..... ....... ........ . . .. ......... .... ........ �4. . ....... ........ . .... .. ............ ........ ..... ... . ....... ... .... .. . ........... . ....... . . . .......... .. .......... . .......... ...... .... L ........... . .. ...... ........ .. .. ...... ............. .... .. ........ . .......... .... . . .... .......... ..... .. -4 . ....... ...... ... ........ . ..... . .... ... . ........ . ... .......... ....... ...... . .. ... . .... ... .... ..... ...... ......... . ....... ... .............. ........ .... .. . ......... ........ ... ... ........ ej . ........ I i. ........ . .... . .. . ............ A .......... .... ...... . . . ............. . ... i. .. . .... ............ P-12WAM t -- ---- . ....... ...... ...... . ....... . .. ... . ........... 7- ....... ........ .... r T 4 -al, pilt-t]....- 7? ..... ....... . ........... ...... ..... . . ..... ... ..... ..... . ......... .. ........ I ... ..... . .. .. ... .. ............ .. ......... .... ....... ... .... . ..... ..... ...... . .... . ... . ........ ... . .. ..... ......... . . . .... .. .. . ........ . . . ....... . ....... . ......... . ..... ... ........ ................. ........ . ......... . ..... .. .. ...... . ...... ............ T .... ..... . .._......_.....__..._,__......,........_..1._......- . . . ...... .... .. ...... ......... .. 'r ............. ......... . t ............. - . ...... . . ..... . . .... . ........ . .. .. .. ........ • ....... .. .... ... ......... ... . .. .... .. ........ . . ..... ....... .. .... ....... ... . .. .... ..... I -O�z - 71x)�.- ro= ml tRL,lq W. G..,, 0- 01411 J.P. KAPP & ASSOCIATES, INC. 15892 Pasadena Avenue TUSTIN, CALIFORNIA 92680 (714) 730-5757 JOB BHEETNO. 1�.�� OF D CALCULATED BYy/ u ON v CHECKED BY l , I DATE Mwim tw1 in a�, c..., w. 11411 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE >»»»>>>>>>>>>>>>>>>>>>>>>>)>> >>> '5-5 (C) CoPYright 1982 Advanced Engineering Software CAES] Espe.iallY Prepared for: J.P. KAPP & ASSOCIATES, INC. <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<.,%<<.,<<>>>>>>>>>>> »»»»»> >>>>>>>>>>l >)> >> Advanced Engineering Software CAES] SERIAL No. AO3O4A REV. 2.0 RELEASE DATE.12i3Oi82 **4 --*****:+*DESCRIPTION OF RESULTS**********:*******:******�,r***�>x*N:>x�*,r�:,�**,►:�x�a: 100 YEAR STORM >> >>STREETFLOW MODEL INPUT INFORMATION{«< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) _ .013000 CONSTANT STREET FLOW(CFS) = 28.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 32.0O CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) _ .040000 CONSTANT SYMMETRICAL CURB HEI>>TH(FEF_T> _ .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.0 CONSTANT SYMMETRICAL GUTTF-R-LIP(FEET,, _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .1670O FLOW ASSUMED TO FILL STREET ON ONE SIDE., AND THEN SPLITS STREETFLOW MODEL RESULTS-* NOTE] STREETFL13W EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIIOE OF THE STREET CHANNEL. THAT IS, ALL. FLOW ALONG THE PARKWAY, ETC. , IS NEGLECTED. STREET FLOIADEPTH(FEE"I") _ , 77 HAL.FSTREET FLOODWIDTH(FEE7) = 16.30 AVERAGE FLOW VE.LOC ITY( FEET./SES:.) = S. 13 PRlODUCT OF DEPTH&UELOC TTY = 3. 95 WW.W*******DESCRIPTION OF RESULTS** »w�>r�:*wW*W»** �►: :*�W*W >►=* wW* * W»:* :�►:��+: 25 YEAR STORM *=F:B:****+I:**:k=F:B:*:►:***:F:*=k$:8:=k8:8:=k8:**�k***�}:*W*$:*>!:***=k*�:*}:�f:=kW**�*%k****%k*>t:W**:*:kd:%h-**$::}:* >> >>STREETFLOW MODEL INPUT INFORMATION«<S CONSTANT STREET GRADE(FEET/FEET) _ .013000 CONSTANT STREET FLOW(CFS) = 13.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .01.5000 CONSTANT SYMMETRICAL STREET. HALF-WIDTH(FEET) = 32.00 CONSTANT -SYMMETRICAL STREET CROSSFALL(DECIMAL) _ .040000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) _ .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL 'GUTTER-HIf(E(FEET) _ .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE AND THEN SPLITS STREETFLOW MODEL RESULTS: STREET FLOWDEPTH( FEET) _ .60 HALFSTREET FLOODWIDTH <FEET) = 12.08 AVERAGE FLOW VELOCITY(FEET./SEC.) = 4. 24 PRODUCT" OF DEPTH&VELOCITY = 2.55 t7ma-.,Ce7 t3 Lt atm�ef etWcntz lY mi7IAC�TC1Ct4 CSt 77 t9 L7RRCLI[x t: a.'�: rl==juswp2= 7fil'JS.WM Ban== titSa3Ct Ci f -f tz C2 m tam mo i- HYDRAULIC ELEMENTS I PROGRAM PACKAGE;,.' u=u=eammacaammrscntsceamactzaaastet:sc7am'mtCouascCszssaivatiassm6ataeSC6ts�arOslsmtetsiRsiYas mtict�usasssttr_ ««««««<<««<c ««<«<<«« «<«»»»»y>y»»>» ».>.>?>>>»»»»» -`` (C) COPYRIGHT 19.82,1986 ADVANCED .ENGINEERING SOFT'WAREiCAES] r i ESPECIALLY PREPARED'FOR: S Y M C.- A .S SYMPLIFIED COMPUTER A2DED SERVICES 8900 :BIRCH ST.., SUITE 105, NEWPORT BEACH ',CA. , 92660 `j <�,..CCS:s..`�..«�..�.C.•C�f.«<tC�<.<".«C<:�<t<•�:�:`»>>;»»i>3>'�»3.3>»�>,>.. >?»»»7»> � k ADVANCED ENGlNEERTNG;;.SQFTWARE,rC'AES] . Y , t f SERA �«rir��,� .� ��� ; �• - , �: r°� � .r ; VER: 2C s:URELEf� DE r?'C{YBb,, <�.«<�.«�<3.«\.�{�<•��'C<�.<;�«'�ri«•��iri'�.'C���v��»�,37'.'��.�i`!��`�u"S.r��>'�.��>�>.�'�''�"a1r _ t **4*4#*#4DESCRIPTION .OF 4#���##�#� # 1 Q0 - YEAR;'STORM . �-3E•#3H3E#�t�##F###3i-#3f###��t-�###�#�#3E�'.#,#aFaE•:�#a�#Y�Ertt3E###3f�###iE•3F3F•##3f8E•�###3E�##it-�FiF#iF## ?>,>>STREETFLOW •MGDEL .INPUT.' I'NFOR"MATION<<<G ------------------ ---- -------------------- CONSTA .....___—_______...___M..------------------ CONSTANT STREET GRADE (FE'ET.;/FEET) = 0-008400 CONSTANT STREET FL•OW,( CFS) ' 28. -00 AVERAGE..'VfREETFLOW�FRICT1IIN FAC.TOR4-MANNING), •0.01'50b0 CGNST'ANT•...SYMMETRICAL STREET HALF—WIDTHtFEET) _ 32:00 CQNSTANT SYMMETRICAL STREET 'CFWSSFALL ( DECIMAL ? CONSTANT SYMMETRICAL CURB HEIGTH(FEET) 0.67 CONSTANT SYMMETRICAL GUTTER ..M I DTH ( FEET) 2..00' CONSTANT SYMMETRICAL GUTTER--LIP(FEET) '0.03125 ' n § CONSTANT SYMMETRICAL GUTTER -H IKE�FEET) 0: 1676 FLOW ASSUMED. -TO FILL STREET `ON ONE S I DE-, 'AND THEN SPLITS STREETFLQW 1' ODEL: •.RESULT'S: _--. --- ...._ ---.---....._4-..r-.�....__...- NOTE.: STR'EETP�QW EXCEEDS TOP OF CURB. — - THE FOLLOWING STREETFI-OW VESULTS 'ARE•'BASED �ON.'THE `A`$SUMPTION THAT NEGLIDLE FLOW OC:C'URS OUTSIDE OF .Ti -}E STREET CHANNEL. ^�, r 'THAT IS, ALL FLOW ALONG THE PARKVAY,,. ETC'. o' 'I,5 -NEGLECTED:. STREET 'FL:.OW'DEP.TH (FEET' HALFSTREET :'FL:OODWIDT•H(FEET) = 13. 04 AVERAGE FLOW ' VEL•OC XTYI FEET/,SEC. > _ . 4. 78 PRODUCT OF DEPTH&VELOCITY •4.•05 1�### *****D8SCRIPTI N DF ,RESULTS##if##.�►#.���#���p#t�#�•a�n#afa�aF�#�r�����*�f�#�t#,ff� 25,YEAR,STORM # ih# # # # if•##.# #"q• dt# # # ##'1f #!q�,## ## � ## at' •tt•ii• # # # ##af•# # #,# # !!• •!� # # # # #!t• •)i' if• il• # iE #• it• #.•it'•# At# iF #tF#it'i!•:Hq•'•M•#ii•.if ####!!F#######.##3F##9t9tit###3t4t•###'9t•##########4t•##3F3k3ti!•#•tt••3t•3h•ttdi•�##•#E�Ji•.##3!•###3F######9!•#i� x >.»7STREETFLOW,:MODEL.' 'INPUT. ,INFORMATI.ONC<CC 1 -------------------- --------=------------------------ --_ ---- ----- ` _ CONSTANT `STREET ,GRADE•( FEET/FEET) = 0. •008400 CONSTANT ST•REET. %FLOW(CFS) 13. 00 AVERAGE STREETPLOW"FRICTION FACTOR(MANNING) = 0.015000 +!r i ;,•• CONSTANT SYMMETRICAL; STREET 'HALF--WIDTH(FEET) _ 32.00 t a' C'pNSTA . t SYHMSTR I CAL ,'STREET CROSSFALL (DEC,I MAL) .= 0.-060000 'Y CONSTANT 'rSYAKETR I CAL `CURB HEI GTN ( FEET) ._ . 0. 67 CONSTfiNT;'SYMME7RICAL .',GUTTER -WIDTH ( FEET ). 2.!00 CONSTANT-SYMMETRICALGUTTER-LIP:(F•EET) = 0: 03125 �tLr r' w �'& CONSiANT35YMME, RICAL GUTTER-HIKE(fEET) _ 0.-167.00 _FL(]43 ;A,SS1�1'4Ep TO F.IL'L `STREET ON, ONE; SIDE, ..AND :THEN: SPLITS • a cacaca is a•'-arseeeactzaa �c �ac":�ao cc caaanaa csac axacs — a �aesaaavtimlrt�rscc STREETFLOW :MODEL° RESULT jS: f ;` t 3 t'� .•. ..i_ �..�._ ,� s.. s1` ♦"�4�,y��.:+.v ;:� •: .. `k -,•�. .w <. "777 / tK... sSwl..i�r�y�r s ' .t ^'T �,�•_t r,Y NOTE-'.STREETFUDW�;EXGEEf3W=R-VOF)P,aURB�4a;� � ���r� ,,� w •J .. y r.t "STREEtFLO(��;RE:�j�7�TS�`�RfE 8ASED�#ON�'ItFiI ��A4rg�, Pl'f`fON'�;?��?^'. t <THAT�.�° F-QL: 13LE,ryE�OW�6bGt-1�Rti3`v6U S;;TDEsOF.� THE *- REET{s"''Gk{A 1FL. ✓ ti4, u. y'THAI lis5�z�,¢int:Ott%iFt`;631�f`��1tt3N(���i6� KARIEWAY►� ET C�,,x�tlSy�NEG1�ECT.EDrJ � t, � roti Y '4 qt7 1, f�S.. A -r -v r.Js r yet i it 77 j"•- 1r(;` t :;;.. >. r'FL:�WDERTH EEET�_s `_': ' OSTk�EET SREEWDWUHFo�EET)` AVERAGE :FLOW:>t VELOC:ITY tFEET/ SEC.) = 4-11 1 P RODUd'i' bP' 01EP Tf J&VELOC I TY .2= 8 1 -===-- - - ----- ----- - 1 �y '}yam,, 6i �i ; `,`n� \_ � vLS � -"ra 1 r • `tom Y�`�S' • i { �� t t i � rr ' 4S Mil ` `` 7 C �. • L . ' . , t L 11 J.P. KAPP & ASSOCIATES, INC. 15892 Pasadena Avenue TUSTIN, CALIFORNIA 92680 (714) 730-5757 JOB SHEET NO 05— CALCULATED BY DATE CHECKED BY DATE SCALE .... ...... .. . ....... A/ . .. . . ..... ..... ............ .. . ..... .... ... .. ... ..... . ...... ..... ... . .. ....... .......... . ......... . ..... ....... ... . ... .... ......... .. r . ... . .... L....... .. ............. .... ... . ...... A01 P ... .. . ......... . . ........ ... . ........ . .. ...... . ...... . . . ....... .... . .......... .. ..... �o I "Wo w I ism h*, fhk %a still .............................................. . . . ......... .... ... . .... . ......... .......... .... . .... . .. ... .... ....... ..... ...... ...... .. . . .. e /e�0 . nage G-21 SM 300 10.0 0(cf5) A00 D(ft) ao 8.0 200 300 _ 200 20 T 12.9 0.83 12.3 0.82 7.0 12.2 Q7I 11.0- 0.78 1&0 100 8 9 0.72 50 �� 100 8.4 : 0.70 6.9 0.67 0.65 4.0 100 450 0-m ` 90 U50 S.7 -0.60 80 40 30 3.0 70 20 EXAMPLE (S44 Dm Md Una) 60 30 a.s 20 Given Q. 82 Lh 50 20 10 3.6 -"0 S. 10.0 0.679D30.81 40 Find D-0.60 ft. A • 5.7 f 1.2 30 273-0.45 f0 1.0 0,90 20 2.0 0.40 Q80 5 Cl. 4 0.60 � 1.3 Q35 0.85 020 R7W rl S- IXcfa) F- 30 EL .�2.0 0.49 Q25 8-�7�»-- 31.67' 8.331--4 LO III I � 0.10 I 0.09--- 008^ _ 025 ~-0.20 0.07 q_ __ 2oo•r. D = 0.10 r a + t7 0.10303017 0.06 r 0.10 0.17 .17 Q05 0.173030.67 0.099 -1: - NOTE THE 0 DETERMINED FROM THIS CHART IS FOR ONE HALF OF STREET, 0.059 • OJO LOS ANGELES COUNTY ROAD DEPARTMENT STREET FL= REFERENCE SHEET M A -OR H WY - Chop 5 of 5 am [h q •tN Mt Mita• niuu A J• Los Angeles County Flood Control District CATCH BASIN CAPACITIES FOR SUMP CONDITION TO BE USED FOR C.B. NOS. I, 2 a 3 D-26 ...._........ =� ....._ �-:�:::o.:.. ter --.- Page G-33 0y :. . • >:.2 ppp.••��1r SUMP FORMULA •■ YY.WNWD��.��•r..r..lm ......Np�<rw.��..A••��qq 0 r 4.3AD0•e(COMPLETE SUBMERGENCE) A- AREA OF OPENING (Wx 0.656).= } W= LENGTH (FEET) OF CATCH BASIN - - c .'.400 OPENING �.�S.zi��._..�=:�•.Mrw1���i�. M—�...��-moi D- DEPTH, (FEET) OF FLOW ABOVE _ -: -3oo NORMAL GUTTER GRADE -L s 8° NORMAL C.F., 911C.F AT C.B. _ •- _ - - - - - �, 200 30 ��'' ��OY O��O.Y•YYY•0��� ��•.masa�.•n•w•earars � lm�rY��O nw� •m I j�l If I j III i i� I® n•umom•en•unowwn�rr�nlao ■m�awt�pNl�Nr vO�NO�MOYfl �N��®IYpIB11101 �6N�A��OumM�Yr� Nvr�� o%�i wm�oA I I I MEIIip ���/HlIIiNI[ i. 1;00 �i -- — �NIINNNMlm= ��NNnn wm�w�a�u�tn���iiau��®�pisEfflommim so Los Angeles County Flood Control District CATCH BASIN CAPACITIES FOR SUMP CONDITION TO BE USED FOR C.B. NOS. I, 2 a 3 D-26 ...._........ =� ....._ �-:�:::o.:.. ter --.- 0y :. . • >:.2 ppp.••��1r ���•� •■ YY.WNWD��.��•r..r..lm ......Np�<rw.��..A••��qq • • 40 �-• �.�S.zi��._..�=:�•.Mrw1���i�. M—�...��-moi 30 ��'' ��OY O��O.Y•YYY•0��� ��•.masa�.•n•w•earars � lm�rY��O nw� •m I® n•umom•en•unowwn�rr�nlao ■m�awt�pNl�Nr vO�NO�MOYfl �N��®IYpIB11101 �6N�A��OumM�Yr� Nvr�� o%�i wm�oA MEIIip ���/HlIIiNI[ �i ��t33!! �NIINNNMlm= ��NNnn wm�w�a�u�tn���iiau��®�pisEfflommim NO • a Los Angeles County Flood Control District CATCH BASIN CAPACITIES FOR SUMP CONDITION TO BE USED FOR C.B. NOS. I, 2 a 3 D-26 STP.EETFLOW TRAVELTIME(MIN) = 2.62 TC(MIN) = 21.99 A�7 0 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.536 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4500 SUBAREA AREA(ACRES) = 170.00 SUBAREA RUNOFF(CFS) = 166,20 EFFECTIVE AREA(ACRES) = 197.60 AVERAGED Fm(INCH/HR) = .434 TOTAL AREA(ACRES) = 197.60 PEAK. FLOW RATE(CFS) = 196.01 END OF SUBAREA S TFLOW HYDRAULICS: �iEPTH(FEET) _ 99 HALFSTREET FLOODWIDTH(FEET) = 35.61 FLOW VELOCITY(F.T/SEC.) 7.2.8 DEPTH*VELOCITY = 7.21 ........................:Subarea Process Data Options::........,...,......... 1= ACCEPT CURRENT SUBAREA DATA AND CONTINUE TO NEXT SUBAREA. 2= RESULTS ARE UNACCEPTABLE; RE-ENTER SUBAREA DATA...... Select data option = 171-1,f2 /t53 J.P. KAPP & ASSOCIATES, INC. 15892 Pasadena Avenue TUSTIN, CALIFORNIA 92680 (714) 730-5757 JOB H/� SHEET NO. / / D OF CALCULATED BY DATE CHECKED BY DATE SCALE ... _ .... _ ......I .,...�...L........�!%rQr4l/lG.. �=D. . CC�j,%! ! ..... Y. !........._!........._ i! ...._ ...... !...... :...... _ .......... !..... ....... ... ..... _,__..__.....-. _ _...,. i _,. .... t............. .... _........ _........... .... ........ .�....... . .... ....... 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DESCRIPTION OF STUDY * HUNTER'S RIDGE �. * HYDROLOGY STUDY FOR CATCH BASINS AND INLETS WITH INITIAL AREAS :r ;k: �*;k�*****�'***�K;K�c�c�K*:K�::K;K�c*****;k*�;K;k;K;k*;K:k;k;K;K;ic*:k:k;K;Y•*�-k:k%K;k;k;k%k;k;k;k;k�c:AcY:k;k:K*:k• �*:k ;k ;k FILE NAME: HUNTERS.DAT TIME/DATE OF STUDY: 17:30 4/22/1989 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: *TIME -OF -CONCENTRATION MODEL*-- - ^- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL.* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.060 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.590 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.2461 SLOPE OF INTENSITY DURATION CURVE _ .7000 FLOW PROCESS FROM NODE 2.00 TO NODE 2.10 IS CODE = 2 ------------------_----------____-__________---------------------_----_-_----- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 1 DWELLING/ACRE TC = K*[(UENGTH** 3.00)/(ELEVATION CHANGE)Pr* .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 2352.00 DOWNSTREAM ELEVATION = 2220.00 ELEVATION DIFFERENCE = 132.00 TC = .469*[( 1000.00-K* 3.00)/( 132.00)]** .20 = 11.144 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.049 SOIL CLASSIFICATION IS "6" l RESIDENTIAL-> 1 DWELLING/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) b000 SUBAREA RUNOFF(CFS) = 18.93 i TOTAL AREA(ACRES) = 6.1.0 PEAK FLOW RATE(CFS) = 18.93 :k;k -k'k � �:* �I: * * k: ;k * �k;1:;1: �K;K �c �k ;k * * * * * �►: �'1: �k * * �: �k �k �: �k �:;K �: �!: �: * * :k ;F:;F: �: a: k: * �!: * �!: * *;I::k;F: A:;I: k: �Y:;Y. %I, :i=�►:;1: a:;K;K �: �: � k: x• FLOW PROCESS FROM NODE 2.10 TO NODE 4.00 IS CODE = 6 >-•t10MPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<,<< UPSTREAM ELEVATION = 22'20.00 DOWNSTREAM ELEVATION 20 0.00 STREET LENGTH(FEET) = 1100.00 CURB HE:TGATFI(INCHES) = F. 1TRFET liAI.FWIDI'Wt FFET - '20. 00 DISTANCE FROM CROWN TO CROSSFAL.L GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .07.0 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 j **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = -29.70 STREETFLOW MODEL RESULTS: T STREET FLOWDEPTH(FEET) _ 07 HALFSTREET FL.00DWIDTH(FEET) = 14.38 AVERAGE FLOW VEL.00ITY(FEET/SEC,) = 10.40 PRODUCT OF DEPTH&VELOCITY = 5.88 STREETT-LOW TRAVELTIME(MIN) = 2.24 TC(MIN) = 13.39 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.561 SOIL CLASSIFICATION IS "B" 1 RESIDENTIAL-> 1 DWELLING/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ SUBAREA AREA(ACRES) = 8.10 SUBAREA RUNOFF(CFS) = 21.58 EFFECTIVE AREA(ACRES) = 14.20 AVERAGED Fm(INCH/HR) _ .600 TOTAL AREA(ACRES) = 14.20 PEAK FLOW RATE(CFS) = 37.84 J END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .61 HALFSTREET FLOODWIDTH(FEET) = 16.63 FLOW VELOCITY(FEET/SEC,) = 10.65 DEPTH*VELOCITY = 6,50 /7 G .6000 1*�K�:�c�c***�KN�*�c*�c**:k*=K***=k:k:Kx:**=K:Kx:k*:k�*:k***:K%k**%k*�:k�:k*�*:K:K:Kx�-k*-k•**=k;K�K-k:k:K**:1:*:K:k�:k �. FLOW PROCESS FROM NODE 4,00 TO NODE 4.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< T i DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 2 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)>* .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 2090.00 DOWNSTREAM ELEVATION = 2000.00 ELEVATION DIFFERENCE = 90.00 TC = .438*[( 1000.00** 3.00)/( 90.00)]** .20 = 11.2.36 25 YEAR RAINFALL.INTENSITY(INCH/HOUR) = 4.025 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .6790 SUBAREA RUNOFF(CFS) = 15.96 TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 15,96 *********x:*x:**�:*x:x:***x:x:x:x;x:x:xcx:x:**:v::��r.:xx:*x:�:**=r:x:x:x::rx:*x:x:x:�::�i:***�:**�:x:x:*x:�.a.x:�:x:��:�x� �•. FLOW PROCESS FROM NODE 4.10 TO NODE 5.00 IS CODE = 6 -------------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< UPSTREAM ELEVATION = 2000.00 DOWNSTREAM ELEVATION = 1948.00 STREET LENGTH(FEET) = 500.00 CURB HEIGTH(INCHES) = B. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 25.72 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FE.E:T) f .43 HALFSTREET FLOODWTDTH( F'h:FT 1 - 7.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 9.39 PRODUCT OF DEPTH&VELOCITY = 4.04 i STREETFLOW TRAVELTIME(MIN) TC(MIN) r 12.12 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.817 SOIL. CLASSIFICATION IS "A" RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .6790 J SUBAREA AREA(ACRES) = 6.90 SUBAREA RUNOFF(CFS) = 19.49 EFFECTIVE AREA(ACRES) = 12.20 AVERAGED Fm(INCH/HR) _ .679 TOTAL AREA(ACRES) = 12.20 PEAK FLOW RATE(CFS) = 34.45 END OF SUBAREA STREETFLOW HYDRAULICS; DEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 9.88 FLOW VELOCITY(FEET/SCC.) = 9.76 DEPTH*VELOCITY = 4.64 -4:=K%k��K:K:K:K�:�c:K:K�:K*:K�::IC:K*�:k*:Ic:k*:!c*:K**:K:K%K�k�::K*>K�*:k*��c%K-K�*A:%►::kfi.��c%K:K=K:K*YK*:k*:F:-k:K:k^K:k:k:k:k:k:K=k. FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE 2 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT ^IS SINGLE-FAMILY RESIDENTIAL ->^3-4 DWELLINGS/ACRE-^- TC = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1250.00 UPSTREAM ELEVATION = 1948.00 DOWNSTREAM ELEVATION = 1815.00 ELEVATION DIFFERENCE = 133.00 TC = .412*C( 1250.00** 3.00)/( 133.00)]** .20 = 11.1.76 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.041 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = 5820 SUBAREA RUNOFF(CFS) = 4.67 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 4.67 *******x;:k****x:***:K**x;:k**:K**x:x;�:*�:*******x;x:*x:x:*x:�;***••xx:k:*x:x:*****:K:�;:r=r::K:�:*:s:�:*:�;�;x:*x- FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 2 »RATIONAL METHOD INITIAL SUBAREA ANALYSIS<.<< << NATURAL. POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1930.00 DOWNSTREAM ELEVATION = 1815.00 ELEVATION DIFFERENCE = 115.00 TC = .525*[( 1000.00** 3.00)/( 115.00)1** .20 = 12.824 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.670 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fn)(INCH/HR) = .4100 SUBAREA RUNOFF(CFS) = 11.15 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 11.15 **�:*:t:*:t::K*x::K*****:t::K*:K***:kx:*******:Kk:�:�:*:t::t:v:**:t:x:**:K:K:�:**�::�:x:*:Kit:x:*�:x:rc**x:*x:�:�:r:x:x:�:�::f:►: FLOW PROCESS FROM NODE 9.00 TO NODE 9.10 IS CODE = 6 ---------------------------------------------------------------------------------------- »'» COMPUTE STREETFLOW TRAVELTIME THRU SU8AREA<<«•; UPSTREAM ELEVATION = 1315.00 DOWNSTREAM ELEVATION = H1770.00 STREET L.ENGTH(FEET) = 900.00 CURB HEIGTH(INCHES) =: 8. STREET HALFWIDTH(FEET) 7 20.00 DISTANCE: FROM cRCIWN TO INTERIOR STREET CROSSF OLL(DECIMAI._) =• ,020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 20.40 STREETFLOW MODEL RESULTS: STREET' FL.OWDEPTH(FEE-T) _ .45 HALFSTRF_ET FLOODWIDTH(FEET) = 8.38 AVERAGE FLOW VELOCITY(FEET/SE_C.) = 6.84 PRODUCT OF DEPTH&VELOCITY = 3.0.5 STREETFLOW TRAVELTIME(MIN) = 2.19 TC(MIN) 15.02 25 YEAR RAINFALL INfENSIT'((INCH/HOUR) = 3.286 SOIL. CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) - SUBAREA AREA(ACRES) - 7.60 SUBAREA RUNOFF(CFS) - 18..49 EFFECTIVE AREA(ACRES) = 11.40 AVERAGED Fm(INCH/HR) _ .525 TOTAL AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) = 28.33 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .51 HALFSTREET FLOODWIDTH(FEET) = 11.38 FLOW VELOCITY(FEET/SEC.) = 6.80 DEPTH*VELOCITY = 3.44 �-e .5820 -k;K;k:k;K�%K;K;k;k**;K*;k;K;k;K**;K=K;K;K**;K;k�;k*;K***�:�*:k**:K**=k**�*;k;k;k***�*;K�c�:;kms=k:K=k•%f:;k:K:K;k.%k:k*:k =k�c FLOW PROCESS FROM NODE 9,10 TO NODE 7.00 IS CODE = 6 ----------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< UPSTREAM ELEVATION = 1770.00 DOWNSTREAM ELEVATION = 1712.00 - STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 45.28 ***STREETFLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .68 FLOODWIDTH(FEET) 20.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 7.88 SPLIT DEPTH(FEET) = .42 SPLIT FLOODWIDTH(FEET) 7.44 SPLIT VELOCITY(FEET/SEC.) S.99 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE r=+SSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTL"D. STREET FLOWDEPTH (FEE.T) = .6B HALFSTREET FLOODWIDTH(FEE:T) = 20.00 AVERAGE FLOW VEL.00ITY(FEET/SEC.) = 7.88 PRODUCT OF DEPTH&VELOCITY = 5.35 STREETFLOW TRAVEL.TIME(MIN) = 2.75 TC(MIN) = 1.7.76, 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.92]. SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) SUBAREA AREA(ACRES) = 16.10 SUBAREA RUN 0f"F(CFS) = 33.89 EFFECTIVE AREA(ACRES) 27.50 AVERAGED Fm( INCH,/HR ) - 55 E:3 T'OTol- AREA(ACRES) = 27.50 BLEAK FLOW RATE(CFS) 3 �3 48 END OF :UEiARFA STREF."TFLOW HYDRAULIC':: 1)F PTI•I( FI:E1, ) = .6.9 Hr1LF` IRF: E: I' F1L01)I_,i.JTr,1,11( FCFI' FLOW VELOCITY(FEET/SEC.) = 7.88 DEPTH*VELOCITY -- 5.35 -7% J;k k K►* k K ** K****:k** K:k*:k FLOW PROCESS FROM NODE 13.00 TO NODE 13.10 IS CODE = 2 ---------------------------------------------------------------------------- +->> >>>RATIONAL METHOD rINITIAL _SUBAREA -ANALYSIS<< «<___________________.____ DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*((LENGTH** 3.00)/(ELEVATION CHANGE))** .20 INITIAL SUBAREA FLOW --LENGTH = 900.00 UPSTREAM ELEVATION = 1810.00 DOWNSTREAM ELEVATION = 1780.00 ELEVATION DIFFERENCE = 30.00 TC = .412*[( 900.00** 3.00)/( 30.00)1** .20 = 12.360 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.766 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA RUNOFF(CFS) = 8.60 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 8.60 FLOW PROCESS FROM NODE 13.10 TO NODE 7.00 IS CODE = 6 -----_..____________________________________________________ ____.____-_____ >> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< UPSTREAM ELEVATION = 1780.00 DOWNSTREAM ELEVATION = 1712.00 STREET LENGTH(FEET) = 900.00 CURB HEIGTH(INCHES) _ S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET-CROSSFALL(DECIMAL) - .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 9.84 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .33 HALFSTREET FLOODWIDTH(FEET) = 5.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.15 PRODUCT OF DEPTH&VELOCITY = 2.33 STREETFLOW TRAVELTIME(MIN) = 2.10 TC(MIN) = 14.46 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.374 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fnl(INCH/HR) - .5B20 SUBAREA AREA(ACRES) = 1.00 SUBAREA RLINOFF(CFS) = 2.51 EFFECTIVE AREA(ACRES) = 4.00 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 10.05 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 5.56 FLOW VELOCITY(FEET/SEC.) = 6.54 DEPTH*VELOCITY = 2.23 FLOW PROCESS FROM NODE 10.10 TO NODE 10.20 IS CODE = 2 ------------------------------------------------------------- »»>RATIONAL METHOD INITIAL_ SUBAREA ANALYSIS<...<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL. -> 5-7 DWELLINGS/ACRE Tt' : K *: I* 0.ENI(;TH:►'k 3 . 00 1 ! ( F_ L E VAT ION C:HANGF-_) 1.f * .20 INITIAL SUBAREA FLOW -LENGTH 1000.00 UPSTREAM ELEVATION = 1705.00 Q DOWNSTREAM ELEVATION 1.655.00 w ELEVATION DIFFERENCE = 50.00 TC = .389*[( 1000.00** 3.00)/( 50.00)]** .20 = 11.224 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.028 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4950 SUBAREA RUNOFF(CFS) = 31.89 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 31.89 FLOW PROCESS FROM NODE 10.20 TO NODE 15.00 IS CODE = 6 --------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1655.00 DOWNSTREAM ELEVATION = 16-70.00 STREET LENGTH(FEET) = 900.00 CURB HEIGTH(INCHES) =.8. STREET HALFWIDTH(FEET) = 20,00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .02.0 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 58.83 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) = .67 HALFSTREET FLOODWIDTH(FEET) = 19.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.34 PRODUCT OF DEPTH&VELOCITY = 4.25 STREETFLOW TRAVELTIME(MIN) = 2.37 TC(MIN) = 13.59 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.524 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Foi(INCH/HR) _ SUBAREA AREA(ACRES) = 19.70 SUBAREA RUNOFF(CFS) = 53.87 EFFECTIVE AREA(ACRES) = 29.70 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 29.70 PEAK FLOW RATE(( --.FS) = 51.21:' END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .73 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 7.04 DEPTH*VELOCITY = 5.1.2 FLOW PROCESS FROM NODE 17.00 TO NODE 17.20 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)1*3: .20 INITIAL SUBAREA FLOW -LENGTH = 900.00 UPSTREAM ELEVATION = 1700.00 DOWNSTREAM ELEVATION = 1.6,65.00 F..LEVF)TION DIFFERENCE = 3`_i.00 C -. . ?;3e* ( ( `400.00'" .00)/ ( ;T.5. 00) ,l T'4 . 2.0 = 1 .l .1r_. 2`.5 YEAR Rr7INFALL 4 .00 E, �)Tl C:1 1;;I;lf"Ti:A"TT(.)hl 4850 RESIDENTIAL_> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INC:i-)/FIR) _ .4850 SUBAREA RUNOFF(CFS) = 31.69 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 31.69 f/A/ FLOW PROCESS FROM NODE 17.20 TO NODE 17.30 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1665.00 DOWNSTREAM ELEVATION = 1646.00 STREET LENGTH(FEET) = 850.00 CURB HEIGTH(INCHES) = S. ;STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 12,00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 45.10 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .64 HALFSTREET FLOODWIDTH(FEET) = 18.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.53 PRODUCT OF DEPTH&VELOCITY = 3.55 STREETFLOW TRAVELTIME(MIN) = 2.56 TC(MIN) 13.88 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.473 SOIL CLASSIFICATION IS "A'' RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 26.89 EFFECTIVE AREA(ACRES) = 20.00 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 53.78 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .69 HALFSTREET FLOODWIDTH(FEET) = 2.0.00 FLOW VELOCITY(f EET/SEC.) = 5.39 DEPTH*VELOCITY = 3.71 FLOW PROCESS FROM NODE 17.30 TO NODE 16.00 IS CODE. = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<< UPSTREAM ELEVATION = 1646.00 DOWNSTREAM ELEVATION = 15,710.00 STREET LENGTH(FEET) = 1100.00 CURS HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) 0 ,040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF _ 2 K*TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 76.85 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB, THE FOLLOWING STREETFLOW RESULTS ARE EASED 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) = .67 HALFSTRECT FLOODWIDTH(FEET) = 19.03 AVERAGE FLOW VELOCITY( FEET/ SEc . ) 3. PRODUCT OF DEPTH&VELOCITY = 5.515 ATREE:TFLOW TRAVFKTTMF(MTN) ..,?I ir(mJul Ie>, v-) 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.131 / C�� SOIL CLASSIFICATION IS "A" / �/ RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 19.30 SUBAREA RUNOFF(CFS) = 45.96 EFFECTIVE AREA(ACRES) = 39.30 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 39.30 PEAK FLOW RATE(CFS) = 93.58 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .71 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEG.) = 8.70 DEPTH*VELOCITY = 6.16 :k*%';r%k�*;k�K*:k:k:K��*:rbc:k:k�:*:K:k:k*:K:kir-:K:K*:K%K:k;k%K*:K*-k=Y.:k:K�:K*:k*:k;K*:K%K=k:K;K.r.:Y•:K:k.yt:k:K:►::r.:r;k-k:l::KK;k:K;k;k FLOW PROCESS FROM NODE 18.10 TO NODE 18.20 IS CODE = 2 ------------------------------------------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<;,< DEVELOPMENT IS SCHOOL 1_. TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW: -LENGTH = 700.00 UPSTREAM ELEVATION = 1614.00 DOWNSTREAM ELEVATION = 1609.00 ELEVATION DIFFERENCE = 5.00 TC = .412*E( 700.00** 3.00)/( 5.00)]*4: .20 = 15.211 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.256 j SOIL CLASSIFICATION IS "A" .. SCHOOL SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 24.07 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 24.07 FLOW PROCESS FROM.NODE 18.20 TO NODE 16.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>> >>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.6 UPSTREAM NODE ELEVATION = 1609.00 DOWNSTREAM NODE ELEVATION = 1607.00 FLOWLENGTH(FEET) = 400.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = I PIPEFLOW THRU SUBAREA(CFS) = 24.07 TRAVEL TIME(MIN.) = 1.01 TC(MIN.) = 16.22 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8 ---------------------------------------------------------------------._------ >'>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL_ INTENSITY(INCH/HOUR) = 3.11.3 -- - - -- SOIL CLASSIFICATION IS "A" PUBLIC PARK SUBAREA LOSS RATE, Fm(INCH/HR) _ .8245 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 10.s0 EFFECTIVE AREA(ACRES) = 15.00 AVERAGED Fm(INCH/HR) = ,663 TOTAL AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) = 33.08 TC(MIN) = 16.22 +**r e ► I * *Ir.,Irl IrI***T****-r t 3..1.,it: r � f 1 � 4.4 v.1. 0.1.-C* "r ►. 9 ► i # .V v. f if I ►* f. F:.V.r.'.�I. �, *1 .'..I .r.r.f: � *,1..r r VI.:r FLOW PROCESS FROM NODE 17.10 TO NODE 17.40 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE- Y /�'w TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)> * .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1715.00 DOWNSTREAM ELEVATION = 1675.00 ELEVATION DIFFERENCE = 40.00 TC = .389*[( 1000.00** 3.00)/( 40.000** .20 = 11.73F, 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.90S SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 12.00 TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 12.00 FLOW PROCESS FROM NODE 17.40 TO NODE 20.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< UPSTREAM ELEVATION = 1675.00 DOWNSTREAM ELEVATION = 1573.00 STREET LENGTH(FEET) = 1700.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 17.27 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .42 HALFSTREET FLOODWIDTH(FEET) = 7.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.87 PRODUCT OF DEPTH&VELOCITY = 2.86* STREETFLOW TRAVELTIME(MIN) = 4.12 TC(MIN) = 15.86 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.163 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4SSO SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 10.36 EFFECTIVE AREA(ACRES) = 8.20 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 1.`x.76 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 7.81 FLOW VELOCITY(FEET/SEC.) = 7.21 DEPTH*VELOCITY = 3.11 FLOW PROCESS FROM NODE 20.00 TO NODE 20.10 IS CODE = 2 --------------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE: TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)l*x w0 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1573.00 DOWNSTREAM ELEVATION 1547.00 rkFVATTiON DYFFERENCV TC = .412*(( 1000.004:* 3.00)/( 26.00)]+"4 .20 = 13.549 25 YEAR RAINFALL. INTENSITY(INCH/HOUR) = 3.531 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INC.:H/HR) .582.0 SUBAREA RUNOFF(CFS) = 6.64 TOTAL AREA(ACRES) = 2..50 PEAK FLOW RATE(CFS) = 6.64 �K:KIK*�K%k***��:*:K�K�I:�k�I::1:�:�K�k�K�:�K�i:�1=WyK�k•�f:�::Kul:*F:I::I:71:�I::is�k:k:A:*�!:%Y.*�K*7K��:�I:�k�F:*�:�:%k�K�l:�:�:*�l,A:*:f:�l:�t�K:l'�K�F:�i:�; FLOW PROCESS FROM NODE 20.10 TO NODE 23.10 IS CODE = 6 ---------------------------------------------_------------------------------ >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<•<<< UPSTREAMELEVATION= - 1547.00 DOWNSTREAM ELEVATION = 1533.60 STREET LENGTH(FEET) = 650.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 26.00 9 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.23 STREETFLOW MODEL RESULTS; STREET FLOWDEPTH(FEET) _ .39 HALFSTREET FLOODWIDTH(FEET) = 6.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.94 PRODUCT OF DEPTH&VELOCITY = 1.52 STREETFLOW TRAVELTIME(MIN) = 2.75 TC(MIN) = 16.30 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.103 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.18 EFFECTIVE AREA(ACRES) = 3.90 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 8.85 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .40 HALFSTREET FLOODWIDTH(FEET) = 7.06 FLOW VELOCITY(FEET/SEC.) = 3.86 DEPTH*VELOCITY = 1.55 FLOW PROCESS FROM NODE 26.10 TO NODE 26.20 IS CODE = 2 4. --------•-----'---•--_.--------- »»>RATIONALMETHOD INITIAL SUBAREA ANALYSIS<<:«< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL 3-4 DWELLINGS/ACRE TC = K*[(LENGTH-K* 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1558.00 DOWNSTREAM ELEVATION = 1548.00 ELEVATION DIFFERENCE = 10.00 TC = .412*[( 1000.003'* 3.00)/( 10.00)]** .20 = 16.402 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.08q SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA RUNOFF(CFS) = 3.16 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RA TF(CFS) = 3.16 k*:*4.****:*:******.***:1::;:**:Y:4;*V.:;:K4:*I.1 *:Y•*:R:;*a.**.A.*..**:y::;:*:*1:*3'*k:'K*4.:,. k��:Y:A:�;*k* ��►:*::�.1:;:; 1:;. FLOW PROCESS FROM NODE 'r, . ?..A TO NODE '26.00 IS CODE >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA,X<<< UPSTREAM ELEVATION = 1548.00 DOWNSTREAM ELEVATION = 1532.00 - STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIt4AL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.13 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .36 HALFSTREET FLOODWIDTH(FEET) = 5.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.00 PRODUCT OF DEPTH&VELOCITY = 1.07 STREETFLOW TRAVELTIME(MIN) = 7.22 TC(MIN) = 23.62 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.393 _ SOIL CLASSIFICATION iS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fnl(IN(.H/HR) = .5820 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 3.91 EFFECTIVE AREA(ACRES) = 3.80 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 6.19 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 6.69 FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH*VELOCITY = 1.14 i FLOW PROCESS FROM NODE 28.00 TO NODE 23.10 IS CODE = 2 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 600.00 UPSTREAM ELEVATION = 1547.00 DOWNSTREAM ELEVATION = 1533.60 ELEVATION DIFFERENCE = 13.40 TC = .304*[( 600.00** 3.00)/( 13.40))** .20 = 8.401 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.934 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 23.94 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 23.c)4 FLOW PROCESS FROM NODE 27.00 TO NODE 23.10 IS CODE = 2. --------------------------------------------------------------------------•---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS PUBLIC PARK TC = K*[(LENGTH** 3.00)/(ELEVATION C:HANGE)l** .20 INITIAL SUBAREA FLOW -LENGTH = 600.00 UPSTREAM ELEVATION = 1550.00 DOWNSTREAM ELEVATION = 1544.00 ELEVATION DIFFERENCE = 6.00 TC = .=t8'1*C( 600.00*v x.00)/( o.00)]*� .20 = 15.x75 ^5 YEAR R0TNFAt_I_ INTENSTTI t INCH/HOUR t - ?. IR14 SOIL CLASSIFICATION IS "A" PUBLIC PARK SUBAREA LOSS RATE, Fm(INCH/HR) _ .8245 SUBAREA RUNOFF(CFS) = 12.55 TOTAL AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) 12.55 FLOW PROCESS FRAM NODE 14.00 TO NODE 14,10 I'S CODE = 2 ----------------------------------------------------------------_.-_-__--__-- -->>>>>RATIONAL+METHOD-INITIAL-SUBAREA_ANALYSIS<<<<<-----------------------= y DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1716.00 DOWNSTREAM ELEVATION = 1665.00 ELEVATION DIFFERENCE = 51.00 TC = .412*[( 1000.00** 3.00)/( 51.00)3** .20 = 11.841 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.880 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 4.45 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 4.45 FLOW PROCESS FROM NODE 14.10 TO NODE 33.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< UPSTREAM ELEVATION = 1665.00 DOWNSTREAM ELEVATION = 1610.00 STREET LENGTH(FEET) = 900.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 PECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.09 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 4.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.61 PRODUCT OF DEPTH&VELOCITY = 1.66 STREETFLOW TRAVELTIME(MIN) = 2.68 TC(MIN) = 14.52 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.365 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLING'S/ACRE SUBAREA LOOS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.26 EFFECTIVE AREA(ACRES) = 2.80 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 7.01 ENCS OF SUBAREA STREETFLOW HYDRAULICS- DEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 4.81 FLOW VELOC:ITY(FEET/SEC.) = 5.72 DEPTH *VEL.00ITY = 1.78 k:K 'kIc 1 I. 3c A14 1: k k t::k:k:k:1 'A Kw #:k x'i '4::k4.:4, Al•:t::fi 443:4.:11 Y:Y.:K,► :k Fl_OW PROCESS FROM NODE 33.00 TO NODE 34.10 IS CODE = 2 �RATIONAL METHOD INITIAL SUBAREA DEVELOPMENT IE SINGLE FAMILY RESIDENTIAL '-4 DWELLINGS/ACRE TC = K-vU LENGTH** 3.00)/(ELEVATION CHANGE)l** .20 INITIAL SUBAREA FLOW -LENGTH =' 1000.00 UPSTREAM ELEVATION = 1610.00 DOWNSTREAM ELEVATION = 1565.00 ELEVATION DIFFERENCE = 45.00 T'C = .412*[( 1000.00** 3.00)/( 4'5.00)]►* .20 = 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.813 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, SUBAREA RUNOFF(CFS) = 4.36 TOTAL AREA(ACRES) = 1.50 ' PEAK. FLOW RATE(CFS) e-�' 12-.141 Frn( INCH/HR ) = 5820 *� **�:***********x:***� ***�► **** 4,* 4,********A. A: **1: A,A' 3.1:A: FLOW PROCESS FROM NODE 34.10 TO NODE 2.6.00 IS CODE = 6 --------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1565.00 DOWNSTREAM ELEVATION = 1532.00 STREET LENGTH(FEET) = 950,00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.77 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .31 HALFSTREET FLOODWIDTH(FEET) = 4.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.71 PRODUCT OF DEPTH&VELOCITY = 1.46 STREETFLOW TRAVELTIME(MIN) = 3.36 TC(MIN) = 15.51 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.213 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.84 EFFECTIVE AREA(ACRES) = 2.70 AVERAGED Fm(INCH/HR) _ .582 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 6.3� END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 5.1'3 FLOW VELOCITY(FEET/SEC.) = 4.65 DEPTH*VELOCITY = 1.51 **********:K:KY:*-K:I:;k;k:K* K* K K 1 A Kit:K;K-K'*:K:k:1:*'K**'**:K=K=K=K**:K*********;K:I *'**'*k: 'k***3,1-.**:K-I.:k FLOW PROCESS FROM NODE 37.10 TO NODE 37.20 IS CODE = L ---------------------------------------------------------------------------- »»,RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = KkC(LENGTH** 3.00)/(ELEVATION C:HANGE)l** .20 INITIAL SUBAREA FLOW -LENGTH = 950.00 UPSTREAM ELEVATION = 1610.00 DOWNSTREAM ELEVATION = 1576.00 ELEVATION DIFFERENCE = 34.00 TC = .412*[( 950.00'' 3.00)/( 34.00)]*'* .?_0 = 12.452 25 YEAR RAINFALL_ INTENSITY( INCH'HOUR) - 3.7,16 ,IFIL C•L.ASSIFIC:/1TION IS "0" RFSTf)ENTI,IL- I C)WE CLING, Si A(`RE SUCIORF A L 0:?'S RATE, Fm( 5A'.2 SUBAREA RUNOFF(CFS) = 22.78 TOTAL AREA(ACRES) = 8.00 PEAK FLOW RATE(.CFS) = 22.78 l �8 FLOW PROCESS FROM NODE 37.20 TO NODE 36.10 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION =-- 1576.00- DOWNSTREAM ELEVATION = 1525.00 STREET LENGTH(FEET) = 1500.00 CURB HEIGTH(INCHES) _ 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK' 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 32.42 STREETFLOW,MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .55 HALFSTREET FLOODWIDTH(FEET) = 13.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.13 PRODUCT OF DEPTH&VELOCITY = 3.37 STREETFLOW TRAVELTIME(MIN) = 4.08 TC(MIN) = 16.53 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.072 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 8.60 SUBAREA RUNOFF(CFS) = 19.27 EFFECTIVE AREA(ACRES) = 16.60 AVERAGED Fm(INCH/HR) .582 TOTAL AREA(ACRES) = 16.60 PEAK FLOW RATE(CFS) = 37.20 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .58 HALFSTREET FLOODWIDTH(FEET) = 15.13 FLOW VELOCITY(FEET/SEC.) = 6.04 DEPTH*VELOCITY = 3.51 FLOW PROCESS FROM NODE 37.00 -TO NODE 37.30 IS CODE = 2 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)j** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1576.00 DOWNSTREAM ELEVATION = 1540.00 ELEVATION DIFFERENCE = 36.00 TC = .412*[( 1000.00** 3.00)/( 36.00)1** .20 = 12.695 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.696 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fn)(IN(H/HR) _ .582.0 SUBAREA RUNOFF(CFS) 23.82 TOTAL AREA(ACRES) = S.50 PEAK FLOW RATE(CFS) = 2.3.82 �.:K:Kv:*.r:**�:**�►:*:K***�:x:*�:�:�kx:k**�:*x:�:�:►:�:***:►:*:�::+:�,**k:*w:k*K�::�x:x:**�:r:�:�:*******�:i:�:x:#-�.k:*r FLOW PROCESS FROM NODE 37.30 TO NODE 36.00 IS CODE = 6 ---------------------------------------------------------------------------- =.>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION 15.10.00 DOWNSTREAM ELEVATION = 1506.00 <;Tf2FIFT I..FNGTFI( FkFTI. 1500.0111 CURE{ HEIGTH( TNCHf-:S 1 :: G1. ^TREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 / INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) — .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 40.0Z STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ ,63 HALFSTREET FLOODWIDTH(FEET) = 17.38 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.26 PRODUCT OF DEPTH&VELO(,ITY = 3.29 STREETFLOW TRAVELTIME(MIN) = 4.76 TC(MIN) = 17.41--, 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.953 SOIL CLASSIFICATION IS "A" RESIDENTIAL—> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) — .5820 SUBAREA AREA(ACRES) = 15.00 SUBFaREA RUNOFF(CFS) = 32.07 EFFECTIVE AREA(ACRES) = 23.50 AVERAGED Fm(INCH/HR) _ ,582 TOTAL AREA(ACRES) = 23.50 PEAK FLOW RATE(CFS) =- 50.2..5 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .67 HALFSTREET FLOODWIDTH(FEET) = 19.63 FLOW VELOCITY(FEET/SEC.) = 5.41 DEPTH*VELOCITY 3.63 END OF STUDY SUMMARY: TOTAL AREA(ACRES) — 23.50 EFFECTIVE AREA(ACRES) = 23.50 PEAK FLOW RATE(CFS) — 50.25 END OF RATIONAL METHOD ANALYSIS 100 YEAR STORM ANALYSIS This is to summarize and supplement the comments shown on the attached annotated hydrology map. We will begin the analysis at the north end of the project and using a 100 year storm through the project and will determine its effect on the project and its containment by the proposed storm drain system. We will pick up as much runoff in the proposed storm drain system as possible and carry the remainder down the proposed streets, within the street right-of-ways, to the intersection of Cherry Avenue and Summit Avenue. At said intersection enough catch basins will be placed to dry up the intersection. We begin the analysis at node 2 where 45.6 CFS flows into Foxborough Drive and is immediately picked up by two catch basins. The two catch basins are able to pick up 42 CFS, but the 18" pipe can only carry 37 CFS therefore 8.6 CFS continue down the street. This flow continues down Foxborough Drive until it encounters the catch basins at node 4. At node 4 another 53.5 CFS in generated from the above subarea with a total of 62.1 CFS in the street. The catch basins are able to pick up 45 CFS. Of the total 94 CFS, 75 CFS is carried by the pipe system and 19 CFS continues down the surface of the street to node 5. At node 5 133 CFS has accumulated with the catch basins and pipe able to pick up a total of 105 CFS with 28 CFS continuing down the street to node 6. At node 6 134 CFS has accumulated with the catch basins and pipe able to pick up a total of 112 CFS with 22 CFS continuing down the street to node 10. At node 10 there is an independent stream from the west (node 14) carrying 230 CFS. In their converging at node 10 there is a total of 458 CFS of which 350 CFS is carried by the pipe system and 108 CFS is carried by the street. Street capacity at this point is 140 CFS to the top of curb. The water continues down the street through pipe and surface travel to node 20. At this node there is at total O of 725 CFS. Through the pipe and catch basin systems a total of 657 CFS is picked up with 68 CFS going down the street. Coming to node 23, a total of 882 CFS has accumulated. The pipe is able to contain 734 CFS of this while 148 CFS continues down the street to node 26. At node 26 there are two independent streams, one from the east and one from the west. The independent stream from the west is totally contained in the pipe system. The independent stream from the east is all contained but 13 CFS which continues down to node 26. From this node 26 the flow continues down to node 36. As the flow passed by node 36.1 additional flow was picked up. As we approach node 36 the runoff for a 100 year storm has now totaled 1149 CFS with the pipe carrying 955 CFS and the street carrying the difference which equals approximately 207 CFS. The street capacity is 210 CFS to street right-of-way. At this point the pipe is enlarged to accommodate a 100 year storm. Catch basins are enlarged also (3-28' catch basins and 2-21' catch basins) to accept all of the street flow. At this point all water for the 100 year storm is picked up and carried over to San Sevaine Basin No. 1. It should be noted that if some of the pipe system were up-graded one pipe size, all the flow from a 100 year storm could be picked up. 47- Qy¢-a=s=anaaas^a==amss=nnamsaaaamanaaanana=saaaamamaammmmaamaaaaamamaaaamaaaa HYDRAULIC ELEMENTS - I PR06RAM PACKAGE amaaas=ao=s=assasaa==asnaa=a===aanaa=naassassnaasaaaaama=assn=naaannaaaanesaa «« «« < ««« ««««« «< < ««««< >>> ) > )»»»» > )» »» »» »» )» »» > (C) Copyright 1982 Advanced Engineering Software 1AES7 <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> Advanced Engineering Software IAES7 REV. 2.0 RELEASE DATE:12i30i82 <<;<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> >5»PIPE-FLOW JUNCTION INPUT 'INFORMATION«« PIPE FLOW DIAMETER SLOPE FRICTION ANGLE FLOWLINE (CFS> (INCHES) (DECIMAL) FACTOR (DEGREES) ELEVATION UPSTREAM 1149.00 98.000 .01500 .0130 0.000 1498.03 DOWNSTREAM 1346.00 128.000 .00500 .9130 0.000 1497.64 LATERAL #1 99.00 42.000 .01000 .0130 45.000 1498.91 LATERAL #2 98.00 42.000 .01000 .0130 45.000 1490.91 MAINLINE FLOWDEPTH INPUT INFORMATION: UPSTREAM PIPEFLOW DEPTH(FEET): 0.00 DOWNSTREAM PIPEFLOW DEPTH(FEET): 0.00 PIPEFLOW NORMAL AND CRITICAL DEPTH INFORMATION: PIPE CRITICAL DEPTH NORMAL DEPTH (FEET) (FEET) UPSTREAM 7.808 6.507 DOWNSTREAM 8.660 8.460 LATERAL #1 3.057 2.819 LATERAL #2 3.045 2.790 PRESSURE -PLUS -MOMENTUM DETERMINATION BASED ON VARIABLE: "BALANCE" =(Z+D1-D2)*(A1+A2)*G/2.-Q2*Q2/A2'+Q1*Q1*COS(ANGLEI)/A1 +03*Q3*COS<ANGLE3)/A3'+Q4*04*COS(ANGLE4)/A4 ---------------------------------------------------------------------------- UPSTREAM FLOW IS SUPERCRITICAL; CHECK FOR HYDRAULIC .PUMP: PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL#1 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT**4) 6.507 8.660 2.819 2.790 4370. * AM FL0�1_pO.M.IIIAIFS.._Jll T DRAULICS: *NO HYDRAULIC JUMP OCCURS AT JUNCTION. assaamaaaaamslraaaa�n`aansasasr��f�'s!`Y�?st aanaamassaaamnamamaanaimmatsarnamnmamraa PT PFFt. nl,l FnRr.F-PI_ i!S-MOMENTUM DETERM I NAT ION (NEGLECT MINOR LOSSES ) UPSTREAM DOWNSTREAM LATERAL## LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT**4) ---------------------------------------------------------------------------- 6.507 4.330 2.819 2.790 -18807. 6.507 6.495 2.819 2.790 18. 6.507 5.-412 2.819 2.790 -6480. 6.507 5.953 2.819 2.799 -2710. 6.507. 6.224 2.819 2.790 -1233. 6.507 6.359 2.819 2.790 6.507 6.427 2.819 2.790 -275. 6.507 6.461 2.819 2.790 -127. 6.507 6.478 2.819 2.790 -54. _. 6.507 6.486 2.819 2.790 -18. 6.507 6.490 2.819 2.790 6.507 6.488 2.819 2.790 -9. 6.507 6.489 2.819 2.790 -4. UPSTREAM CONTROL ASSUMED AT JUNCTION ---------------------------------------------------------------------------- COMPUTED UPSTREAM;PIPEFLOW DEPTH(FEET). = 6.507 COMPUTED DOWNSTREAM PIPEFLOW DEPTH(FEET)= 6.490 9Z **********DESC,R I PT I ON OF RES►JLTS*� *********� rxrW r *�:�*r� **x***��*r:**x:**r�:**� 1.00 YEAR STORM ANALYSIS NODE 1 TO NODE 2 *+i�*8�k%i:**K:**�k**k��f�8:********M:**rk%k**�kW**�f:**�k*�k*W*�F:***:#:�F:*�I�**�k*�krk>k****:►�*Fri:*��F�***r}�* *W:+**r}ri:*Yrk**WW*>Y-rYrY**Y*Nrk**YrF*kY•Ic*Y•rk***rk*YrYrkkW***}:rF:*}:**WAY>k*rkrkr}:**Y>krk*krk******* >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 7.500 PIPE SLOPE<FEET/FEET) _ .0154 PIPEFLOW(CFS> = 955.00 MANNINGS, -FRICTION FACTOR _ .013000 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 7.20 CRITICAL FLOW AREA(SOUARE FEET) = 43.595 CRITICAL FLOW TOP-WIDTH(FEET) = 2.925 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 50069.02 CRITICAL FLOW VELOCITY(FEET/SEC.) = 21.906 CRITICAL FLOW VELOCITY HEAD(FEET) = 7.45 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 14.90 CRITICAL FLOW SPECIFIC ENERGY(FEET> = 14.65 NOTE:GIVEN NORMAL DEPTH IS LOWER VALUE OF TWO POSSIBLE. SUGGEST CONSIDERATION OF WAVE ACTIONr UNCERTAINTY, ETC. NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 6.16 FLOW AREA<SGUARE FEET) = 38.84 FLOW TOP WIDTH(FEET> = 5.742 FLOW. PRESSURE + MOMENTUM(POUNDS) = 52348.22 FLOW VELOCITY(FEET/SEC.) = 24.586 FLOW VELOCITY HEAD(FEET) = 9.386 HYDRAULIC DEPTH(FEET) = 6.76 FROUDE NUMBER = 1.666 SPECIFIC ENERGY(FEET) = 15.55 **********DESCRIPTION OF RESULTS**� *� �:v:� �►:**:��*� r **:+�**» � �� � *err*****�►: ►:***� �r*� } NODE 3 TO NODE 4 *�:******�*****�:******�:�:�:**��*.�*:r:*�:�.:��x*�►:�*:►:�►:�t:*:wv:*�:***:�*:►:.��*:gym*�+:�:**�+:*�:�:*»:�:�:�*�:� *rNr}:�N+kN�r}:�k*rkrN:k�krH�k�N'rk*t}:r}:rk�kN:>k*�k��kNt*�}:rk�k�M;M�*�k�F�k.k*�F**�**r}:rk*�F��*k:>Y•**�#:M��kk�z}a�k�k�krN�}+�k�>K�k*� >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<( ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 7.500 PIPE SLOPE(FEET/FEET) _ .0154 PIPEFI-OW(CFS) = 955.00 MANNIN135 FRICTION FACTOR = .013000 a=:...====== =========_-____.._ ===== =====_____=______= G =_____=______ __=_____=____ CPI T ICAL-DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 7.29 CRITICAL FLOW AREA(SQUARE FEET) 43.595 CRITICAL FLOW TOP—WIDTH(FEET) = 2.925 CRITICAL FLOW PRESSURE + MOM ENT UM(POUNDS) = 59069.82 CRITICAL FLOW VELOCITY(FEET✓SEC.) = 21.906 CRITICAL FLOW VELOCITY HEAD(FEET) = 7.45 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 14.99 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 14.65 NOTE: GIVEN NORMAL DEPTH 15 LOWER VALUE OF TWO POSSIBLE. SUGGEST CONSIDERATION OF WAVE ACTION, UNCERTAINTY, ETC. NORMAL—DEPTH FLOW INFORMATION: - - •- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 ----------------------- NORMAL ------------_--------- NORMAL DEPTH(FEET) = 6.16 FLOW AREA(SQUARE FEET> = 38.84 FLOW TOP b)IDTH(FEET) = 5.742 FLOW PRESSURE + MOMENTUM<POUNDS) = 52348.22 FLOW VELOCITY(FEET✓SEC.) = 24.586 FLOW VELOCITY HEAD(FEET) = 9.386 HYDRAULIC DEPTH(FEET) = 6.76 FROUDE NUMBER = 1.666 SPECIFIC ENERGY(FEET) = 15.55 *********.*DESCRIPTION .OF RESULTS**a:**:**:+=►:*a:*:�►::***************:**:�:+: NODE 5 TO NODE 6 * * �k*****�k�k�okek**:kik****�kek�F***�}:*�k***>Y•�k�Y%is�k**�f��k�Fc*:k�F�K�*�k�k**�k�k*+k>i:**>k:k**rkWK:�lc*�Y�f:�1:�F��ok:k:}::}: *>Y•>k*k*>k**>k�**�+k*>Y}k**•k******�k*****�:*****�*****•k**}:*********W�:**:#>k**M:B:**F:�**>i: »»PIPEF.LOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 7.500 PIPE SLOPE (FEET✓FEET) _ .0206 PIPEFLOW(CFS) = 955.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 7.20 CRITICAL FLOW AREA(SQUARE FEET) = 43.595 CRITICAL FLOW TOP—WIDTH(FEET) = 2.925 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 50069.82 CRITICAL FLOW VELOCITY(FEET✓SEC.) = 21.906 CRITICAL FLOW VELOCITY HEAD(FEET) = 7.45 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 14.90 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 14.65 NORMAL—DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 5.39 FLOW AREA(SQUARE FEET) = 34.00 FLOW TOP WIDTH(FEET) = 6.742 FLOW PRESSURE + MOMENTUM<POUNDS) = 57045.04 FLOW VELOCITY(FEET✓SEC.) = 28.085 FLOW VELOCITY HEAD(FEET) = 12.248 HYDRAULIC DEPTH(FEET) = 5.04 FROUDE NUMBER = 2.204 SPECIFIC ENERGY(FEET) = 17.64 ►:»:**v:*a:***DESCR I PT ION OF RESU L"fS***v *41**4:*W.:4:*****, *v:*v:**********W*4 4: * NODE 6 TO NODE 7 ICY >> >>PIPE -FLOW JUNCTION INPUT INFORMATION/s<<< --------------------------------------- PIPE FLOW DIAMETER SLOPE FRICTION AN13LE FLOWLINE (CFS) (INCHES) (DECIMAL) FACTOR (DEGREES) ELEVATION UPSTREAM 734.00 78.000 .02060 .0130 0.000 1523.12 DOWNSTREAM 955.00 90.000 .02060 .0130 0.000 1521.97 LATERAL #1 177.00 48.000 .02100 .0130 45.000 1524.37 LATERAL #2 44.00 30.000 .06600 .0130 45.000 1524.47 MAINLINE FLOWDEPTH INPUT INFORMATION: UPSTREAM PIPEFLOW DEPTH(FEET): 0.00 DOWNSTREAM PIPEFLOW DEPTH(FEET): 0.00 PIPEFLOW NORMAL AND CRITICAL DEPTH INFORMATION: ---------------------------------------------------------------------------- PIPE CRITICAL DEPTH NORMAL DEPTH (FEET) (FEET) UPSTREAM 6.320 5.189 DOWNSTREAM 7.203 5.393 LATERAL #1 3.761 2.834 LATERAL #2 2.208 1.127 PRESSURE -PLUS -MOMENTUM DETERMINATION BASED ON VARIABLE: "BALANCE" =(Z+D1-D2)*(A1+A2)*6/2.-Q2*Q2/A2'+1)1*01*CO5(ANIGLE1)1A1 +Q3*Q3*COS<ANGLE3)/A3'+Q4*Q4*COS(ANGLE4)/A4 ---------------------------------------------------------------------------- UPSTREAM FLOW IS SUPERCRITICAL. CHECK FOR HYDRAULIC JUMP: PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL#1 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT**4) 5.189 7.203 2.834 1.127 12. *UPSTREAM FLOW D.OMINATES JUNCTION HYDRAULICS: *NO HYDRAULIC JUMP OCCURS AT JUNCTION. PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL#1 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT**4) 5.189 3.602 2.834 1.127 -19369. 5.159 5.402 2.834 1.127 -3894. 5.189 6.303 2.834 1.127 -1039. 5.159 6.753 2.834 1.1'27 -305. 5. 189 6.978 2.834 1 . 127 -92. 5.189 7.090 2.834 1.127 -26. 5.189 7.147 2.834 1.127 -3. 5.189 7.175 2.834 1,127 6. 5.189 7.161 2.834 1.127 2. 5.189 7.154 2.834 1.127 -1. 5.189 7.157 2.834 1.127 5.189 7.156 2.934 1,127 -. 5.189 7.156 2.834 1.127 UPSTREAM CONTROL ASSUMED AT JUNCTION ---------------------------------------------------------------------------- COMPUTED UPSTREAM PIPEFLOW DEPTH(FEET) = 5,159 COMPUTED DOWNSTREAM PIPEFLOW DEPTH(FEET) = 7.156 ****»:*****DF.SCRIPTION OF RESULTS»:y:Mw*wvw�+*;w�►:vw***********»:****»*»*u�►r*»,ww�+» NODE 7 TO NODE 8 * >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<< < ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 6.500 - PIPE SLOPE(FEET/FEET) _ .0206 PIPEFLOW(CFS) a 734.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW -INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 6.32 CRITICAL FLOW AREA(SQUARE FEET) = 32.926 CRITICAL FLOW TOP-WIDTH(FEET) = 2.133 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) - 38066.11 CRITICAL FLOW VELOCITY(FEET/SEC.) = 22.293 CRITICAL FLOW VELOCITY HEAD(FEET) = 7.72 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 15.43 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 14.04 aaa_aaaaaa=caca=ca=aaaaa=__aa=.,=a NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = S.19 FLOW AREA<SQUARE FEET) = 28.40 FLOW TOP WIDTH(FEET) = 5.216 FLOW PRESSURE + MOMENTUM(POUNDS) = 40940.55 FLOW VELOCITY(FEET/SEC.) = 25.843 FLOW VELOCITY HEAD(FEET) = 10.371 HYDRAULIC DEPTH(FEET) = 5.44 FROUDE NUMBER = 1.952 SPECIFIC ENERGY(FEET) = 15.56 **********DESCRIPTION OF RESULTS*** *� **** :t:*�a:*: ** *� r*** ** :**�: *W� ►- * NODE 9 TO NODE 10 *?k?k*+kN>k>k********k******>k:k+i:*�***>!:**>F:**!:**!:>F:k**�:*N::}:N:*K::1<A:>F:*�:I:>k#:�:>k+kY�:H'*>Y•>F:**K: N:**4: >>>>PIPEFLOW HYDRAULIC INPUT 'INFORMATION•<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 6.503 PIPE SLOPE(FEET/FEET) _ .0196 PIPEFLOW(CFS) = 734.00 MANNINGS FRICTION FACTOR = .013003 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH<FEET> = 6.32 CRITICAL FLOW AREA(SQUARE FEET) = 32.926 CRITICAL FLOW TOP-WIDTH(FEET) = 2.133 CRITICAL FLOW PRESSURE + MOMENTUM<POUNDS) = 38066.11 CRITICAL FLOW VELOCITY(FEET/SEC.) = 22.293 CRITICAL FLOW VELOCITY HEAD(FEET> = 7.72 CRITICAL FLOW HYDRAULIC DEPTH(FEET) 15.43 CRITICAL FLOW SPECIFIC ENERGY(FEET) n 14.04 ==smssa: ::=...a=m:._c=a==aaasaaaaa_=c=xasaxasa-.^ac_=s=aaa_aaaacaaass__-=x-==aa =a NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 5.33 FLOW PREA(5QUARE FEET)" = 29.11 FLOW TOP WIDTH(FEET) = 4,998 FLOW PRE55URE + MOMENTUM(POUND5) = 40298.56 FLOW VELOCITY(FEET/SEC.) - 25.215 FLOW VELOCITY HEAD(FEET) - 9.872 HYDRAULIC DEPTH(FEET) - 5,82 FROUDE NUMBER = 1.841 SPECIFIC ENERGY(FEET) = 15.20 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE <<<C< C «««« << < <««« <<«« < <<<«« »»»»»» »»»»»» »»»»>>>>>> (r) CoPYright 1982 Advancers Engineering Software [AES] ««««««««<C«««««<««««< Advanced Engineering Software IAES) REV. 2.0 RELEASE DATE:12i30i82 <C{<<«{{<{{««<{{CCC<{<«C{{{{<{ {{« »>»»»»»>>>>>> »» »»»}»»)»> **********DESCRIPTION OF RESULTS*W:W�+:W�WWW**WWW*�►:**�+:�**+�x*�+:*:W�xa:W * NODE 10 TO NODE 11 *******************>kik****:********************** »:=>PIPE -FLOW JUNCTION INPUT INFORMATION<{« PIPE FLOW DIAMETER SLOPE FRICTION ANGLE FLOWLINE (CFS) (INCHES) (DECIMAL) FACTOR (DEGREES) ELEVATION UPSTREAM 657.00 72.000 .02540 .0130 0.000 1538.00 DOWNSTREAM 734.00 78.900 .01960 .0130 0.000 153? .34 LATERAL #1 39.00 36.000 .01000 .0130 45.000 1539.21 LATERAL #2 38.00 36.000 .01500 .0130 45.000 1539.21 MAINLINE FLOWDEPTH INPUT INFORMATION: UPSTREAM PIPEFLOW DEPTH(FEET): 4.78 DOWNSTREAM PIPEFLOW DEPTH(FEET): 5.33 PIPEFLOW NORMAL AND CRITICAL DEPTH INFORMATION: PIPE CRITICAL DEPTH NORMAL DEPTH ----------------------- (FEET) (FEET) UPSTREAM 5.882 4.780 DOWNSTREAM 6.320 6.500 LATERAL #1 2.033 1.648 LATERAL #2 2.006 1.438 PRESSURE -PLUS -MOMENTUM DETERMINATION BASED ON VARIABLE: "BALANCE" =(Z+D1-D2)*(A1+A2)*G/2.-02*Q2/A2'+Q1*Q1*COS(ANGLEI)rAI +03*Q3*COS (ANGLE3 )/A3' +Q4*Q4»:COS <ANGLE4) /A4 UPSTREAM FLOW IS SUPERCRITICAL; CHECK FOR HYDRAULIC JUMP: - --- - - - PIPEFLOW FORCE -FLUS -MOMENTUM DNTERMINATION( NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL01 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT**4) 4.780 6.320 1.648 1.438 1276. *UPSTREAM FL0W DOMINATES .JUNCTION HYDRAULICS] *NO HYDRAULIC JUMP OCCURS AT JUNCTION. m=mmr,=mmasaaaa-=a=caamaammaaamc,aemaaasmamxaseacmaeeaaocmmeomcazmsmaaaCaaaaasaoatsa PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEALECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL#1 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FTS+*4) 4.780 3.150 1.648 1.438 -13737. 4.780 4.740 1.648 1.438 -1769. 4.780 5.530 1.648 1.438 461. 4.780 5.135 1.648 1.438 -457, 4.780 5.332 1.648 1,438 47. 4.780 5. 234 1,648 1. 438 -193, 4.780 5.283 1.648 1.438 -70. 4.780 5.308 1.648 1,438 -11. 4.780 5.320 1.648 1.438 18. 4.780 5.314 1.648 1.438 4. 4.780 5.311 1.648 1.438 -4. 4.780 5.312 1.648 1.438 4.780 5.313 1.648 1.438 2. UPSTREAM CONTROL ASSUMED AT JUNCTION^ -- ------------------------------------ COMPUTED UPSTREAM PIPEFLOW DEPTH(FEET) = 4.780 COMPUTED DOWNSTREAM PIPEFLOW DEPTH(FEET) = 5.313 **********DESCRIPTION OF RESULTS********:**:►:***************�:�+:*a:*::**mra:»:K: * FROM NODE 11 TO NODE 12 >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION « 4 ---------------------------------- PIPE DIAMETER(FEET) = 6.000 PIPE SLOPE(FEET✓FEET) _ .0254 PIPEFLOW(CFS) = 657.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---- ---------------------------- CRITICAL DEPTH(FEET) = 5.80 CRITICAL FLOW AREA(SQUARE FEET) = 28.144 CRITICAL FLOW TOP-WIDTH(FEET) = 1.663 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 34811.80 CRITICAL FLOW VELOCITY(FEET/SEC. ) _ 23.345 CRITICAL FLOW VELOCITY HEAD(FEET) = 8.46 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 16.92 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 14.34 NORMAL -DEPTH FLOW INFORMATION: _- ----------------------------------- NORMAL DEPTH(FEET) = 4.78 FLOW AREA(SQUARE FEET) 24.15 FLOW TOP WIDTH(FEET) = 4.830 FLOW PRESSURE + MOMENTUM(POUNDS) = 37907.68 FLOW VELOCITY(FEET/SEC.) = 27.203 FLOW VELOCITY HEAD(FEET) = 11.491 HYDRAULIC DEPTH(FEET) = 5.00 FROUDE NUMBER = 2.144 SPECIFIC ENERGY(FEET) = 16.27 03 ****w*****DESCRIPTION OF * NODE 12 TO NODE 13 * * >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 6.000 PIPE SLOPE(FEET/FEET) _ .0282 PIPEFLOW(CFS) = 657.00 MANNINGS FRICTION FACTOR = .013000 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 5.88 CRITICAL FLOW AREA(SQUARE FEET) = 28.144 CRITICAL FLOW TOP-WIDTH(FEET) = 1.663 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 34811.80 CRITICAL FLOW VELOCITY(FEET-/SEC.) = 23.345 CRITICAL FLOW VELOCITY HEAD(FEET) = 8.46 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 16.92 CRITICAL FLOW. SPECIFIC.ENERGY.(FEET) = 14.34 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 4.55 FLOW AREA(SQUARE FEET) = 23.01 FLOW TOP WIDTH(FEET) = 5.136 FLOW PRESSURE + MOMENTUM(POUNDS> = 39288.18 FLOW VELOCITY(FEET/SEC.) = 28.551 FLOW VELOCITY HEAD(FEET) = 12.658 HYDRAULIC DEPTH(FEET) = 4.48 FRO UDE NUMBER = 2..377 SPECIFIC ENERGY(FEET) = 17.21 **********DESCRIPTION OF * NODE 13 TO NODE 14 � >k **�K*:i�*���}:�k?k�*�k�k*�k***:k*>k****�k>k*:kik**�k*:k�k>k*�k�F�Y��k:k***�k�k>k>ic*�k�k�k*>k>kik*>i�:k>1,Y�*�N�:Y•�k*��k**%k *�+Ic>kokrk;k>k**>k*�F:>kk>k****>k*8:>kkl:>kl�$N;k>k>I:*rkk:#h>}:k�ki::}:*******kk*k>kkN:k:*k�a>k>k>kM:.kk1:+F;t►k►:*� >> »PIPE -FLOW JUNCTION INPUT INFORMATION «<< PIPE FLOW DIAMETER SLOPE FRICTION ANGLE - FLOWLINE (CFS) (INCHES) (DECIMAL) FACTOR (DEGREES) ELEVATION UPSTREAM 595.00 66.000 .03900 .0130 0.000 1562.14 DOWNSTREAM 657.00 72.000 .02820 .0130 0.000 1561.51 LATERAL #1 31.00 18.000 .09700 .0130 45.000 1563.76 LATERAL #2 31.00 18.000 .16050 .0130 45.000 1563.76 MAINLINE FLOWDEPTH INPUT INFORMATION: UPSTREAM PIPEFLOW DEPTH(FEET): 0.00 DOWNSTREAM PIPEFLOW DEPTH(FEET): 0.00 PIPEFLOW NORMAL AND CRITICAL DEPTH INFORMATION: PIPE CRITICAL DEPTH NORMAL DEPTH (FEET) (FF.F.'T) UPSTREAM 5.432 4,069 DOIANST REAM 5.882 4.551 c lq LATERAL #1 1.494 1.164 LATERAL #2 1..494 .957 PRESSURE -PLUS -MOMENTUM DETERMINATION BASED ON VARIABLE: "BALANCE" _(Z+D1-D2)*(A1+A2)*Gi2.-02*Q2rA2'+01*01*COS<Ah{rLE1)/A1 +Q3*03»:COS<ANgLE3)/A3'+04*Q4,►:COS<ANGLE4>/A4 UPSTREAM FLOW 15 SUPERCRITICAL;; CHECK FOR HYDRAULIC JUMP: PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL#1 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT**4) 4.069 5.882 1.164 .957 3588. *UPSTREAM FLOW DOMINATES JUNCTION HYDRAULICS: *NO HYDRAULIC JUMP OCCURS AT JUNCTION. PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL#1 LATERAL#2 BALANCE DEPTH(FT> DEPTH<FT) DEPTH(FT) DEPTH(FT) (FT*4:4) 4.069 2.941 1.164 .957 -10570. --------- 4.069 4.412 1.164 .957 640. 4.069 3.677 1.164 .957 -3337. 4.069 4.044 1.164 .957 -1059. 4.069 4.228 1.164 .957 -146. 4.069 4.320 1.164 .957 262, 4.069 4.274 1.164 .957 62. 4.969 4.251 1.164 .957 -41. 4.069 4.263 1.164 .957 10. 4.069 4.257 1.164 .957 -15. 4.069 4.260 1.164 .957 -3. 4.069 4.261 1.164 .957 4. 4.069 4.260 1.164 .957 1. UPSTREAM CONTROL ASSUMED AT JUNCTION COMPUTED UPSTREAM PIPEFLOW DEPTH(FEET) = 4.069 COMPUTED DOWNSTREAM PIPEFLOW DEPTH<FEET> = 4.260 **********DESCRIPTION OF RESULTS**************************>x***************** * NODE 15 TO NODE 16 *******************»:*********>? ************rk***********»:*****»:*******»:»:**Y *** >> »PIPE -FLOW JUNCTION INPUT INFORMATION<< PIPE FLOIJ DIAMETER SLOPE FRICTION -ANGLE- FLOWLINE (CFS) (INCHES) (DECIMAL) FACTOR (DEGREES) ELEVATION UPSTREAM 425.00 54.000 .06600 .0130 0.000 1586.50 DOWNSTREAM 596.00 66.000 .04000 .0130 0.000 1585.25 LATERAL #1 48.30 24.000 .05270 .0130 45.003 1587.00 LATERAL #2 123.00 42.000 .01280 .0130 45.0010 1585.90 MAINLINE FLOWDEPTH INPUT INFORMATION, UPSTREAM PIPEFLOW DEPTH(FEET), 0.00 DOWNSTREAM PIPEFLOW CEPTH(FEET)i 0100 PIPEFLOW NORMAL AND CRITICAL DEPTH INFORMATION: PIPE CRITICAL DEPTH NORMAL DEPTH---^----��---_______-___-- (FEET) (FEET) Ilmr--rr%rr%m DOWNSTREAM 5.433 4.032 2_00LATERAL #1 1.977 1.51$ LATERAL #2 3.269 3.500 PRESSURE -PLUS -MOMENTUM DETERMINATION BASED ON VARIABLE: "BALANCE" =(Z+Di-D2>*i(Ai+92)*G/2.-02*Q2/A2'+01*01*COS(ANGLEI)/AI *O3*03*COS(ANGLE3)/A31+04*Q44:COS<ANGLE4)/A4 UPSTREAM FLOW 15 SUPERCRITICAL; CHECK FOR HYDRAULIC JUMP: PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL#1 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT> DEPTH(FT) (FT*x4) 3.162 5.433 1.518 4.272 1306:' *UPSTREAM FLOW DOMINATES JUNCTION HYDRAULICS: *NO HYDRAULIC JUMP OCCURS AT JUNCTION. PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL#.l LATERAL#2 BALANCE DEPTH<FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) <FT**,4) 3.162 2.716 1.518 3.269 -.1281.9, ---------------- 3.162 4.075 1.518 3.593 -17,77. 3.162_ 4.754 1.518 3.933 417. 3.162 4.414 1.518 3.763 -504. 3.162 4.584 1.518 3.848 -3. 3.162 4.669 1.518 3.890 217. 3.162 4.626 1.518 3.869 110. 3.162 4.605 1.518 3.858 54. 3.162 4.595 1.518 3.853 26. 3.162 4.589 1.518 3.850 12. 3.162 4.587 1.518 3.849 5. 3.162 4.585 1.518 3.849 1. 3.162 4.585 1.518 3.848 -1. UPSTREAM CONTROL ASSUMED AT JUNCTION ------------------------------------ COMPUTED UPSTREAM PIPEFLOW DEPTH(FEET) = 3.162 COMPUTED DOWNSTREAM PIPEFLOW DEPTH(FEET) = 4.585 **********DESCRIPTION OF * NODE 17 TO NODE 18 **********************4:*********************$:*****>k:kVc*** kik****************4:*, **+.********,*F***4:************************* **4:****k:***4:***4: 4:**********N:rk*>F:*** >>>>PIPE -FLOW JUNCTION INPUT INFORMATION«<< PIPE FLOW DIAMETER SLOPE FRICTION -- ANGLE - - FLOWLINE (CFS> (INCHES) <DECIMAL) FACTOR (DEGREE) ELEVATION UPSTREAM 350,00 54.000 .06720 .0130 0.000 1627.60 DOWNSTREAM 425.00 54.000 .07250 .0130 0.000 1627.01 LATERAL #1 75.00 36.000 .01800 .0130 45.000 1628.06 LATERAL #2 0.00 42.000 .01280 .0130 45.0010 1585.90 MAINLINE FLOWDEPTH INPUT INFORMATION: UPSTREAM PIPEFLOW DEPTH(FEET): 0.00 DOWNSTREAM PIPEFLOW DEPTH(FEET): 0.00 -- PIPEFLOW NORMAL AND CRITICAL DEPTH INFORMATION: PIPE CRITICAL DEPTH NORMAL DEPTH (FEET) (FEET) UPSTREAM 4.439 2.739 DOIAN5TREAM 4.471 3.052 2a( LATERAL #1 2.719 2.102 LATERAL #2 0.000 0.000 PRESSURE -PLUS -MOMENTUM DETERMINATION BASED ON VARIABLE: "BALANCE" =(Z+D1-D2)*(A1+A2)*Gi2.-02*02/A2'+01*01*COS(ANGLEI)/A1 +Q3*03*COS(ANGLE3)/A3'+Q4*04*COS(ANGLE4)/A4 UPSTREAM FLOW IS SUPERCRITICAL; CHECK FOR HYDRAULIC JUMP: PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL41 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT**4) 2.739 4.471 2.102 -;0.000 994. *UPSTREAM FLOW DOMINATES JUNCTION HYDRAULICS: *NO HYDRAULIC JUMP OCCURS AT JUNCTION. PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL#1 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FTW*4) ----------------------------------------------------------------- 2. 7 39 2.236. 2.102 0.000 -9742. 2.739 3.354 2.102 0.008 -1379, 2.739- 3.912 2.1.02 0.000 304. 2.739 3.633 2.102 0.000 -406. 2.739 3.773 2.102 0.000 -21. 2.739 3.843 2.102 0.000 149. 2.739 3.898 2.102 0.000 66. 2.739 3.790 2.102 0.000 23. 2.739 3.781 2.102 0.000 1. 2.739 3. 777 2.102 0.000 -10. 2.739 3.7.79 2.102 0.000 -4. 2.739 3.780 2.102 0.000 -2. 2..739 3.781 2.102 0.000 -. ---------------------------------------------------------------------------- UPSTREAM CONTROL ASSUMED AT JUNCTION COMPUTED UPSTREAM PIPEFLOW DEPTH(FEET) = 2.739 COMPUTED DOWNSTREAM PIPEFLOW DEPTH(FEET) = 3.781 **********DESCRIPTION OF *-NODE 19 TO NODE 20 ***+}�***W**�k>k**�k�k�k**�F�*�k�*��$��***�k�k*�k�*****�k�k�*`k**>k>k>k�k��k>kik}k*�Ic**�k**�k>k*kc>k�lc8:`►:�}:�1:>k:T ************3f:**W.****,****************************M:?k**)+:*4:K!*************W****** >> »PIPE -FLOW JUNCTION INPUT INFORMATION<<<< PIPE FLOW DIAMETER SLOPE FRICTION ANGLE FLOWLINE (CFS) (INCHES> (DECIMAL) FACTOR (DEGREES) ELEVATION UPSTREAM 190.00 48.000 .03076 .0130 0.000 1696.10 DOIJNSTREAM 333.00 54.000 .02900 .0130 0.000 1695.10 LATERAL #1 143.00 48.000 .09680 10130 45.000 1696.10 LATERAL #2 0.00 42.000 .01280 .0130 45.000 1585.90 MAINLINE FLOWDEPTH INPUT INFORMATION= UPSTREAM PIPEFLOW DEPTH(FEET): 0.00 DOWNSTREAM PIPEFLOW DEPTH(FEET): 0.00 =aao==a^csa ;ca==sa: carats=sa:=a.asaaarsasn=ca..cr=a=s=;=.-_ :r=r :_avxc: sac__ 'IPEFLOW NORMAL AND CRITICAL DEPTH INFORMATION! -PIPE CRITICAL DEPTH NORMAL DEPTH ( F =ET , ( FEET ) UPSTREAM 3.814 7. DOWNSTREAM 4.425 3. 666 2G 2 LATERAL #1 3.537 1.555 LATERAL #2 0.000 0.000 PRESSURE -PLUS -MOMENTUM DETERMINATION BASED ON VARIABLE: "BALANCE" =(Z+Di-D2)*(Ai+A2)*G/2,-02*02/A2'+Q1*01 *COS (ANGLE I)/Ai +03*03*COS(ANGLE3)/A3'+04*.04*COS<ANGLE4)/A4 - - -- - UPSTREAM FLOW IS SUPERCRITICAL; CHECK FOR HYDRAULIC JUMP: PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR. LOSSES) UPSTREAM DOWNSTREAM LATERAL#1 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT**4) 2.595 4.425-- 1.555 0.000 59. *UPSTREAM FLOW DOMINATES .JUNCTION HYDRAULICS: *NO HYDRAULIC JUMP OCCURS AT JUNCTION. PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL#1 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT**:4) 2.595 2.212 1.555 0.000 -6499. -----^ 2.595 3.318 1.555 0.000 -1341. 2.595 3.872 1.555 0..0.00 -338. 2.595 4.148 1.555 0.000 -64. 2.595 4.286 1.555 0.000 19. 2.595 4.217 1.555 0.000 -18. 2.595 4.252 1.555 0.000 2. 2,595 4.234 1.555 0.000 -8. 2.595 4.243 1.555 0.000 -3. 2.595 4,247 1.555 0.000 -1. 2.595 4.250 1.555 0.000 1. 2..595 4.248 1.555 0.000 , 2.595 4.248 1.555 0.000 -, ---------------------------------------------------------------------------- UPSTREAM CONTROL ASSUMED AT JUNCTION COMPUTED UPSTREAM PIPEFLOW DEPTH(FEET) = 2.595 COMPUTED DOWNSTREAM PIPEFLOW DEPTH(FEET) = 4.248 *:*********DESCRIPTION OF * NODE 21 TO NODE 22 »: * **:***?k***kik**>k*>k>k************4c********************>kik****>k*>k>h*N:**********.* **4: **4f****:**e* ****:**:*:*:*:****4:**:*:**********:**:****:*:*:*:*:*:***:*:***:*:**:**:******:***:** *.*** * >>PIPE -FLOW JUNCTION INPUT INFORMATION `<; PIPE FLOW DIAMETER SLOPE FRICTION -- ANGLE FLOWLINE (CFS) (INCHES) (DECIMAL) FACTOR (DEGREES) ELEVATION UPSTREAM 112.00 36.000 .05380 .0130 0.000 1701.50 DOWNSTREAM 143.00 48.000 .01360 .0130 0.000 1701.40 LATERAL#1 31.00 36,000 .01000 .0130 45.000 1701.50 LATERAL #2 0.00 42.000 .01280 .0130 45.000 1585.90 MAINLINE FLOWDEPTH INPUT INFORMATION1 UPSTREAM PIPEFLOW DEPTH(FEET): 0.00 DOWNSTREAM PIPEFLOW DEPTH(FEET): 0.00 c�.x:staatxmxaa.-;axraaaoo-..oxt:-r=-q:.x=axa=.:=r.;aa=acc....-r...cax__-xrrxmaaca :=ax 'iPEFLOW NORMAL AND CRITICAL DEPTH INFORMATION: PIPE CRITICAL DEPTH NORMAL DEPTH -- (;FEET) (FELT) UPSTREAM 2.932 1.892 DOWNSTREAM 3.537 2.942 LATERAL.#1 1.805 1.437 LATERAL #2 0.000 0.000 2 G3 PRESSURE -PLUS -MOMENTUM DETERMINATION BASED ON VARIABLE: "BALANCE" _(Z+D1-D2)*(A1+A2)*G/2.-02*02/A2'+fel*01*COS(ANGLEI)/A1 +03*03*COS(ANGLE3)/A3'+04*04*COS( ANGLE4)/A4 ----------------------------- --- _------------------------------------------- UPSTREAM --_ - ----------_-_--_-_------ UPSTREAM FLOW IS SUPERCRITICAL, CHECK. FOR HYDRAULIC JUMP• PIPEFLOW FORCE -PLUS -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL01 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT** 4) 1.892 3.537 1.437 0.000 725. *UPSTREAM FLOW DOMINATES •JUNCTION HYDRAULICS. LIC JUMP OCCURS AT JUNCTION. *NO HIDRAU -------_ -PLUS _ -MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) PIPEFLOW FORCE UPSTREAM DOWNSTREAM LATERAL#1 LATERAL#2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(F"i) DEPTH(FT) (FT *:*4) ---- ------------------------.------------- 1.892 1.769 1.437 0.000 .-905. 1.892 2.653 1.437 0.000 419. ' 1.892 2.211 1.4.37. 0.000 -38. 1.892 2,432 1.437 0.000 227. 1.892 2.321 1.437 0.000 105. 1.892 2.266 1.437 0.090 37. j 1.892 2.238 1.437 0.000 1.892 2.225 1.437 0.000 -19. f 1.892 2.232 1.437 0.000 -9. 1.892 2.235 1.437 0.000 -5• 1.892 2.237 1.4.37 0.000 -2• 1.892 2.238 1.437 0.000 -1• 1.892 2.238 1.437 0.000 -, ----------------------------- UPSTREAM CONTROL ASSUMED AT JUNCTION ------------ ----COMPUTED UPSTREAMIPIPEFLOWEDEPTHEFEET) .238 COMPUTED DOWNSTREAM =1.282