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CT 82-23; Plaza Paseo Real; Preliminary Drainage Study; 1989-09-30
- PRELIMIN~Y DRAINAGE STUDY €or Plaza Paseo Real Prepared for: CARLSBAD RETAIL ASSOCIATES 3150 Bristol Street Suite 250 Costa Mesa, California 92626 (714) 5.56-7300 Prepared by: RICK ENGINEERING COMPANY 1959 Palomar Oaks Way, Suite 200 Carlsbad, California 92009 (619) 431-8200 September 30, 1989 Job Number 10894-E TABLE OF CONTENTS section I. INTRODUCTION 11. DRAINAGE CRITERIA AND METHODOLOGY 111. EXPLANATION OF THE RATI0NA.L METHOD COMPUTER PROGRAM IV. RATIONAL METHOD COMPUTER OUTPUT V. HYDRAULIC CALCS VI. DRAINAGE STUDY MAPS I. INTRODUCTION The followihg report was prepared as a requirement of the grading permit application process at the City of Carlsbad. The site consist of approximately 28 acres of proposed commercial development. It is bordered on the north and west by future residential developments and to the south by existing residential development. The eastern border is along El Camino Real. Offsite flows are being accepted on the northern, western and eastern boundaries. These flows were obtained from offsite studies which were prepared at an earlier date. i .. . " 't'c 0 - OE v N T m a h U In .. -.. . . . .. .. .. 6-Hour Precipitation (inches) .. . .':.: - 0InoUYom 0 v) 0 m 0 . . . . . . . . . V f' .. -1 < " Y .. EXPLANATION OF THE RATIONAL METHOD PROGRAM AND CODES The rational method program is a computer aided design program where the user develops a node link model of the watershed. The node link model is created by developing independent node link models of each interior watershed and linking these sub-models together at confluence points. hydrologic and hydraulic processes. These processes are assigned code The program has the capability of performing calculations for eight numbers which appear in the printed output. The code numbers and their meanings are as follows: - CODE 1: CODE 2: CODE 3: CODE 4: CODE 5: CODE 6: CODE 7: CODE 8: CODE 9: Confluence analysis at a node Initial subarea analysis Pipe flow travel time (computer estimated pipe size) Pipe flow travel time (user specified pipe size) Trapezoidal channel travel time Street flow analysis through subarea User specified information at a node Addition of subarea runoff to main line V-Gutter flow analysis through subarea ****X****X*****************~***************~***********~*********~******~*~~ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN OIEGO COUNTY FLOOD CONTROL DISTRICT (c) Copyright 1982-88 Advanced Engineering Software (aes) Uer. 4.lA Release Date: 1/09/89 Serial # 3020 Analysis prepared by: 1985,1981 HYDROLOGY MANUAL Rick Engineering Company 5E20 Friars Road, SBn Diego, CA 92110 Water Resources Division (619) 291-0707 **ltltlttt*t*ll*il******** DESCRIPTION OF STUDY *****IIIII~*~IC**~*~***+** * PLAZA PASEO REAL HYDROLOGY * * PREPARED BY R.E.C. *9-30-89 J.N. 10894E .......................................................................... FILE NAME: A:10894.100 TIME/DATE OF STUDY: 5:32 91 311989 USER SPECIFIED HYOROLOGY AND HYDRAULIC MODEL INFORMATION: ....................................... ....................................... 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(1NCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DEC1MAL) TO USE FOR FRICTION SLOPE = .90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED ............................................................................ FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 *USER SPECIFIED(SUBAREA): ...................................... ......................................................................... -=a== INITIAL SUBAREA FLOW-LENGTH(FEET) = 85.00 UPSTREAM ELEVATION = 243.00 DOWNSTREAM ELEVATION = 208.00 ELEVATION DIFFERENCE = URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 15.915 35.00 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.246 TOTAL AREA(ACRES ) = SUBAREA RUNOFF( CFS ) = .66 .51 TOTAL RUNOFF( CFS ) = .66 ............................................................................ FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 3 .................................... >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATE0 PIPESIZE (NON-PRESSURE FLOW)<<<<< ............................................................................. ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.8 DOWNSTREAM NODE ELEVATION = 187.00 UPSTREAM NODE ELEVATION = 205.00 FLOWLENGTH(FEET) = 40.00 MANNINGS N = .013 ESTIMATED PIPE OIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = .66 TRAVEL TIME(M1N.) = .05 TC(M1N.) = 15.97 . ~ ............................................................................ FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: RAINFALL INTENSITY (INCH./HOUR) = 3.24 TIME OF CONCENTRATION(M1NUTES) = 15.97 TOTAL STREAM AREA (ACRES ) = TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .51 .66 ............................................................................. ............................................................................ FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY OEUELOPMENT RUNOFF COEFFICIENT = .4000 ....................................... ............................................................................ INITIAL SUBAREA FLOW-LENGTH(FEET) = 45.00 DOWNSTREAM ELEVATION = 190.00 UPSTREAM ELEVATION = 209.00 ELEVATION DIFFERENCE = 19.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 11.620 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.976 DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. SUBAREA RUNOFF( CFS) = .25 TOTAL AREA(ACRES) = .16 TOTAL RUNOFF(CFS) = .25 ............................................................................ FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCE0 STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 11.62 RAINFALL INTENSITY (INCH./HOUR) = 3.98 TOTAL STREAM AREA (ACRES ) = .16 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .25 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY """"""""""""""""~"""""""""""""""""""""- ....................................... --=====PS=_P=_=ESIP~E=========-PII=I NUMBER (CFS) (MIN. ) (INCH/HOUR) ___"__"_""~_"~"""""""""""~"""""""~""""""""-" 1 .66 2 15.97 .25 11.62 3.239 3.976 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = TOTAL AREA(ACRES) = -87 TIME(M1NUTES) = 15.967 .67 .87 .79 ........................................................................... FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 3 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................. ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.2 DOWNSTREAM NODE ELEVATION = 185.00 UPSTREAM NODE ELEVATION = 187.00 ESTIMATED PIPE DIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 FLOWLENGTH(FEET) = 130.00 MANNINGS N = .013 PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(M1N.) = .52 TC(MIN.) = 16.48 .87 ****t***************~****************************f**~********~************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 16.48 RAINFALL INTENSITY (INCH./HOUR) = 3.17 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = TOTAL STREAM AREA (ACRES ) = .67 . 87 ............................................. .................................. ............................................................................ FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 """_31===__ - - - - - - - ................................................................. UPSTREAM ELEVATION = 230.00 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 DOWNSTREAM ELEVATION = 216.00 ELEVATION DIFFERENCE = 14.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 10.812 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.166 DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. SUBAREA RUNOFF( CFS ) = .55 TOTAL AREA(ACRES) = .33 TOTAL RUNOFF( CFS ) = .55 ............................................................................ FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 3 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ ESTIMATED PIPE OIAMETER(1NCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.9 UPSTREAM NODE ELEVATION = 213.00 DOWNSTREAM NODE ELEVATION = 189.50 FLOWLENGTH(FEET) = 55.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER( INCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = .55 TRAVEL TIME(M1N.) = .08 TC(M1N.) = 10.89 ............................................................................ FLOW PROCESS FROM NODE 106.00 TO NODE 103.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ""~"""""""_"""""""""""""""""""""""~""""~ ................................................................ """"" ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 12.000 OEPTH OF FLOW IN 12.0 INCH PIPE IS 2.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.4 UPSTREAM NODE ELEVATION = 189.50 DOWNSTREAM NODE ELEVATION = 185.00 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .013 ESTIMATED PIPE OIAMETER(1NCH) = 12.00 NUMBER OF PIPES = I PIPEFLOW THRU SUBAREA(CFS) = .55 TRAVEL TIME(M1N. ) = .31 TC(M1N.) = 11.20 ............................................................................ FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES<<<<< CONFLUENCE VALUES USE0 FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 11.20 RAINFALL INTENSITY (INCH./HOUR) = 4.07 TOTAL STREAM AREA (ACRES ) = .33 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .55 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS ) (MIN. ) (INCH/HOUR) ....................................... ............................................................................. ........................................ 1 .E7 16.48 2 3.174 .55 11.20 4.073 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCEO RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = TOTAL AREA(ACRES) = 1.30 TIME(M1NUTES) = 16.484 1 .OO 1.30 1.23 ............................................................................ FLOW PROCESS FROM NODE 103.00 TO NOOE 118.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 12.000 PIPEFLOW VELOCITY(FEET/SEC.) = 5.3 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.2 INCHES DOWNSTREAM NODE ELEVATION = 181.10 UPSTREAM NODE ELEVATION = 185.00 ESTIMATED PIPE DIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 FLOWLENGTH(FEET) =- 180.00 MANNINGS N = .013 PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(M1N. ) = 1.30 .56 TC(M1N.) = 17.05 ...................................... ............................................................................. ............................................................................ FLOW PROCESS FROM NODE 118.00 TO NOOE 118.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: RAINFALL INTENSITY (INCH./HOUR) = 3.11 TIME OF CONCENTRATION(M1NUTES) = 17.05 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = TOTAL STREAM AREA (ACRES) = 1.00 1.30 ...................................... ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 106.00 TO NOOE 117.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 *USER SPECIFIED(SUB6REA): INITIAL SUBAREA FLOW-LENGTH(FEET) = 420.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = 192.50 ELEVATION DIFFERENCE = 188.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 14.979 4.50 """""""""""""""~""""""""""""""""""""""- ............................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.376 SUBAREA RUNOFF( CFS ) = 2.86 TOTAL AREA(ACRES ) = 1.21 TOTAL RUNOFF( CFS ) = 2.86 ............................................................................ FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ...................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.376 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 *USER SPECIFIED( SUBAREA ): SUBAREA AREA( ACRES) = .43 SUBAREA RUNOFF( CFS ) = .58 TOTAL AREA(ACRES) = 1.64 TOTAL RUNOFF(CFS ) = 3.44 TC(M1N) = 14.98 **********I**************************~****************~*~********~*********~ FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 3 >>>>>USING COMPUTER-ESTIMATE0 PIPESIZE (NON-PRESSURE FLOW)<<<<< >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ""_"""__"""_""~"""""""""""""""""""""""""~ """""""_~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ """""""_ ..................... ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.3 UPSTREAM NODE ELEVATION = 184.00 DOWNSTREAM NODE ELEVATION = 181.10 FLOWLENGTH(FEET) = 35.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER( INCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.44 TRAVEL TIME(M1N.) = .05 TC(M1N.) = 15.03 ............................................................................ FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USE0 FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 15.03 RAINFALL INTENSITY (INCH./HOUR) = 3.37 TOTAL STREAM AREA (ACRES ) = 1.64 TOTAL STREAM RUNOFF(CF5) AT CONFLUENCE = 3.44 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 1.30 17.05 3.106 2 3.44 15.03 3.368 """"""""__"~"""""""""""""""""""""""""""- """""_~~~~~~~~~~"""~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ """""_ ...................................... RhINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = 4.64 TIME(MINUTE5) = 15.031 TOTAL AREA(ACRE5) = 2.64 4.47 4.64 *************.*.*****************************+****~~*****~***~********~****f FLOW PROCESS FROM NODE 118.00 TO NODE 109.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUEAREA<<<<< >>>>>USING COMPUTER-ESTIMATE0 PIPESIZE (NON-PRESSURE FLOW)<<<<< """"""""""""""""~"""""""""""""""""""""- ............................................................................. DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.3 INCHES UPSTREAM NODE ELEVATION = 181.10 PIPEFLOW UELOCITY(FEET/SEC.) = 3.3 DOWNSTREAM NODE ELEVATION = 179.50 FLOWLENGTH(FEET) = 40.00 MANNINGS N = .013 PIPEFLOW THRU SUBAREA(CF5) = ESTIMATED PIPE DIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N. ) = 4.64 .07 TC(M1N.) = 15.10 ............................................................................ FLOW PROCESS FROM NODE 109.00 TO NOOE 111.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUEAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 12.000 PIPEFLOW VELOCITY(FEET/SEC.) = 13.4 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.5 INCHES DOWNSTREAM NODE ELEVATION = 174.50 UPSTREAM NODE ELEVATION = 179.00 FLOWLENGTH(FEET) = 43.00 MANNINGS N = ,013 ESTIMATED PIPE DIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.64 TRAVEL TIME(M1N.) = .05 TC(M1N.) = 15.16 "~"""""""_""""""""""""""""~""""""""""""~ ............................................................................. ............................................................................ FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 ...................................... >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ............................................................................ CONFLUENCE VALUES USE0 FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 15.16 RAINFALL INTENSITY (INCH./HOUR) = 3.35 TOTAL STREAM AREA (ACRES ) = 2.64 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4.64 ............................................................................ FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ...................................... ........................................................................... USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 14.00 RAIN INTENSITY(INCH/HOUR) = 3.53 TOTAL AREA(ACRES) = 39.70 TOTAL RUNOFF(CFS) = 74.20 ............................................................................ FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS COOE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATE0 PIPESIZE (NON-PRESSURE FLOW)<<<<< ...................................... ""-"" ................................................................. DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.8 UPSTREAM NODE ELEVATION = 178.00 OOWNSTREAM NODE ELEVATION = 173.80 FLOWLENGTH(FEET) = 76.00 MANNINGS N = ,013 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(M1N.) = .06 74.20 TC(M1N.) = 14.06 *.****************************++********~~***~*~***t********~*~***~********t FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS COOE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< _""""""""""""""""""""""""""""""~""""""" >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ............................................................................. CONFLUENCE VALUES USE0 FOR INOEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 14.06 RAINFALL INTENSITY (INCH./HOUR) = 3.52 TOTAL STREAM AREA (ACRES) = 39.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 74.20 STREAM RUNOFF CONFLUENCE INFORMATION: TIME INTENSITY NUMBER (CFS) (MIN. ) (INCHIHOUR) 1 4.64 15.16 3.350 2 74.20 14.06 3.516 ""~__"""____"_"""""""""""""""""""""""""""" RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCE0 RUNOFF VALUES ARE AS FOLLOWS: COMPUTE0 CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = TOTAL AREA(ACRES) = 78.62 TIME(M1NUTES) = 14.061 42.34 75.33 78.62 ............................................................................ FLOW PROCESS FROM NOOE 111.00 TO NODE 112.00 IS COOE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< "~""_"""""""""~""""""""""""""""""""""""~ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< """""""~~~~~~~~~~~~_=~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ """"""" DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.2 INCHES PIPEFLOW UELOCITY(FEET/SEC.) = 14.3 UPSTREAM NODE ELEVATION = 173.80 OOWNSTREAM NOOE ELEVATION = 168.60 FLOWLENGTH(FEET) = 260.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = I PIPEFLOW THRU SUBAREA(CFS) = 78.62 TRAVEL TIME(M1N. ) = .30 TC(M1N.) = 14.36 ............................................................................ FLOW PROCESS FROM NOOE 114.00 TO NOOE 113.00 IS CODE = 7 ............................................................................ FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TIME OF CONCENTRATION(M1NUTES) = 6.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: RAINFALL INTENSITY ( INCH. /HOUR) = 6.09 TOTAL STREAM AREA (ACRES) = 2.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 11.90 ....................................... ............................................................................ *l****X*ttX***.~t*************************~*~***~*~**~***~**********~~*+***t FLOW PROCESS FROM NODE 204.00 TO NOOE 204.00 IS CODE = 7 ........................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 29.16 RAIN INTENSITY(INCH/HOUR) = 2.20 TOTAL AREA(ACRES ) = 16.70 TOTAL RUNOFF(CFS ) = 24.95 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 204.00 TO NOOE 131.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< - ....................................... ............................................................................ DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.9 INCHES UPSTREAM NODE ELEVATION = 177.60 PIPEFLOW VELOCITY(FEET/SEC.) = 10.6 FLOWLENGTHCFEET) = 78.00 MANNINGS N = ,013 DOWNSTREAM NOOE ELEVATION = 176.12 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = I PIPEFLOW THRU SUEAREA(CFS) = TRAVEL TIME(M1N.) = 24.95 .I2 TC(M1N.) = 29.28 ............................................................................ FLOW PROCESS FROM NOOE 131.00 TO NOOE 113.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUEAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ................................................................................... DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.5 UPSTREAM NODE ELEVATION = 175.79 DOWNSTREAM NODE ELEVATION = 174.00 FLOWLENGTH(FEET) = ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 94.50 MANNINGS N = .013 PIPEFLOW THRU SUEAREA(CFS) = 24.95 TRAVEL TIME(M1N.) = .I5 TC(MIN.) = 29.43 ............................................................................ FLOW PROCESS FROM NOOE 113.00 TO NODE 113.00 IS CODE = I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AN0 COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: RAINFALL INTENSITY (INCH./HOUR) = 2.18 TIME OF CONCENTRATION(M1NUTES) = 29.43 TOTAL STREAM RUNOFF(CFS1 AT CONFLUENCE = TOTAL STREAM AREA (ACRES ) = 16.70 24.95 CONFLUENCE INFORMATION: STREAM RUNOFF NUMBER TIME INTENSITY (CFS ) (MIN. ) ( INCH/HOUR ) ....................................... .......................................................................... 1 11.90 6.00 6.090 2 24.95 29.43 2.183 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTE0 CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = 29.22 TIME(M1NUTES) = 29.433 TOTAL AREA(ACRES ) = 18.80 20.85 29.22 ............................................................................ FLOW PROCESS FROM NODE 113.00 TO NODE 112.00 IS CODE = 3 >>>>>COMPUTE P1PEFLI)W TRAUELTIME THRU SUEAREA<<<<< >>>>>USING COMPUTER-ESTIMATE0 PIPESIZE (NON-PRESSURE FLOW)<<<<< ....................................... ............................................................................ DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.9 INCHES PIPEFLOW UELOCITY(FEET/SEC.) = 11.0 UPSTREAM NOOE ELEVATION = 178.70 FLOWLENGTH(FEET1 = 160.00 MANNINGS N =, .013 DOWNSTREAM NODE ELEVATION = 175.50 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 29.22 TRAVEL TIME(M1N. ) = .24 TC(MIN.1 = 29.67 ............................................................................ FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 29.67 RAINFALL INTENSITY (INCH./HOUR) = 2.17 TOTAL STREAM AREA (ACRES ) = 18.80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 29.22 ....................................... ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 111.00 TO NOOE 112.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< """""""""""""""""""~""""""""""""""""""- ===" ................................................................. USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.36 RAIN INTENSITY(INCH/HOUR) = 3.47 TOTAL AREA(ACRES 1 = 42.34 TOTAL RUNOFF(CFS ) = 78.62 ............................................................................ FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCE0 STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: RAINFALL INTENSITY (INCH./HOUR) = 3.47 TIME OF CONCENTRATION(M1NUTES) = 14.36 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = TOTAL STREAM AREA (ACRES ) - 42.34 78.62 ...................................... ............................................................................ CONFLUENCE INFORMATION: STREAM RUNOFF NUMBER TIME INTENSITY (CFS ) (MIN. ) ( INCH/HOUR) 1 2 29.22 29.67 2.172 78.62 14.36 3.469 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: TOTAL AREA(ACRES ) = 61.14 78.44 96.91 RUNOFF1CFS) = . 96.91 TIME(M1NUTES) = 14.360 - ............................................................................ FLOW PROCESS FROM NODE 112.00 TO NOOE 207.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ...................................... ............................................................................ DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.5 UPSTREAM NODE ELEVATION = 175.50 DOWNSTREAM NODE ELEVATION = 171.00 FLOWLENGTH(FEET) = 150.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(M1N. ) = 96.91 .14 TC(M1N.) = 14.50 ***********************************t**+*********~***********~***?***+***++** FLOW PROCESS FROM NODE 125.00 TO NODE 205.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .E500 INITIAL SUBAREA FLOW-LENGTH(FEET1 = 30.00 UPSTREAM ELEVATION = 202.00 ELEVATION DIFFERENCE = DOWNSTREAM ELEVATION = 200.00 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 1.951 +CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH TIME OF CONCENTRATION ASSUMED AS 5-MINUTES ............................................................................ DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. I00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 SUBAREA RUNOFF( CFS ) = TOTAL AREA(ACRES) = .12 .02 TOTAL RUNOFF(CFS) = .I2 *****~*l*****+*********************t********+*+***********~************~**** FLOW PROCESS FROM NODE 205.00 TO NODE 123.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< STREET LENGTHtFEET) = 320.00 CURB HEIGTH( INCHES) = 6. UPSTREAM ELEVATION = 200.00 DOWNSTREAM ELEVATION = 183.90 STREET HALFWIDTH(FEET) = 22.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ...................................... ...................................................................................... COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .E500 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .66 STREET FLOWOEPTH(FEET) = .18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.68 HALFSTREET FLOODWIOTH( FEET ) = 2.46 PRODUCT OF DEPTH&VELOCITY = .64 STREETFLOW TRAVELTIME(M1N) = 1.45 TC(M1N) = 6.45 100 YEAR RAINFALL INTENSITY(INCH/HDUR) = 5.812 *USER SPECIFIEO(SU8AREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .E500 SUBAREA AREA( ACRES ) = ,22 SUBAREA RUNOFF( CFS ) = 1.09 SUMMED AREA( ACRES ) = .24 TOTAL RUNDFF(CFS ) = 1.20 END OF SUBAREA STREETFLOW HYORAULICS- OEPTH(FEET) = .21 HALFSTREET FLOODWIOTH(FEET) = 4.38 FLOW VELOCITY(FEET/SEC.) = 3.88 OEPTH*VELDCITY = . 83 ............................................................................ FLOW PROCESS FROM NODE 123.00 TO NODE 122.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.1 INCHES ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 12.000 UPSTREAM NODE ELEVATION = 179.90 PIPEFLOW UELOCITY(FEET/SEC.) = 5.1 FLOWLENGTH(FEET) = 65.00 MANNINGS N = .013 DOWNSTREAM NODE ELEVATION = 178.60 PIPEFLOW THRU SUEAREA(CFS) = ESTIMATED PIPE DIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 1.20 TRAVEL TIME(M1N.) = .21 TC(M1N.) = 6.66 ....................................... ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< """""""~~~_ """"""" ............................................................ CONFLUENCE VALUES USE0 FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTE5) = 6.66 RAINFALL INTENSITY (INCH./HOUR) - 5.69 TOTAL STREAM AREA (ACRES ) = .24 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.20 I*******.***************~***********************************~~************** FLOW PROCESS FROM NODE 124.00 TO NODE 206.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 +USER SPECIFIED(5UBAREA): UPSTREAM ELEVATION = INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 DOWNSTREAM ELEVATION = 187.60 ELEVATION DIFFERENCE = 186.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTE5) - 2.010 1.30 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH ........................................ ===I==P3========SII~r=-I"=====E=-====r=========================~~~==="=== DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 TINE OF CONCENTRATION ASSUME0 AS 5-MINUTES SUBAREA RUNOFF( CFS ) = TOTAL AREA(ACRES ) = .I8 .03 TOTAL RUNOFF(CFS) = .I8 ............................................................................ FLOW PROCESS FROM NODE 206.00 TO NODE 122.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 186.30 DOWNSTREAM ELEVATION = STREET LENGTH( FEET I = 115.00 CURB HEIGTH( INCHES ) = 6. 183.50 STREET HALFWIDTH(FEET) = 15.00 STREET CROSSFALL(0ECIMAL) = .0200 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 """""r_===_ """"" ................................................................... **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREET FLOWDEPTH( FEET ) = .20 .69 AVERAGE FLOW VELOCITY(FEET/SEC.) = , 2.77 HALFSTREET FLOOOWIDTH(FEET) = 3.61 PRODUCT OF DEPTH&VELOCITY = .55 STREETFLOW TRAVELTIME(M1N) = .69 TC(M1N) = 5.69 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.301 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 *USER .SPECIFIEO(SUEAREA): SUBAREA AREA( ACRES ) = SUMMED AREA( ACRES ) = .18 SUBAREA RUNOFF(CFS ) = 1.02 .21 TOTAL RUNOFF(CFS ) = EN0 OF SUBAREA STREETFLOW HYDRAULICS: 1.21 OEPTH(FEET) = .23 HALFSTREET FLOODWIOTH(FEET) = 5.30 FLOW VELOCITY(FEET/SEC.) = 3.02 OEPTH*VELOCITY = .70 ............................................................................ FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AN0 COMPUTE VARIOUS CONFLUENCE0 STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 5.69 RAINFALL INTENSITY ( INCH. /HOUR) = 6.30 TOTAL STREAM AREA (ACRES ) = .21 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.21 CONFLUENCE INFORMATION: NUMBER (CFS ) STREAM RUNOFF TIME INTENSITY (MIN. ) ( INCH/HOUR ) ....................................... ................................................................................ ...................................... 2 1 1.20 6.66 5.691 1.21 5.69 6.301 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USE0 FOR 2 STREAMS VARIOUS CONFLUENCE0 RUNOFF VALUES ARE AS FOLLOWS: COMPUTE0 CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) - 2.29 TIME(M1NUTES) = 5.692 TOTAL AREA( ACRES ) = .45 2.29 2.29 ............................................................................ FLOW PROCESS FROM NODE 122.00 TO NODE 120.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ....................................... >>>>>USING COMPUTER-ESTIMATE0 PIPESIZE (NON-PRESSURE FLOW)<<<<< .......................................................................... DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.0 UPSTREAM NODE ELEVATION = 178.60 DOWNSTREAM NODE ELEVATION = 176.20 FLOWLENGTH(FEET) = 120.00 MANNINGS N = .013 PIPEFLOW THRU SUBAR€A(CFS) = ESTIMATED PIPE DIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 2 29 TRAVEL TIME(M1N.) = .33 TC(M1N.) = 6.02 ............................................................................ FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE 1 >>>>>DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = G.02 TOTAL STREAM AREA (ACRES ) = RAINFALL INTENSITY (INCH./HOUR) = 6.07 .45 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.29 ...................................... """""_~""""~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ ............................................................................ FLOW PROCESS FROM NODE 188.00 TO NODE 121.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ...................................... ...................................................................... """"""_ *USER SPECIFIED(SU8AREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION = 189.00 DOWNSTREAM ELEVATION = 186.00 ELEVATION DIFFERENCE = URBAN SUEAREA OVERLAND TIME OF FLOW(MINUTE5) = 9.565 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.508 SUBAREA RUNOFF( CFS ) = 6.89 TOTAL AREA(ACRES) = 1.91 TOTAL RUNDFF(CFS) = 6.89 ............................................................................ FLOW PROCESS FROM NODE 121.00 TO NODE 120.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.4 UPSTREAM NODE ELEVATION = 178.70 DOWNSTREAM NODE ELEVATION = 176.20 FLOWLENGTH(FEET) = 10.00 MANNINGS N = ,013 ESTIMATED PIPE DIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUEAREA(CFS) = 6.89 ....................................... ........................................................................... TRAVEL TIME(M1N. ) = .OO TC(MIN.) = 9.57 ............................................................................ FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 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(M1NUTES) = 9.57 RAINFALL INTENSITY (INCH./HOUR) = 4.51 TOTAL STREAM AREA (ACRES ) = TOTAL STREAM RUNOFMCFS) AT CONFLUENCE = 1.91 6.89 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS ) (MIN. ) (INCH/HOUR) ....................................... ............................................................. --==============E ...................................... 2 1 2.29 6.02 6.89 9.57 6.074 4.506 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = TOTAL AREA(ACRES ) = 8.59 TIME(MINUTE5) = 9.573 2.36 7.40 8.59 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.9 UPSTREAM NODE ELEVATION = 176.20 DOWNSTREAM NODE ELEVATION = 166.06 FLOWLENGTH(FEET) = 90.00 MANNINGS N = .013 PIPEFLOW THRU SUEAREA(CFS) = ESTIMATED PIPE DIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 8.59 TRAVEL TIME(M1N. ) = .09 TC(M1N.) = 9.67 **************t******~******~*********~++**a++********************~********* FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ....................................... CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 9.67 RAINFALL INTENSITY (INCH./HOUR) = 4.48 TOTAL STREAM AREA (ACRES ) = 2.36 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 8.59 ........................................ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .BO00 *USER SPECIFIEO(SU8AREA): INITIAL SUBAREA FLOW-LENGTH(FEET) = 320.00 UPSTREAM ELEVATION = OOWNSTREAM ELEVATION = 191.70 185.00 ELEVATION DIFFERENCE = 6.70 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 8.283 ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.947 SUBAREA RUNOFF( CFS ) = 3.56 TOTAL AREA(ACRES ) = .90 TOTAL RUNOFF( CFS ) = 3.56 ~ ............................................................................ FLOW PROCESS FROM NODE 119.00 TO NODE 207.00 IS COOE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATEO PIPE DIAMETER( INCH) INCREASED TO' 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 27.0 UPSTREAM NODE ELEVATION = 179.70 OOWNSTREAM NODE ELEVATION = 166.06 FLOWLENGTH(FEET ) = ESTIMATEO PIPE OIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 15.00 MANNINGS N = .013 PIPEFLOW THRU SUBAREA(CF5) = TRAVEL TIME(M1N. ) = 3.56 .OO TC(M1N.) = 8.29 """""""""" ................................................. """""""""" ............................................................................ FLOW PROCESS FROM NOOE 207.00 TO NODE 207.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TIME OF CONCENTRATION(M1NUTES) = 8.29 CONFLUENCE VALUES USE0 FOR INDEPENDENT STREAM 2 ARE: TOTAL STREAM AREA (ACRES ) - RAINFALL INTENSITY (INCH./HOUR) = 4.94 .90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3.56 ............................................................ ------=="""""" ----"""" ............................................................................ FLOW PROCESS FROM NODE 112.00 TO NODE 207.00 IS CODE = 7 ............................................................................ FLOW PROCESS FROM NODE 207.00 TO NOOE 207.00 IS COOE = 1 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTE5) = 14.50 RAINFALL INTENSITY (INCH./HOUR) = 3.45 TOTAL STREAM AREA (ACRES) = 61.14 TOTAL STREAM RUNOFF(CF5) AT CONFLUENCE = 96.91 STREAM RUNOFF CONFLUENCE INFORMATION: TIME INTENSITY NUMBER (CFS ) (MIN. ) (INCH/HOUR) 2 I 8.59 9.67 4.477 3.56 8.29 4.943 3 96.91 14.50 3.447 ""_"""~""""""""""""""""""~"""""""""""""~ < RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USEO FOR 3 STREAMS VARIOUS CONFLUENCE0 RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = 106.01 TIME(M1NUTES) = 14.500 TOTAL AREA(ACRE5) = 64.40 86.43 78.92 106.01 ............................................................................ FLOW PROCESS FROM NODE 207.00 TO NODE 209.00 IS COOE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ""~"""""""""""""""""""""""""""""""""""- ............................................................................ DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.6 INCHES UPSTREAM NODE ELEVATION = 166.06 PIPEFLOW VELOCITY(FEET/SEC.) = 15.2 FLOWLENGTH(FEET) = 115.00 MANNINGS N = .013 DOWNSTREAM NODE ELEVATION = 163.76 ESTIMATED PIPE DIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CF5) = 106.01 TRAVEL TIME(M1N.) = -13 TC(M1N.) = 14.63 **~*C******C***I*~I*~***~*************************************~*~***~******* FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TIME OF CONCENTRATION(M1NUTES) = 14.63 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TOTAL STREAM AREA (ACRES ) = 64.40 RAINFALL INTENSITY (INCH./HOUR) = 3.43 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 106.01 """"""""""""""""""""""""""""""""-"""""- ......................................................................... ............................................................................ FLOW PROCESS FROM NODE 211.00 TO NODE 208.00 IS CODE = 2 >>>>>RhTIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ...................................... *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .E000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 320.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = 182.00 177.90 " ELEVATION DIFFERENCE = 4.10 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 9.303 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.590 SUBAREA RUNOFF( CFS ) = 4.26 TOTAL AREA(ACRES ) = 1.16 TOTAL RUNOFF(CFS) = 4.26 ............................................................................ FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRV SUBAREA<<<<< """"""_"_____"""""""""""""""""""""""""""" >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< """"""""""""~~~~- ..................................... """""""_""""" ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.8 INCHES UPSTREAM NODE ELEVATION = 173.90 PIPEFLOW VELOCITY(FEET/SEC.) = 20.0 FLOWLENGTH(FEET) = 30.00 MANNINGS N = .013 DOWNSTREAM NOOE ELEVATION = 163.76 ESTIMATE0 PIPE DIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.26 TRAVEL TIME(M1N. ) = .03 TC(MIN.) = 9.33 ............................................................................ FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE = 1 >>>>>AND COMPUTE VARIOUS CDNFLUENCED STREAM VALUES<<<<< >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CDNCENTRATION(M1NUTES) = 9.33 RAINFALL INTENSITY (INCH./HOUR) = 4.58 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = TOTAL STREAM AREA (ACRES ) = I. 16 4.26 CONFLUENCE INFORMATION: STREAM RUNOFF NUMBER (CFS ) (MIN. ) ( INCHIHOUR) TIME INTENSITY ............................................................................ 1 106.01 14.63 2 3.428 4.26 9.33 4.582 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 109.19 TIME(M1NUTES) = 14.626 TOTAL AREA(ACRES) = 65.56 109.19 83.57 ............................................................................ FLOW PROCESS FROM NODE 209.00 TO NODE 212.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ""-=ppIIp=I=D==D==I="==11-==5========1====~~===~=========~~~==========~==~ DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.2 UPSTREAM NODE ELEVATION - 163.76 DOWNSTREAM NODE ELEVATION = 162.96 FLOWLENGTH(FEET) = 40.00 MANNINGS N = .013 ESTIMATED PIPE OIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(M1N. ) = 109.19 .04 TC(M1N.) = 14.67 ********I****X******~**~*********************************~**************~*** FLOW PROCESS FROM NODE 191.00 TO NODE 178.00 IS CODE = 2 >>>>>RATIONAL METHOO INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED( SUBAREA ) : ............................................................................ SINGLE FAMILY DEVELDPMENT RUNOFF COEFFICIENT = .40m UPSTREAM ELEVATION = INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 231 .OO DOWNSTREAM ELEVATION = 201 .OO ELEVATION DIFFERENCE = 30.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 14.719 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USEO. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.414 SUBAREA RUNOFF( CFS ) = TOTAL AREA(ACRES ) = .5G .41 TOTAL RUNOFF(CFS ) = .56 ............................................................................ FLOW PROCESS FROM NODE 178.00 TO NOOE 179.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUEAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ...................................... ............................................................................ ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.4 INCHES PIPEFLOW VELDCITY(FEET/SEC.) = 11.0 DOWNSTREAM NODE ELEVATION = 183.70 UPSTREAM NODE ELEVATION = 197.00 FLOWLENGTH(FEET) = 40.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUEAREA(CFS) = TRAVEL TIME(M1N. ) = .5G .06 TC(M1N.) = 14.78 **I***********.************~******~*****~*~*****~*****~*************~******* FLOW PROCESS FROM NODE 179.00 TO NODE 179.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ...................................... CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: RAINFALL INTENSITY (INCH./HDUR) = 3.40 TIME OF CONCENTRATION(M1NUTES) = 14.78 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = TOTAL STREAM AREA (ACRES) - .41 .5G ............................................................................ FLOW PROCESS FROM NODE 178.00 TO NOOE 179.00 IS CODE = 2 >>>>>RATIONAL METHOO INITIAL SUBAREA ANALYSIS<<<<< ...................................... ................................................................... *USER SPECIFIEO(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .4000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION = 201.00 OOWNSTREAM ELEVATION = 187.70 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = ELEVATION DIFFERENCE = 13.30 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH 9.902 DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.409 SUBAREA RUNOFF( CFS ) = .60 TOTAL AREA(ACRE5 ) = .34 TOTAL RUNOFF( CFS ) = .60 ............................................................................ FLOW PROCESS FROM NODE 179.00 TO NODE 179.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AN0 COMPUTE VARIOUS CONFLUENCE0 STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 9.90 RAINFALL INTENSITY (INCH./HOUR) = 4.41 TOTAL STREAM AREA (ACRES) = .34 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .60 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS ) (MIN.) (INCH/HOUR) ............................................................................ 1 .56 14.78 2 3.405 .60 9.90 4.409 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCE0 RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = TOTAL AREA(ACRES) = 1.03 TIME(M1NUTES) = 9.902 .7s 1.02 1.03 .*+I****X***********************************************************~******* FLOW PROCESS FROM NODE 179.00 TO NODE 180.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 12.000 PIPEFLOW VELDCITY(FEET/SEC.) = 6.4 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.1 INCHES DOWNSTREAM NODE ELEVATION = 175.80 UPSTREAM NODE ELEVATION = 183.70 ESTIMATED PIPE OIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 FLOWLENGTH(FEET) = 180.00 MANNINGS N = .013 PIPEFLOW THRU SUBAREA(CFS) = 1.03 TRAVEL TIME(M1N.) = .47 TC(M1N.) = 10.37 ...................................... .......................................................................... ********lt**l****.*t****+***********.*~**~****~**********~.***~******~****** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 _""""""~"""""""~""""~""""""""""""""""""" >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 10.37 RAINFALL INTENSITY (INCH./HOUR) = 4.28 TOTAL STREAM AREA (ACRES ) = .75 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.03 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 186.00 TO NODE 180.00 IS CODE = 2 >>>>>RATIONAL NETHL~D INITIAL SUBAREA-ANALYSIS<<<<< ............................................................................ *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .a500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00 UPSTREAM ELEVATION = 188.00 DOWNSTREAM ELEVATION = 179.80 ELEVATION OIFFERENCE = URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 5.636 8.20 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.341 DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. SUBAREA RUNOFF( CFS ) = 2.21 TOTAL AREA(ACRES) = .41 TOTAL RUNOFF(CFS) = 2.21 ............................................................................ FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USE0 FOR INDEPENDENT STREAM 2 ARE: RAINFALL INTENSITY (INCH./HOUR) = 6.34 TIME OF CONCENTRATION(M1NUTES) = 5.64 TOTAL STREAM AREA (ACRES ) = TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .41 2.21 CONFLUENCE 1NFORMAT.ION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS ) (MIN. ) ( INCH/HOUR) ...................................... .................................................. """"""E======EI==I==="-"""- ...................................... 1 2 1.03 10.37 2.21 4.280 5.64 6.341 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTE0 CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = 2.91 TIME(M1NUTES) = 5.636 TOTAL AREA(ACRES ) = 1.16 2.52 2.91 ............................................................................ FLOW PROCESS FROM NODE 180.00 TO NODE 181.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ....................................... >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<(<< .............................................................................. ESTIMATE0 PIPE DIAMETER(1NCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.1 INCHES PIPEFLOW UELOCITY(FEET/SEC.) = 9.2 DOWNSTREAM NODE ELEVATION = 173.10 UPSTREAM NODE ELEVATION = 175.80 ESTIMATED PIPE DIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 FLOWLENGTH(FEET) = 50.00 MANNINGS N = .013 PIPEFLOW THRU SUBAREA(CFS) = 2.91 TRAVEL TIME(M1N. ) = .09 TC(MIN.) = 5.73 ...................................................................... FLOW PROCESS FROM NODE 181.00 TO NODE 181.00 IS CODE = I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 5.73 RAINFALL INTENSITY (INCH./HOUR) = 6.28 TOTAL STREAM AREA (ACRES) = 1.16 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.91 ...................................... ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 182.00 TO NODE 181.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 INITIftL SUBAREA FLOW-LENGTH(FEET) = 340.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = 190.00 ELEVATION DIFFERENCE = 177.10 URBAN SUBAREA OVERLAND TIME OF FLDW(M1NUTES) = 6.715 12.90 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH """"""""""~"""""""""""""""""""""""""""- """"""""_ "_ """"""""_ ........................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.664 DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. SUBAREA RUNOFF( CFS ) = TOTAL AREA(ACRES ) = .91 TOTAL RUNOFFCCFS ) = 4.38 4.38 ............................................................................ FLOW PROCESS FROM NODE 181.00 TO NODE 181.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCE0 STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 6.71 RAINFALL INTENSITY (INCH./HOUR) - 5.66 TOTAL STREAM AREA (ACRES ) = .SI TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4.38 CONFLUENCE INFORMATION: STREAM RUNOFF NUMBER TIME INTENSITY (CFS ) (MIN. 1 (INCH/HOUR) ......................................................... -=======SEE====="== """"""""_"""""""""""""""""""""""""""""- 1 2.91 5.73 6.277 2 4.38 6.71 5.664 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCE0 RUNOFF VALUES ARE AS FOLLOWS: COMPUTE0 CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS ) = TOTAL AREA(ACRES ) = 7.00 TIME(M1NUTES) = 6.715 2.07 6.86 7.00 ............................................................................ FLOW PROCESS FROM NODE 181.00 TO NODE - 212.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATE0 PIPESIZE (NON-PRESSURE FLOW)<<<<< ....................................... ............................................................................ ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 12.000 PIPEFLOW VELOCITY(FEET/SEC.) = 34.1 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.7 INCHES UPSTREAM NODE ELEVATION = 173.10 OOWNSTREAM NODE ELEVATION = 162.96 FLOWLENGTH(FEET) = 10.00 MANNINGS N = ,013 ESTIMATED PIPE OIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(M1N. ) = 7.00 .OO TC(M1N.) = 6.72 ............................................................................ FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 1 >>>>>DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: RAINFALL INTENSITY (INCH./HOUR) = 5.66 TIME OF CONCENTRATION(M1NUTES) = 6.72 TOTAL STREAM AREA (ACRES ) = 2.07 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 7.00 ==L==========PD==E=====P=E-=I==========~========================================= ******************************~*~**************~*****f~**********~***~***~** FLOW PROCESS FROM NODE 209.00 TO NODE 212.00 IS CODE = 7 ............................................................................ FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USE0 FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 14.67 RAINFALL INTENSITY (INCH./HOUR) = 3.42 TOTAL STREAM AREA (ACRES ) = 65.56 ............................................................................... TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 109.19 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS ) (MIN. ) (INCH/HOUR) 1 7.00 2 6.72 109.19 5.661 14.67 3.421 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTE0 CONFLUENCE ESTIMATES ARE AS FOLLOWS: TOTAL AREA(ACRES) = RUNOFF( CFS ) = lt3.42 TIME(M1NUTES) = 14.670 67.63 72.99 113.42 *******X********I*********~~***********i****~***~*******************~******* FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ...................................... >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW )<<<<< ............................................................................. DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.5 INCHES UPSTREAM NODE ELEVATION = 162.96 PIPEFLOW VELOCITY(FEET/SEC.) = 15.7 DOWNSTREAM NODE ELEVATION = 160.36 FLOWLENGTH(FEET) = 130.00 MANNINGS N = .013 PIPEFLOW THRU SUBAREA(CFS) = ESTIMATED PIPE DIAMETER(1NCH) = 42.00 NUMBER OF PIPES = 1 113.42 TRAVEL TIME(M1N.) = .14 TC(M1N.) = 14.81 ............................................................................ FLOW PROCESS FROM NODE 182.00 TO NODE 183.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 *USER SPECIFIED(SUBAi7EA): ................................................................. --============ UPSTREAM ELEVATION = INITIAL SUBAREA FLOW-LENGTH(FEET) = 525.00 DOWNSTREAM ELEVATION = 190.00 ELEVATION DIFFERENCE = 177.28 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 8.651 12.72 *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.810 SUBAREA RUNOFF( CFS ) = 2.66 TOTAL AREA(ACRES ) = .65 TOTAL RUNOFF(CFS ) = 2.66 ~********XI*************~******~*~****~**~+**********~~~*~*~*********~*~**** FLOW PROCESS FROM NODE 183.00 TO NODE 185.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUEAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.9 INCHES ...................................... ....................................................................................... PIPEFLOW VELOCITY(FEET/SEC.) = 8.8 DOWNSTREAM NOOE ELEVATION = 171.03 UPSTREAM NODE ELEVATION = 173.28 ESTIMATE0 PIPE OIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 FLOWLENGTH(FEET) = 45.00 MANNINGS N = .013 PIPEFLOW THRU SUBAREA(CFS) = 2.66 TRAVEL TIME(M1N.) = .03 TC(M1N.) = 8.74 ******X****t**Xt****************************+*******t**********~************ FLOW PROCESS FROM NOOE 185.00 TO NOOE 185.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: RAINFALL INTENSITY (INCH./HOUR) = 4.78 TIME OF CONCENTRATION(M1NUTES) = 8.74 TOTAL STREAM AREA (ACRES) = TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .65 2.66 ....................................... """"""""""I======"" """"""""""_ .................................................... t*X*****************************************~~********~********************* FLOW PROCESS FROM NODE 184.00 TO NODE 185.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = ,8500 ...................................... """""""""~""""""~~"~ " """"""_ .......................... """""""""""""""" INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 UPSTREAM ELEVATION = 181.60 DOWNSTREAM ELEVATION = 175.03 ELEVATION DIFFERENCE = 6.57 URBAN SUEAREA OVERLANO TIME OF FLOW(M1NUTES) = 5.142 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.728 SUBAREA RUNOFF( CFS ) = TOTAL AREA(ACRES ) = 2.23 .40 TOTAL RUNOFF(CFS ) = 2.29 ............................................................................ FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCE0 STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 5.14 RAINFALL INTENSITY (INCH./HOUR) = 6.73 TOTAL STREAM AREA (ACRES ) = TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .40 2.23 CONFLUENCE INFORMATION: STREAM RUNOFF NUMBER TIME INTENSITY (CFS ) (MIN. ) (INCH/HOUR) ......................................... .................................... ....................................... 2 1 2.66 8.74 4.780 2.23 5.14 6.728 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCEO RUNOFF VALUES ARE AS FOLLOWS: COMPUTE0 CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = 4.28 TIME(M1NUTES) = 8.736 TOTAL AREA(ACRES) = 1.05 4.28 4.18 .................................................................. FLOW PROCESS FROM NODE 185.00 TO NOOE 213.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUEAREA<<<<< >>>>>USING COMPUTER-ESTIMATE0 PIPESIZE (NON-PRESSURE FLOW)<<<<< """"""""""""""""""""-"""""""""""""""""- ............................................................................ ESTIMATED PIPE DIAHETER( INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 33.8 UPSTREAM NODE ELEVATION = 175.03 OOWNSTREAM NOOE ELEVATION = 160.36 ESTIMATED PIPE DIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 FLOWLENGTH(FEET) = 10.00 MANNINGS N = .013 PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(M1N. ) = 4.28 .OO TC(MIN.1 = 8.74 *******l******I*****************~*************~****************~********~*** FLOW PROCESS FROM NOOE 213.00 TO NOOE 213.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 8.74 RAINFALL INTENSITY (INCH./HOUR) = 4.78 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = TOTAL STREAM AREA (ACRES ) = 1.05 4.28 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 7 >>>>>USER SPECIFIED HYOROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 14.81 RAIN INTENSITY(INCH/HOUR) = 3.40 TOTAL AREA(ACRES ) = 67.63 TOTAL RUNOFF( CFS ) = 113.42 ....................................... ============x=== ........................................................ --=====iE ............................................................................ FLOW PROCESS FROM NODE 213.00 TO NOOE 213.00 IS CODE = I >>>>>OESIGNATE INOEPENOENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 14.81 RAINFALL INTENSITY (INCH./HOUR) = 3.40 TOTAL STREAM AREA (ACRES ) = 67.63 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 113.42 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY ..................................... ........................................................ NUMBER (CFS ) (MIN. ) ( INCH/HOUR) 1 2 4.28 8.74 113.42 4.778 14.81 3.400 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCE0 RUNOFF VALUES ARE AS FOLLOWS: COMPUTE0 CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = 116.47 TIME(MINUTE5) = 14.810 TOTAL AREA( ACRES ) = 68.68 85.01 116.47 ........................................................................... FLOW PROCESS FROM NODE 213.00 TO NODE 197.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ...................................... ................................................................................ DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.8 UPSTREAM NODE ELEVATION = 160.36 OOWNSTREAM NODE ELEVATION = 158.36 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(1NCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIMEtMIN. ) = 116.47 .lI TC(MIN.) = 14.92 t***~t*X**********************************~******~~************************* FLOW PROCESS FROM NODE 192.00 TO NODE 193.00 IS COOE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 ............................................................................ INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION = 226.00 ELEVATION DIFFERENCE = DOWNSTREAM ELEVATION = 206.00 20.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 11.938 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.908 SUBAREA RUNOFF( CFS ) = -23 TOTAL AREA(ACRES) = .15 TOTAL RUNOFF( CFS ) = .23 ............................................................................ FLOW PROCESS FROM NODE 193.00 TO NODE 194.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE OIAMETER(1NCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS .E INCHES UPSTREAM NODE ELEVATION = 202.00 PIPEFLOW VELOCITY(FEET/SEC.) = 9.7 FLOWLENGTHCFEET) = 50.00 MANNINGS N = .013 DOWNSTREAM NODE ELEVATION = 177.00 ....................................... .......................................................................... ESTIMATE0 PIPE OIAMETER(1NCH) = 12.00 NUMBER OF PIPES = I PIPEFLOW THRU SUBAREA(CFS) = .23 TRAVEL TIME(M1N. ) = -09 TC(M1N.) = 12.02 ............................................................................ FLOW PROCESS FROM NODE 194.00 TO NODE 194.00 IS CODE = 1 ...................................... >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 12.02 RAINFALL INTENSITY ( INCH. /HOUR) = 3.89 - TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .23 ............................................................................. TOTAL STREAM AREA CWRES) = .15 ............................................................................ FLOW PROCESS FROM NODE 193.00 TO NODE 194.00 IS CODE = 2 >>>>>RATIONAL METHOO INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .4000 *USER SPECIFIED(SUBAREA): INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = 206.00 181 .OO ELEVATION DIFFERENCE = 25.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTE5) = 13.401 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH ............................. ................................................ DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.627 SUBAREA RUNOFF( CFS ) = TOTAL AREA(ACRES) = .24 TOTAL RUNOFF( CFS ) = .35 .35 ............................................................................ FLOW PROCESS FROM NODE 194.00 TO NODE 194.00 IS CODE = I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: RAINFALL INTENSITY (INCH./HOUR) = 3.63 TIME OF CONCENTRATION(M1NUTES) = 13.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = TOTAL STREAM AREA (ACRES ) = .24 .35 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS ) (MIN. ) (INCH/HOUR) """""""_~~~~I_ """""""_ -P==========I=3====5==51-=13====EIIP====~========~== ....................................... I * 23 2 12.02 .35 3.890 13.40 3.627 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = .57 TIME(M1NUTES) = 13.401 .56 .57 TOTAL AREA( ACRES ) = .39 ............................................................................ FLOW PROCESS FROM NODE 194.00 TO NODE 195.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ...................................... ............................................ .................................. ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.2 UPSTREAM NODE ELEVATION = 177.00 DOWNSTREAM NODE ELWATION = 168.00- FLOWLENGTH(FEET) = 135.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = .57 TRAVEL TIME(M1N. ) = .36 TC(M1N.) = 13.76 ............................................................................ FLOW PROCESS FROM NOOE 195.00 TO NODE '195.00 IS CODE = 1 >>>>>OESIGNATE INOEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USE0 FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 13.76 RAINFALL INTENSITY ( INCH. /HOUR) = 3.57 TOTAL STREAM AREA (ACRES) = .39 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .57 """""-""""""""""""""""""""""""""""""""- ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 194.50 TO NODE 194.60 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .6000 *USER SPECIFIED(SUBAREA): INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00 UPSTREAM ELEVATION = 173.00 DOWNSTREAM ELEVATION = ELEVATION DIFFERENCE = 171.50 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 11.116 1.50 ....................................... .................................................... -==============_====11-03 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.092 SUBAREA RUNOFF( CFS ) = .42 TOTAL AREA(ACRES) = .17 TOTAL RUNOFF(CFS ) = .42 ............................................................................ FLOW PROCESS FROM NOOE 194.00 TO NODE 196.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ________====_ - - - - - - - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.092 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 *USER SPECIFIED(SUBAREA ): SUBAREA AREA( ACRES ) = TOTAL AREA(ACRES ) = .17 SUBAREA RUNOFF(CFS ) = .34 TOTAL RUNOFF( CFS ) = .49 .90 TC(MIN) = 11.12 ................................................................ ............................................................................ FLOW PROCESS FROM NODE 196.00 TO NODE 195.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 11.12 RAINFALL INTENSITY (INCH./HOUR) = 4.09 TOTAL STREAM AREA (ACRES ) = ,34 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .90 CONFLUENCE INFORMATION: STREAM RUNOFF NUMBER (CFS ) (MIN. ) (INCH/HOUR) TIME INTENSITY ...................................... ............................................................................ ...................................... 1 .57 13.76 2 .90 11.12 4.092 3.565 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTE0 CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = TOTAL AREA(ACRES) = 1.40 TIME(M1NUTES) = 11.116 .73 1.35 1.40 ............................................................................ FLOW PROCESS FROM NODE 195.00 TO NODE 197.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ...................................... ............................................................................ ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.6 INCHES PIPEFLOW UELOCITY(FEET/SEC.) = 7.0 DOWNSTREAM NODE ELEVATION = 163.50 UPSTREAM NODE ELEVATION = 168.00 ESTIMATED PIPE DIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 FLOWLENGTH(FEET) = 105.00 MANNING5 N = ,013 PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(M1N.) = 1.40 .25 TC(M1N.) = 11.37 *******l**~II***.**~*******~*******~*~***********~**~******~~***~~****aa**** FLOW PROCESS FROM NODE 197.00 TO NODE 197.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 11.37 RAINFALL INTENSITY (INCH./HOUR) = 4.03 TOTAL STREAM AREA (ACRES ) = .73 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.40 ....................................... """""_====" .............................................................. """"" i*i*****+~*~*****~t*********~~**t***********~*a**~*~*****~*~***~~*~~******** FLOW PROCESS FROM NODE 213.00 TO NODE 197.00 IS CODE = 7 ....................................... >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ............................................................................ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.92 RAIN INTENSITY(INCH/HOUR) = 3.38 TOTAL AREA( ACRES ) = 68.68 TOTAL RUNOFF(CFS ) = 116.47 ............................................................................ FLOW PROCESS FROM NODE 197.00 TO NODE 197.00 IS CODE = I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 14.92 RAINFALL INTENSITY (INCH./HOUR) = 3.38 TOTAL STREAM AREA (ACRES ) = 68.68 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 116.47 CONFLUENCE INFORMATION: STREAM RUNOFF NUMBER (CFS ) TIME INTENSITY (MIN. ) (INCH/HOUR) """"""""""""""~"""""""""""""""""""""""- - ............................................................................ ....................................... 1 1.40 11.37 2 116.47 14.92 4.033 3.384 VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: TOTAL AREA(ACRES) = RUNOFF( CFS) = 117.64 TIME(M1NUTES) = 14.920 69.41 99.13 117.64 ............................................................................ FLOW PROCESS FROM NODE 197.00 TO NODE 175.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.8 UPSTREAM NODE ELEVATION = 163.50 DOWNSTREAM NODE ELEVATION = 159.10 FLOWLENGTH(FEET) = 180.00 MANNINGS N = ,013 ESTIMATED PIPE DIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 117.64 TRAVEL TIME(M1N. ) = .I8 TC(M1N.) = 15.10 """_""_"""""""""""""""""""""""""""""""" ............................................................................. -= ............................................................................ FLOW PROCESS FROM NODE 155.00 TO NODE 162.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 *USER SPECIFIED(SUBAREA): INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 171.90 ....................................... I=====E====SEIP_===S==========I=I-============================================== " DOWNSTREAM ELEVATION = ELEVATION DIFFERENCE = 169.90 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 2.289 2.00 TIME OF CONCENTRATION ASSUMED AS 5-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 SUBAREA RUNOFF( CFS ) = 1.76 TOTAL AREA(ACRES ) = .27 TOTAL RUNOFF(CFS) = 1.76 **********X****.**************************************~********************* FLOW PROCESS FROM NODE 162.00 TO NODE 174.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH(FEET) = 180.00 CURB HEIGTH( INCHES) = 6. 169.90 DOWNSTREAM ELEVATION = 165.40 STREET HALFWIDTH(FEET) = 15.00 STREET CROSSFALL(DEC1MAL) = .0100 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .a000 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 """"_"""""""""""""""""""""""""""""""""~ ----_===== -"" ................................................................. **TRAVELTIME COMPUTE0 USING MEAN FLOW(CFS) = 2.14 STREET FLOWDEPTH(FEET) = .27 HALFSTREET FLOODWIOTH( FEET ) = 12 .'47 AVERAGE FLOW UELOCITY(FEET/SEC.) = 2.36 PRODUCT OF DEPTHWELOCITY = .63 STREETFLOW TRAVELTIME(M1N) = 1.27 TC(M1N) = 6.27 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.919 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .a000 *USER SPECIFIED(SUBAREf3): SUEAREA AREA( ACRES ) = SUMMED AREA( ACRES ) = .16 SUBAREA RUNOFF(CFS ) = .76 .43 TOTAL RUNOFF(CFS ) = END OF SUBAREA STREETFLOW HYDRAULICS: 2.51 DEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) = 12.47 FLOW VELOCITY(FEET/SEC.) = 2.77 DEPTH*VELOCITY = .74 ............................................................................ FLOW PROCESS FROM NODE 174.00 TO NODE 174.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 6.27 RAINFALL INTENSITY (INCH./HDUR) = 5.92 TOTAL STREAM AREA (ACRES ) = TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .43 2.51 ....................................... =E=======IE_=======EIIID=P======l========================*======================= ............................................................................ FLOW PROCESS FROM NODE 152.00 TO NODE 162.50 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 *USER SPECIFIED(SUBAREA ): INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00 UPSTREAM ELEVATION = 180.00 DOWNSTREAM ELEVATION = 175.30 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = ELEVATION DIFFERENCE = 4.70 4.521 ....................................... =I==EE=PD=====~_JPPDIEEI-==eS====P==-=P===================================== TIME OF CONCENTRATION ASSUME0 AS 5-MINUTES SUBAREA RUNOFF( CFS ) = TOTAL AREA(ACRES ) = .64 TOTAL RUNOFF( CFS 1 = 3.95 3.95 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 ............................................................................ FLOW PROCESS FROM NODE 162.50 TO NODE 174.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 178.00 DOWNSTREAM ELEVATION = STREET LENGTH(FEET) = 430.00 CURB HEIGTH( INCHES) = 6. 166.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .e000 ............................................................................. STREET HALFWIDTH( FEET ) = 15.00 STREET CROSSFALL( DECIMAL ) = .0200 STREET FLOWOEPTH(FEET) = .33 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.93 HALFSTREET FLOODWIDTH(FEET) = 10.36 AVERAGE FLOW UELOCITY(FEET/SEC.) = 4.14 PRODUCT OF DEPTHWELOCITY = 1.38, STREETFLOW TRAVELTIME(M1N) = 1.73 TC(M1N) = 6.73 *USER SPECIFIEO(SUBAREA): 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.654 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .e000 SUBAREA AREA( ACRES ) = .44 SUBAREA RUNOFF(CF5 ) = SUMMED AREA( ACRES ) = 1.99 1.08 TOTAL RUNOFF( CFS ) = END OF SUBAREA STREETFLOW HYDRAULICS: 5.94 OEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.20 FLOW VELOCITY(FEET/SEC.) = 4.32 DEPTHlVELOCITY = 1.51 ............................................................................ FLOW PROCESS FROM NODE 174.00 TO NODE 174.00 IS CODE = 1 >>>>>OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AN0 COMPUTE VARIOUS CONFLUENCEO STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 6.73 RAINFALL INTENSITY (INCH./HOUR) = 5.65 TOTAL STREAM AREA (ACRES ) = 1.08 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 5.94 CONFLUENCE INFORMATION: STREAM RUNOFF NUMBER TIME INTENSITY (CFS) (MIN. ) (INCH/HOUR) ........................................ ...................................... ........................................ 1 2.51 2 6.27 5.94 6.73 5.919 5.654 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = TOTAL AREA(ACRES ) = 8.34 TIME(M1NUTES) = 6.732 1.51 8.19 8.34 ............................................................................ FLOW PROCESS FROM NODE 174.00 TO NODE 175.00 IS CODE = 3 ....................................... >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< .................................................... ............................. DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.0 UPSTREAM NODE ELEVATION = 159.90 DOWNSTREAM NODE ELEVATION = 159.10 FLOWLENGTH(FEET) = 40.00 MANNINGS N = .013 ESTIMATE0 PIPE OIAMETER(1NCH) = 15.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TINE(M1N.) 8.34 .08 TC(MIN.-) = 6.81 ............................................................................ FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< """""""""""""""""""""""""""""~""""""""- """""""""""""""""""""""""- ................................................... CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TINE OF CONCENTRATION(M1NUTES) = 6.81 RAINFALL INTENSITY (INCH./HOUR) = 5.61 TOTAL STREAM AREA (ACRES ) = TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.51 8.34 ............................................................................ FLOW PROCESS FROM NODE 197.00 TO NODE 175.00 IS CODE = 7 ............................................................................ FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TINE OF CONCENTRATION(M1NUTES) = 15.10 RAINFALL INTENSITY (INCH./HOUR) = 3.36 TOTAL STREAM AREA (ACRES) = 69.41 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 117.64 CONFLUENCE INFORMATION: STREAM RUNOFF NUMBER (CFS ) TIME INTENSITY (MIN. ) (INCH/HOUR) ...................................... ......................... ................................... _____E================== ...................................... 1 2 117.64 8.34 6.81 5.610 15.10 3.358 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 78.76 122.63 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = 122.63 TIME(M1NUTES) = 15.100 TOTAL AREA(ACRES ) = 70.92 ............................................................................ FLOW PROCESS FROM NODE 175.00 TO NODE 217.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ..................................... """"""""" DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.9 UPSTREAM NODE ELEVATION = 159.10 FLOWLENGTH(FEET) = 30.00 MANNINGS N = .013 DOWNSTREAM NODE ELEVATION = 158.50 PIPEFLOW THRU SUBAREA(CFS) = ESTIMATED PIPE OIAMETER(1NCH) = 42.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = 122.63 .03 TC(M1N.) = 15.13 - *X************l*l******~****************~*****~****~************************ FLOW PROCESS FROM NODE 214.00 TO NODE 215.00 IS COOE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .e500 *USER SPECIFIED(SU8AREA): _"""""""""""""""""""""""""""""""""""""~ """"""" """""~"_~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ INITIAL SUBAREA FLOW-LENGTH(FEET) = 170.00 UPSTREAM ELEVATION = 171.90 ELEVATION DIFFERENCE = OOWNSTREAM ELEVATION = 168.50 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 4.943 3.40 TIME OF CONCENTRATION ASSUMED AS 5-MINUTES SUBAREA RUNOFF( CFS ) = 2.79 TOTAL AREA(ACRES ) = .4B TOTAL RUNOFF(CFS) = 2.79 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 ............................................................................ FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS COOE = 1 >>>>>OESIGNATE INDEPENOENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USE0 FOR INOEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 5.00 RAINFALL INTENSITY (INCH./HOUR) = 6.85 TOTAL STREAM AREA (ACRES ) = .48 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.79 ..................................................... -----r-~=s==========3====== ............................................................................ FLOW PROCESS FROM NODE 214.00 TO NODE 219.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUEAREA ANALYSIS<<<<< COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .e000 *USER SPECIFIED(SUEAREA): INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 UPSTREAM ELEVATION = 171.90 ....................................... ................................................................................... OOWNSTREAM ELEVATION = ELEVATION DIFFERENCE = 167.80 4.10 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 6.520 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.773 SUBAREA RUNOFF( CFS ) = 3.23 TOTAL AREA(ACRES) = .70 TOTAL RUNOFF(CFS ) = 3.23 ............................................................................ FLOW PROCESS FROM NODE 219.00 TO NODE 216.00 IS CODE = 6 """""""""""""""""""-""""""""""""""""-"" >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION -= 167.80 DOWNSTREAM ELEVATION = STREET LENGTH(FEET) = 200.00 CURB HEIGTH( INCHES) = 6. 165.20 STREET HALFWIDTH(FEET) = 15.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .E500 ............................................................................ STREET FLOWOEPTH(FEET ) = .35 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.45 HALFSTREET FLOODWIDTH(FEET) = 11.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = ' 2.51 PRODUCT OF DEPTHWELOCITY = .88 STREETFLOW TRAVELTIME(M1N) = 1.33 TC(M1N) = 7.85 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.123 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .E500 *USER SPECIFIED(SUBAREf3): SUBAREA AREA( ACRES ) = .10 SUBAREA RUNOFF(CFS ) = SUMMED AREA( ACRES ) = .BO TOTAL RUNOFF(CFS ) = .44 END OF SUBAREA STREETFLOW HYDRAULICS: 3.67 DEPTHCFEET) = .35 HALFSTREET FLOODWIOTH(FEET) = 11.20 FLOW VELOCITY(FEET/SEC.) = 2.67 OEPTH*VELOCITY = .94 ............................................................................ FLOW PROCESS FROM NODE 216.00 TO NODE 216.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCE0 STREAM VALUES<<<<< CONFLUENCE VALUES USE0 FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 7.85 RAINFALL INTENSITY (INCH./HOUR) = 5.12 TOTAL STREAM AREA (ACRES) = TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .80 3.67 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 2 I 2.79 5.00 6.850 3.67 7.85 5.123 ....................... ......................................................... ....................................... RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCE0 RUNOFF VALUES ARE AS FOLLOWS: COMPUTE0 CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = 5.76 TIME(M1NUTES) = 7.846 TOTAL AREA(ACRES) = 1.28 5.54 5.76 ............................................................................ FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< """"""""""__~~~~~~~~~~~~~~~~~~~~~~~~~""""""~~~~~~~~~~~~~~~~~~ """"""""""_ ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 12.000 PIPEFLOW VELOCITY(FEET/SEC.) = 18.7 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.0 INCHES DOWNSTREAM NODE ELEVATION = 158.50 UPSTREAM NODE ELEVATION = 165.20 FLOWLENGTH(FEET) = 30.00 MANNINGS N = ,013 ESTIMATED PIPE OIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(M1N. ) = 5.76 .03 TC(MIN.1 = 7.87 ............................................................................ FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS COOE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: RAINFALL INTENSITY (INCH./HOUR) = 5.11 TIME OF CONCENTRATION(M1NUTES) = 7.87 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = TOTAL STREAM AREA (ACRES ) = 1.28 5.76 ....................................... ................................................ """_ """"_=============E3 ............................................................................ FLOW PROCESS FROM NODE 175.00 TO NODE 217.00 IS COOE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 15.13 RAIN INTENSITY(INCH/HOUR) = 3.35 TOTAL AREA( ACRES ) = 70.92 TOTAL RUNOFF(CFS ) = 122.63 ...................................... .............................................................................. ***************t**********~***~*****************t*~*~*~***t~~**************t FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AN0 COMPUTE VARIOUS CONFLUENCE0 STREAM VALUES<<<<< CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 15.13 RAINFALL INTENSITY (INCH./HOUR) = 3.35 TOTAL STREAM AREA (ACRES) = 70.92 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 122.63 CONFLUENCE INFORMATION: STREAM RUNOFF NUMBER TIME INTENSITY (CFS) (MIN. ( INCHIHOUR ) ..................................... --===========151LII==P==============IPI= ....................................... I 5.76 7.87 2 122.63 15.13 3.354 5.111 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USE0 FOR 2 STREAMS VARIOUS CONFLUENCE0 RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = 126.41 TIME(M1NUTES) = 15.130 TOTAL AREA(ACRES ) = 72.20 86.22 126.41 ******Xt********t*****~***************t+t~*****~******~********************* FLOW PROCESS FROM NODE 217.00 TO NODE 149.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< """""~"""_"""""""""""""""~"""""""""""""~ ............................................................................. DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.3 INCHES PIPEFLOW UELOCITY(FEET/SEC.) = 29.7 UPSTREAM NODE ELEVATION = 158.50 DOWNSTREAM NODE ELEVATION = 132.00 FLOWLENGTH(FEET) = 265.00 MANNING5 N = .013 ESTIMATED PIPE DIAMETER(1NCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(M1N. ) = 126.41 .15 TC(M1N.) = '15.28 ............................................................................ FLOW PROCESS FROM NODE 157.00 TO NODE 163.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 INITIAL SUBAREA FLOW-LENGTH(FEET) 150.00 UPSTREAM ELEVATION = 167.00 DOWNSTREAM ELEVATION = 164.00 ELEVATION DIFFERENCE = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 3.638 TIME OF CONCENTRATION ASSUME0 AS 5-MINUTES ....................................... .................... ........................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 6.850 SUBAREA RUNOFF( CFS ) = TOTAL AREA(ACRES 1 = 8.75 1.42 TOTAL RUNOFF(CFS) = 8.75 ****t*****ti*******++********~****~*******+***~**************~**~*********** FLOW PROCESS FROM NODE 163.00 TO NODE 150.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH(FEET) = 220.00 CURB HEIGTH( INCHES ) = 6. 164.00 DOWNSTREAM ELEVATION = 162.00 STREET HALFWIDTH(FEET) = 15.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .E000 ...................................... ............................................................................ **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 9.25 FULL DEPTH( FEET ) = FULL HALF-STREET UELOCITY(FEET/SEC.) 2.88 .43 FLOODWIOTH(FEET) = 15.00 SPLIT OEPTH(FEET) = .33 SPLIT FLOODWIDTH(FEET) = 10.36 SPLIT VELOCITY(FEET/SEC.) = 2.05 HALFSTREET FLOODWIDTH(FEET) = 15.00 STREET FLOWDEPTH(FEET ) = .43 ***STREETFLOW SPLITS OVER STREET-CROWN*** AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTHWELOCITY = 2.88 I .23 STREETFLOW TRAVELTIME(M1N) = 1.27 TC(M1N) = 6.27 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.917 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .E000 SUBAREA AREA( ACRES ) = SUMMED AREA( ACRES ) = .21 SUBAREA RUNOFF( CFS ) = .99 1.63 TOTAL RUNOFF( CFS ) = END OF SUBAREA STREETFLOW HYDRAULICS: 9.75 FLOW VELOCITY(FEET/SEC.) = 2.88 DEPTH*VELOCITY = 1.23 DEPTH(FEET) = .43 HALFSTREET FLOOOWIDTH(FEET) = 15.00 ............................................................................ FLOW PROCESS FROM NOOE 150.00 TO NOOE 150.00 IS CODE = I ....................................... >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(M1NUTES) = 6.27 , RAINFALL INTENSITY (INCH./HOUR) = 5.92 TOTAL STREAM AREA (ACRES) = 1.63 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 9.75 -"""""""""""""""""""""""""""""""""""- """"""__""""""""""""""""""""""""""~""~~~~~ ............................................................................ FLOW PROCESS FROM NODE 160.00 TO NODE 150.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 *USER SPECIFIED( SUBAREA): INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 ...................................... .............................................. .................................. UPSTREAM ELEVATION = 164.00 DOWNSTREAM ELEVATION = 162 .OO ELEVATION DIFFERENCE = 2.00 URBAN SUBAREA OVERLAND TINE OF FLOW(M1NUTES) = 2.289 TINE OF CONCENTRATION ASSUMED AS 5-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 TOTAL AREA(ACRES) = SUBAREA RUNOFF( CFS) = -98 .I5 TOTAL RUNOFF(CFS) = .9B *****X**********************~~**~***********~******************************f FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCE0 STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TINE OF CONCENTRATION(fl1NUTES) = 5.00 RAINFALL INTENSITY (INCH./HOVR) = 6.85 TOTAL STREAM AREA (ACRES) = .15 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = -98 CONFLUENCE INFORMATION: NUMBER STREAM RUNOFF (CFS) (MIN. ) (INCH/HOUR) TIME INTENSITY ...................................... ................................................................................ ....................................... 1 9.75 6.27 5.917 2 .9e 5.00 6. a50 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCEO RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = TOTAL AREA(ACRES ) = 10.59 TIME(M1NUTES) = 6.275 1.78 10.59 9.40 ............................................................................ FLOW PROCESS FROM NODE 150.00 TO NODE 149.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< - ....................................... ............................................................................. ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 40.2 UPSTREAM NODE ELEVATION = 157.60 DOWNSTREAM NODE ELEVATION = 132.00 FLOWLENGTH(FEET) = 22.00 MANNINGS N = .013 ESTIMATED PIPE OIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.59 TRAVEL TIME(M1N.) = .OO TC(MIN.) = 6.28 ............................................................................ FLOW PROCESS FROM NODE 149.00 TO NODE 149.00 IS CODE = 1 >>>>>DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USE0 FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 6.28 RAINFALL INTENSITY (INCH./HOUR) = 5.91 TOTAL STREAM AREA (ACRES ) = TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.78 10.59 ...................................... ............................................................................ ............................................................................ FLOW PROCESS FROM NOOE 217.00 TO NODE 149.00 IS CODE = 7 >>>>>USER SPECIFIEO HYDROLOGY INFORMATION AT NODE<<<<< ...................................... USER-SPECIFIED VALUES ARE AS FOLLOWS: TOTAL AREA(ACRES) = 72.20 TOTAL RUNOFF(CFS ) = 126.41 TC(MIN) = 15.28 RAIN INTENSITY(INCH/HOUR) = 3.33 ............................................................................ FLOW PROCESS FROM NOOE 149.00 TO NOOE 149.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: RAINFALL INTENSITY (INCH./HOUR) = 3.33 TOTAL STREAM AREA (ACRES ) = 72.20 -"""""""""""""""""""""""""""""""""""""- E=E=_IE=================1======" ................................................ TIME OF CONCENTRATION(MINUTES) = 15.28 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 126.41 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) ...................................... 1 10.59 6.28 2 5.911 126.41 15.28 3.333 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS-FOLLOWS: TOTAL AREA(ACRES ) = RUNOFF(CFS) = 132.38 TIME(M1NUTES) = 15.280 73.98 81.86 132.38 ............................................................................ FLOW PROCESS FROM NODE 149.00 TO NODE 151.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ...................................... ........................................... ................................... OEPTH OF FLOW IN 30.0 INCH PIPE IS 24.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 31.3 UPSTREAM NODE ELEVATION = 145.00 DOWNSTREAM NODE ELEVATION = 142.00 FLOWLENGTH(FEET) = 25.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUEAREA(CFS) = 132.38 TRAVEL TIME(M1N.) = .01 TC(M1N.) = 15.29 ............................................................................ FLOW PROCESS FROM NODE 129.50 TO NODE 129.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA ): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 UPSTREAM ELEVATION = DDWNSTREAM ELEVATION = 184.00 ELEVATION DIFFERENCE = 168.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 23.226 16.00 *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. ...................................... ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.544 TOTAL AREA(ACRES ) = SUBAREA RUNOFF( CFS ) = 3.92 2.80 TOTAL RUNOFF(CFS) = 3.92 ............................................................................ FLOW PROCESS FROM NODE 129.00 TO NODE 137.00 IS CODE = 3 UPSTREAM NODE ELEVATION = 163.07 DOWNSTREAM NOOE ELEVATION = 158.17 FLOWLENGTH(FEET) = 245.00 MANNING5 N = .013 ESTIMATED PIPE DIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CF5) = 3.92 TRAVEL TIME(M1N.) = -60 TC(M1N.j = 23.83 ............................................................................ FLOW PROCESS FROM NOOE 137.00 TO NODE 137.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTE5) = 23.83 RAINFALL INTENSITY (INCH./HOUR) = 2.50 TOTAL STREAM AREA (ACRES) = 2.80 TOTAL STREAM RUNOFF(CF5) AT CONFLUENCE = 3.92 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 140.00 TO NOOE 137.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 +USER SPECIFIED(5UBAREA): ...................................... ..................................................................... ======E INITIAL SUBAREA FLOW-LENGTH(FEET) = 360.00 UPSTREAM ELEVATION = 168.80 DOWNSTREAM ELEVATION = 164.50 ELEVATION DIFFERENCE = 4.30 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 6.487 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 8.86 8.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.792 *+*i**Clllllltt.llt********~*~*****~**************~***~****k***********+**** FLOW PROCESS FROM NODE 137.00 TO NODE 137.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CDNFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIDN(M1NUTES) = 6.49 RAINFALL INTENSITY (INCH./HOUR) = 5.79 TOTAL STREAM AREA (ACRES) = TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.70 8.86 CONFLUENCE INFORMATION: NUMBER STREAM RUNOFF (CFS) TIME INTENSITY (MIN. ) ( INCH/HDUR) 1 2 3.92 23.83 8.86 6.49 2.502 5.792 ...................................... """"-====-===__ - - - - - - - - - ......................................... """_" """"""""_ ...................................... RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 7.75 10.55 RUNOFF(CFS ) = 10.55 TIME(M1NUTES) = 6.487 TOTAL AREA(ACRES) = 4.50 t*********************t************tt*******t****t********************t**~** FLOW PROCESS FROM NODE 137.00 TO NODE 138.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ...................................... ........................................................ ...................... DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.7 UPSTREAM NODE ELEVATION = 158.17 DOWNSTREAM NODE ELfVATION = 155.67 FLOWLENGTH(FEET) = 125.00 MANNINGS N = .013 ESTIMATED PIPE OIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(M1N. ) = 10.55 .24 TC(MIN.) = 6.72 t***************t**************t***~*****+*~~***~*******~***********~t******* FLOW PROCESS FROM NODE 138.00 TO NODE 138.00 IS CODE = 1 >.>>>>DESIGNATE INOEPENOENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 6.72 RAINFALL INTENSITY (INCH./HOUR) = 5.66 TOTAL STREAM AREA (ACRES ) = 4.50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 10.55 ....................................... ............................................................................. *~***********tt***ll******t******'***************************t**~*********** FLOW PROCESS FROM NODE 141.00 TO NODE 138.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .E500 *USER SPECIFIED( SUBAREA ): INITIAL SUBAREA FLOW-LENGTH(FEET) 360.00 UPSTREAM ELEVATION = 168.00 DOWNSTREAM ELEVATION - 163.40 ELEVATION DIFFERENCE = 4.60 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 8.136 SUBAREA RUNOFF( CFS ) = TOTAL AREA(ACRES ) = 4.64 1.09 TOTAL RUNOFF(CFS ) = 4.64 ...................................... ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.004 *t*.*t*1*.1*.********t*tt*~~~***t****t~**t~*~*~*~**t*tt~**t*t*****~*~*~***** FLOW PROCESS FROM NODE 138.00 TO NODE 138.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AN0 COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 8.14 TOTAL STREAM AREA (ACRES ) = RAINFALL INTENSITY (INCH./HDUR) = 5.00 1.09 ....................................... """"""""" """""""""_ ===I?l_=l====l======p==Ip==l======Ip==I================= TOTAL STREAM RUNOFF( CFS ) AT CONFLUENCE = 4.64 CONFLUENCE INFORMATION: NUMBER STREfiM RUNOFF TIME INTENSITY (CFS ) (MIN. ) (INCH/HOUR) ...................................... 1 10.55 6.72 5.658 L 4.64 8.14 5.004 7 RfiINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCE0 RUNOFF VALUES ARE AS FOLLOWS: RUNOFF( CFS ) = COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 14.65 TIME(M1NUTES) = 6.725 TOTAL AREA(ACRES) 5.59 14.65 13.97 ............................................................................ FLOW PROCESS FROM NODE 138.00 TO NODE 139.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.5 UPSTREAM NODE ELEVATION = 155.67 DOWNSTREAM NODE ELEVATION = 153.17 FLOWLENGTH(FEET) = 125.00 MANNINGS N = .013 PIPEFLOW THRU SUBAREA(CFS) = ESTIMATED PIPE DIAMETER(1NCH) = 21.00 NUMBER OF PIPES = 1 14.65 TRAVEL TIME(MIN.) = .22 TC(MIN.) = 6.94 ....................................... .................................................................................. ............................................................................ FLOW PROCESS FROM NODE 139.00 TO NODE 139.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 6.94 RAINFALL INTENSITY (INCH./HOUR) = 5.54 TOTAL STREAM AREA (ACRES ) = 5.59 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 14.65 """""" """"""""_ --------===I==EI=5=3===l==============P====~=============== " ******************XI*********~*~**************~~***********~~**~********~*** FLOW PROCESS FROM NODE 141.00 TO NODE 139.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED( SUBAREA ): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = ,7500 INITIAL SUEAREA FLOW-LENGTH(FEET) 460.00 UPSTREAM ELEVATION = 168.00 DOWNSTREAM ELEVATION = 162.00 ELEVATION DIFFERENCE = URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTE5) = 13.061 6.00 ........................................ """""""""_ """""""""_===zreI_ -==============_ ....................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.688 SUBAREA RUNOFF( CFS ) = 4.15 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CF5 ) = 4.15 ............................................................................ FLOW PROCESS FROM NODE 139.00 TO NODE 139.00 IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< >>>>>OESIGNATE INOEPENOENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: RAINFALL INTENSITY (INCH./HOUR) = 3.69 TIME OF CONCENTRATION(M1NUTES) = 13.06 TOTAL STREAM AREA (ACRES ) = TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.50 4.15 CONFLUENCE INFORMAfION: STREAM RUNOFF NUMBER (CFS ) TIME INTENSITY (MIN. ) (INCH/HOUR) """""""""_""""""""""""""""""""""""""""~ ............................................................. ""l==Er===_====== - ...................................... 1 14.65 6.94 2 4.15 13.06 3.688 5.543 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS VARIOUS CONFLUENCE0 RUNOFF VALUES ARE AS FOLLOWS: COMPUTE0 CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = TOTAL AREA(ACRES) = 17.41 TIME(M1NUTES) = 6.943 7.09 17.41 13.90 ............................................................................ FLOW PROCESS FROM NODE 139.00 TO NODE 151.00 IS CODE = 3 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.4 INCHES UPSTREAM NODE ELEVATION = 153.17 PIPEFLOW VELOCITY(FEET/SEC.) = 29.5 DOWNSTREAM NODE ELEVATION = 128.06 FLOWLENGTH(FEET) = 67.00 MANNING5 N = .013 PIPEFLOW THRU SUBAREA(CFS) = ESTIMATED PIPE DIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N. ) = .04 TC(M1N.) = 6.98 17.41 """"""_"""""""""""""""""""""""""""""""~ """""- .................................................... ....................... >>>>>DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 6.98 RAINFALL INTENSITY (INCH./HOUR) = 5.52 TOTAL STREAM AREA (ACRES) = 7.09 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 17.41 ................................................................................... t*~*t*****l**l*lt*~t*~*******++++~****~~a****~**~*+f*+*~**'****+~*********** FLOW PROCESS FROM NOOE 149.00 TO NODE 151.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ....................................... """""_""""""""""""""="""""""""""""""""- """""""""_"""""""""" """""""""""""""""~~ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 15.29 RAIN INTENSITY(INCH/HOUR) = 3.33 TOTAL AREA(ACRES ) = 73.98 TOTAL RUNOFF(CFS ) = 132.38 ............................................................................ FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AN0 COMPUTE VARIOUS CONFLUENCE0 STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: RAINFALL INTENSITY (INCH./HOUR) = 3.33 TIME OF CONCENTRATrON(M1NUTES) = 15129 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = TOTAL STREAM AREA (ACRES ) = 73.98 132.38 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS ) (MIN.) (INCH/HOUR) , ....................................... ............................................................................. 1 17.41 6.98 5.524 2 132.38 15.29 3.331 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USE0 FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = 142.88 TIME(M1NUTES) = 15.290 TOTAL AREACACRES ) = 81.07 97.25 142.88 ............................................................................ FLOW PROCESS FROM NODE 151.00 TO NODE 203.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.9 INCHES UPSTREAM NODE ELEVATION = 128.06 PIPEFLOW VELOCITY(FEET/SEC.) = 23.4 DOWNSTREAM NODE ELEVATION = 113.30 FLOWLENGTH(FEET) = 300.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 142.88 TRAVEL TIME(M1N.) = .21 TC(M1N.) = 15.50 ....................................... =============s====____ .............................. .............................. ............................................................................ FLOW PROCESS FROM NODE 146.00 TO NODE 228.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED( SUBAREA ): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 540.00 UPSTREAM ELEVATION = 167.00 DOWNSTREAM ELEVATION = 150.00 ELEVATION DIFFERENCE = 17.00 ................................................. ............................... URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 12.222 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.849 NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. SUBAREA RUNOFF( CFS ) = TOTAL AREA(ACRES ) = 2 .G3 .91 TOTAL RUNOFF(CFS ) = 2.63 ******t******l*****************t**************************************~~t*** FLOW PROCESS FROM NODE 228.00 TO NODE 228.00 IS COOE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TIME OF CONCENTRATION(M1NUTES) = 12.22 CONFLUENCE VALUES USE0 FOR INDEPENDENT STREAM 1 ARE: RAINFALL INTENSITY (INCH./HOUR) = 3.85 TOTAL STREAM AREA (ACRES) = .91 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.63 ........................................ ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 229.00 TO NODE 228.00 IS COOE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6000 *USER SPECIFIED(SUBAREA): UPSTREAM ELEVATION = INITIAL SUBAREA FLOW-LENGTH(FEET) = 360.00 DOWNSTREAM ELEVATION = 163.00 ELEVATION DIFFERENCE = 150.00 13.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 13.982 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH ...................................... ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.529 DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. SUBAREA RUNOFF( CFS ) = 2.46 TOTAL AREA(ACRES ) = 1.16 TOTAL RUNOFF(CFS) = 2.46 *******t*~********ti****~**********t*********t*********tt***********t******* FLOW PROCESS FROM NODE 228.00 TO NODE 228.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCE0 STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 13.98 RAINFALL INTENSITY ( INCH. /HOUR) = 3.53 TOTAL STREAM AREA (ACRES) = 1.16 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.46 ...................................... ............................................................................ CONFLUENCE INFORMATION: STREAM RUNOFF NUMBER (CFS ) TIME INTENSITY (MIN. ) (INCH/HOUR) ...................................... 1 2 2.63 12.22 3.849 2.46 13.98 3.529 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USE0 FOR 2 STREAMS VARIOUS CONFLUENCE0 RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = TOTAL AREA(ACRES ) = 4.88 TIME(MINUTE5) = 12.222 2.07 4.88 4.86 ............................................................................ FLOW PROCESS FROM NODE 228.00 TO NODE 203.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE OIAMETER(1NCH) INCREASE0 TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.1 DOWNSTREAM NODE ELEVATION = 140.00 UPSTREAM NOOE ELEVATION = 145.00 ESTIMATED PIPE OIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 FLOWLENGTH(FEET) = 30.00 MANNINGS N = .013 PIPEFLOW THRU SUBAREA(CFS) = 4.88 TRAVEL TIME(M1N. ) = .03 TC(M1N.) = 12.25 """"_"""""""""""""""""""""""""""""""""~ ............................................................................... *X*****************t*~***~**************~~***~**************~*************~* FLOW PROCESS FROM NODE 203.00 TO NOOE 203.00 IS CODE = 1 >>>>>DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 12.25 RAINFALL INTENSITY (INCH./HOUR) = 3.84 TOTAL STREAM AREA (ACRES ) = 2.07 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4.88 ...................................... ............................................................................ *******X*******i********f******+*+*+~~~+****~******+***+*+~***********~***** FLOW PROCESS FROM NOOE 143.00 TO NODE 144.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 *USER SPECIFIED(SUBAREA ): ................................... ----==============El====_========I=S=_============ UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = 165.00 166.00 ELEVATION DIFFERENCE = 1 .OO URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 11.469 INITIAL SUBAREA FLOW-LENGTH(FEET) = 120.00 I00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.010 SUBAREA RUNOFF( CFS ) = .62 TOTAL AREA(ACRE5) = .28 TOTAL RUNOFF(CFS) = .62 ***.****~****.*t***++****************~*tt**t********~*~****~******~+~******* FLOW PROCESS FROM NOOE 144.00 TO NODE 225.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 160.00 OOWNSTREAM ELEVATION = 150.00 ...................................... ===="===========PI====_=_E====E=_================================================= STREET LENGTH(FEET) = 350.00 CURB HEIGTH(1NCHES) = 6. SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET HALFWIOTH(FEET) = 40.00 STREET CROSSFALL(0ECIMAL) = .0200 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .E500 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.03 HALFSTREET FLOODWIDTH(FEET) = STREET FLOWOEPTH(FEET) = .32 9.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.86 PRODUCT OF DEPTHWELOCITY = 1.23 STREETFLOW TRAUELTIME(M1N) = 1.51 TC(M1N) = 12.98 *USER SPECIFIED(SUBAREA): SUMMED AREA( ACRES ) = 2.46 TOTAL RUNOFF( CFS ) = SUBAREA AREA(ACRES) = 2.18 SUBAREA RUNOFF(CFS) = 6.86 7.48 END OF SUBAREA STREETFLOW HYDRAULICS: OEPTH(FEET) = .38 HALFSTREET FLOOOWIDTH(FEET) = 12.63 FLOW UELOCITY(FEET/SEC.) = 4.37 OEPTH*VELOCITY = 1.65 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.703 COMMERCIAL OEVELOPVENT RUNOFF COEFFICIENT = .8500 ............................................................................ FLOW PROCESS FROM NODE 225.00 TO NODE 203.00 IS COOE = 3 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< PIPEFLOW VELDCITY(FEET/SEC.) = 17.9 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.3 INCHES UPSTREAM NODE ELEVATION = 145.00 DOWNSTREAM NODE ELEVATION = 140.00 FLOWLENGTH(FEET) = 30.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(M1N.) = 7.48 -03 TC(M1N.) = 13.01 ....................................... ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 13.01 RAINFALL INTENSITY (INCH./HOUR) = 3.70 TOTAL STREAM AREA (ACRES ) = 2.46 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 7.48 """"_"""""""""""""""""""""""""""""""""~ ................................................................................. I****~*t***l*******************~*****+***~**~*********~*****~***~~**~*****~* FLOW PROCESS FROM NODE 151.00 TO NODE 203.00 IS COOE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.50 RAIN INTENSITY(INCH/HOUR) = 3.30 TOTAL AREA( ACRES ) = 81.07 TOTAL RUNOFF(CFS ) = 142.88 ...................................... ........................................................................... FLOW PROCESS FROM NOOE 203.00 TO NOOE 203.00 IS COOE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AN0 COMPUTE VARIOUS CONFLUENCEO STREAM VALUES<<<<< CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(M1NUTES) = 15.50 RAINFALL INTENSITY (INCH./HOUR) = 3.30 TOTAL STREAM AREA (ACRES) = 81.07 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 142.88 """""~_""_"""""""""""""""""""""""""""""~ """""""""""""" """"__"""""""""~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ CONFLUENCE INFORMATION: STREAM RUNOFF NUMBER (CFS) - (MIN.) (INCH/HOUR) TIME INTENSITY """""__"""_""""""""""""""""""""""""""" 2 1 4.88 12.25 7.48 3.843 3 13.01 142.88 15.50 3.698 3.302 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USEO FOR 3 STREAMS VARIOUS CONFLUENCEO RUNOFF VALUES ARE AS FOLLOWS: COMPUTE0 CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = TOTAL AREA(ACRES ) = 153.75 TIME(M1NUTES) = 15.500 85.60 134.85 139.77 153.75 ............................................................................ FLOW PROCESS FROM NOOE 166.00 TO NODE 172.00 IS COOE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 *USER SPECIFIED(SUBAREA): UPSTREAM ELEVATION = INITIAL SUBAREA FLOW-LENGTH(FEET) = 220.00 DOWNSTREAM ELEVATION = 163.00 ELEVATION DIFFERENCE = 160.80 2.20 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 6.707 """"""_"""""""""""""""""""""""""""""""~ ................................................................................ 100 YEAR RAINFALL INTENSITY(INCHIH0UR) = 5.668 TOTAL AREA(ACRES) = SUBAREA RUNOFF( CFS) = 2.17 .45 TOTAL RUNOFF( CFS ) = 2.17 ............................................................................ FLOW PROCESS FROM NODE 172.00 TO NODE 173.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE OIAMETER(1NCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.7 UPSTREAM NODE ELEVATION = 155.00 DOWNSTREAM NOOE ELEVATION = 150.00 FLOWLENGTH(FEET) = 25.00 MANNINGS N = .013 ESTIMATED PIPE OIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.17 TRAVEL TIME(M1N.) = .03 TC(M1N.) = 6.74 """"""_"""""""""""""""""""""""""""""""- ......................................................................... ............................................................................ FLOW PROCESS FROM NODE 173.00 TO NODE 173.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USEO FOR INOEPENOENT STREAM 1 ARE; TIME OF CONCENTRATION(M1NUTES) = 6.74 RAINFALL INTENSITY (INCH./HOUR) = 5.65 TOTAL STREAM AREA (ACRES) = .45 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.17 ....................................... ....................................... ............................................................................ FLOW PROCESS FROM NODE 230.00 TO NODE 173.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6000 UPSTREAM ELEVATION = INITIAL SUBAREA FLOW-LENGTH(FEET) = 18.0.00 163.00 DOWNSTREAM ELEVATION = 157.00 ELEVATION DIFFERENCE = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 9.823 +CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH ...................................... """"""_"""""""""""""""""""""""""""""""~ ...................................... DEFINITION. EXTRAPOLATION OF NOMOGRAPH USEO. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.431 SUBAREA RUNOFF( CFS ) = .43 TOTAL AREA(ACRES) = .16 TOTAL RUNOFF(CFS1 = .43 ............................................................................ FLOW PROCESS FROM NODE 173.00 TO NOOE 173.00 IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 9.82 RAINFALL INTENSITY (INCH./HOUR) = 4.43 TOTAL STREAM AREA (ACRES ) = TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .16 -43 CONFLUENCE INFORMATION: STREAM RUNOFF NUMBER ( CFS ) TIME INTENSITY (MIN. ) ( INCH/HOUR ) I 2.17 2 6.74 .43 5.652 9.82 4.431 ....................................... ........................................ ................................ ___======= """""""""_""""""""""""""""""""""""""""~ RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCEO RUNOFF VALUES ARE AS FOLLOWS: COMPUTE0 CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = TOTAL AREA(ACRES) = 2.50 TIME(M1NUTES) = 6.737 .61 2.50 2.13 FLOW PROCESS FROM NOOE 173.00 TO NODE 176.00 IS COOE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< -"""""""""""""""""""""""""""""""""""""~ ................................. """"""""""""""" ---~~~""-__"""__________________=~~~~ DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.1 INCHES ESTIMATED PIPE OIAMETER(1NCH) INCREASED TO 12.000 PIPEFLOW VELOCITY(FEET/SEC.) = 10.6 UPSTREAM NODE ELEVATION = 150.00 OOWNSTREAM NODE ELEVATION = 146.00 FLOWLENGTH(FEET) = 45.00 MANNINGS N = .013 ESTIMATED PIPE OIAMETER(1NCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.50 TRAVEL TIME(M1N. ) = .07 TC(MINT) = 6.81 ............................................................................ FLOW PROCESS FROM NOOE 176.00 TO NOOE 176.00 IS COOE = 1 >>>>>DESIGNATE INOEPENOENT STREAM FOR CONFLUENCE<<<<< """""_""""""""""""""""""""""""""""""""~ ............................................................................. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(M1NUTES) = 6.81 RAINFALL INTENSITY (INCH./HOUR) = 5.61 TOTAL STREAM AREA (ACRES) = .61 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.50 ............................................................................ FLOW PROCESS FROM NODE 199.50 TO NODE 199.00 IS COOE = 2 >>>>>RATIONAL METHOO INITIAL SUEAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .4000 *USER SPECIFIED(SUBAREA ): INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 173.50 ELEVATION DIFFERENCE = DOWNSTREAM ELEVATION = 172.50 1 .OO URBAN SUBAREA OVERLAND TIME OF FLOWCMINUTES) = 12.342 SUBAREA RUNOFF( CFS ) = TOTAL AREA(ACRES ) = .46 .30 TOTAL RUNOFF(CFS) = .46 """"_""""_""""""""""""""""""""""""""""" ............................................. ................................. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.825 ............................................................................ FLOW PROCESS FROM NOOE 199.00 TO NODE 176.00 IS COOE = E >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ...................................... ........................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.825 *USER SPECIFIED( SUBAREA ): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .SO00 SUBAREA AREA(ACRES) = 1.38 SUBAREA RUNOFF(CFS) = 3.17 TOTAL AREA( ACRES ) = 1.68 TOTAL RUNOFF(CFS ) = 3.63 TC(M1N) = 12.34 ............................................................................ FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS COOE = 1 ...................................... >>>>>DESIGNATE INOEPENOENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 12.34 RAINFALL INTENSITY (INCH./HOUR) = 3.82 TOTAL STREAM AREA (ACRES ) = 1.68 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3.63 ............................................................................ ***********III*******************************~~********~******************** FLOW PROCESS FROM NOOE 255.00 TO NOOE 251.00 IS COOE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA-ANALYSIS<<<<< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .3500 *USER SPECIFIED(SU8AREA): NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 11.67(MINUTES) UPSTREAM ELEVATION = 223.00 INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00 OOWNSTREAM ELEVATION = 220.00 ELEVATION DIFFERENCE = 3.00 ....................................... ............................................................................. SUBAREA RUNOFF( CFS ) = .49 TOTAL AREA(ACRES) = .35 TOTAL RUNOFFCCFS ) = .49 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.966 ............................................................................ FLOW PROCESS FROM NOOE 251.00 TO NOOE 176.00 IS COOE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< STREET LENGTH(FEET) = 1050.00 CURB HEIGTH(1NCHES) = 6. UPSTREAM ELEVATION = 220.00 OOWNSTREAM ELEVATION = 155.00 STREET HALFWIDTH(FEET) = 40.00 STREET CROSSFALL(0ECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = ,6500 ...................................... ............................................................................. **TRAVELTIME COMPUTED USING MEAN FLDW(CFS) = 2.97 HALFSTREET FLOODWIDTH(FEET) = 7.21 STREET FLOWDEPTH( FEET ) = .27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.65 PRODUCT OF DEPTHWELOCITY = 1.26 STREETFLOW TRAVELTIME(M1N) = 3.76 TC(M1N) = 15.43 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.311 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6500 *USER SPECIFIED(SUBAREA): SUMMED AREA(ACRES) = 2.68 TOTAL RUNOFF(CFS ) = SUBAREA AREA( ACRES ) = 2.33 SUBAREA RUNOFF(CFS ) = 5.02 5.50 EN0 OF SUBAREA STREETFLOW HYDRAULICS: OEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.62 FLOW VELOCITY(FEET/SEC.) = 5.27 DEPTH*UELOCITY = 1.68 ............................................................................ FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCE0 STREAM VALUES<<<<< ...................................... ............................................. ....................... ======== TIME OF CONCENTRATION(M1NUTES) = 15.43 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TOTAL STREAM AREA (ACRES) = 2.68 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 5.50 RAINFALL INTENSITY (INCH./HOUR) = 3.31 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS ) (MIN. ) ( INCH/HOUR) 2 1 2.50 6.81 5.614 3 3.63 12.34 3.825 5.50 15.43 3.311 ..................................... RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = TOTAL AREA(ACRE5) = 10.12 TIME(M1NUTES) = 15.432 4.97 END OF RATIONAL METHOD ANALYSIS 8.22 10.09 10.12 ............................................................................. - Date 9-30-89 Job No. /0894 Page No. x8 I ! II - 1. I i - RICK ENGINEERING COMPANY I %'%%\i% 365 SO. RANCHO SANTA FE ROAD SUITE SAN MARCOS. CALIFORNIA 92069 0 619/744- ............................................................................ PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFO,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-88 Advanced Engineering Software (des) Ver. 3.0A Release Date:12/27/88 Serial # 3113 Analysis prepared by: RICK ENGINEERING COMPANY 5620 Frairs Road San Diego,-Ca 92110 (619) 291-0707 ~ I*II+~I~IIx~***III*I*~~*~* DESCRIPTION OF STUDY **********X*************** PLAZA PASEO REAL HGL STUDY * PREPARED BY R.E.C. *9-30-89 J.N. 10894E * .......................................................................... FILE NAME: A:10894.200 TIMEIOATE OF STUDY: 7:37 9I 3/1989 NOTE: STEADY FLOW HYORAULIC HEAD-LOSS COMPUTATIONS BASE0 ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRO,LACFCO, AN0 OCEMA DESIGN MANUALS. OOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: PIPE DIAMETER( INCH) = 42.00 NODE NUMBER = 234.00 FLOWLINE ELEVATION = 111.80 PIPE FLOW(CFS) = ASSUMED OOWNSTREAM CONTROL HGL = 120.490 155.00 NODE 234.00 : HGL= < 120.490>;EGL= < 124.520>;FLOWLINE= < 111.800> ......................... """"""""""" "" ........................................ ............................................................................ """"I ............................................................................ PRESSURE FLOW PROCESS FROM NODE 234.00 TO NODE 203.00 IS CODE = 1 UPSTREAM NODE 203.00 ELEVATION = 113.00 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 155.00 CFS PIPE LENGTH = PIPE DIAMETER = 42.00 INCHES 118.00 FEET MANNINGS N = .01300 SF=(Q/K )**2 = (( HF=L*SF = ( 118.00)*( .0237347) = 155.00)/( 1006.096))**2 = .0237347 2.801 NODE 203.00 : HGL= < 123.291>;EGL= < 127.321>;FLOWLINE= < 113.000) """"""_""""""~"""""~"""""""""""""""""""~ ............................................................................ PRESSURE FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 5 UPSTREAM NODE 203.00 ELEVATION = 113.00 CALCULATE PRESSURE FLOW JUNCTION LOSSES: ....................................... NO. OISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 2 143.0 42.00 9.621 14.863 15.000 3.430 155.0 42.00 3 9.621 16.110 " 4.8 4.030 18.00 1.767 2.716 90.000 4 7.2 18.00 1.767 4.074 90.000 - 5 .0===Q5 EQUALS BASIN INPUT-== - LACFCD AN0 OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: OY=( Q2*UZ-Q1*Ul*COS(OELTAl )-03*'J3*COS(OELTA3 )- Q4*U4*COS(DELTA4) )/( (AltA2 )*16.1 ) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .02020 DOWNSTREAM FRICTION SLOPE = .02373 AVERAGED FRICTION SLOPE IN JUNCTION ASSUME0 AS .02197 ENTRANCE LOSSES = ,000 JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = .ll0 JUNCTION LOSSES = DYtHUl-HUZt(FRICTION LOSS)t(ENTRANCE LOSSES) JUNCTION LOSSES = -1.434t 3.430- 4.030t( .110)+( ,000) = .343 NODE 203.00 : HGL= < 124.834>;EGL= < 128.264>;FLOWLINE= < 113.000> ............................................................................ PRESSURE FLOW PROCESS FROM NODE 203.00 TO NODE 151.00 IS CDOE = 1 UPSTREAM NODE 151.00 ELEVATION = 138.70 """"""__""__"""""~""""""""""""""""""""""~ CALCULATE PRESSURE FLOW FRICTION LOSSES( L~CFCD): PIPE FLOW = 143.00 CFS PIPE OIAMETER = 42.00 INCHES PIPE LENGTH = 80.00 FEET MANNINGS N = .01300 SF=(Q/K )**Z = (( 143.00)/( 1006.096))**2 = .0202019 HF=L*SF = ( 80.00)*( ,0202013) = NODE 151.00 : HGL= < 126.450>;EGL= < 129.881?;FLOWLINE= < 138.700> 1.616 PRESSURE FLOW ASSUMPTION USE0 TO ADJUST HGL AND EGL ....................................... LOST PRESSURE HEAD USING SOFFIT CONTROL = 15.75 NODE 151.00 : HGL= < 14Z.Z00>;EGL= < 145.630>;FLOWLINE= < 138.700> 365~ so. RANCHO ~SANTA FE ROAD SUITE 100 . ~ SAN MARCOS, CALIFORNIA 92069 0 619/744-4800 ***t**************t*************~**~***+****t***~*****~**~~***~************~ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (des) Ver. 2.7A Release Date: 6/25/88 Serial # 2350 Analysis prepared by: ............................................................................ >>>>PIPE-FLOW JUNCTION INPUT INFORMATION<<<< """""""""""""""""""-""""""""""""""""""~ PIPE FLOW DIAMETER SLOPE FRICTION ANGLE FLOWLINE (CFS ) ( INCHES ) (DECIMAL ) FACTOR (DEGREES ) ELEVATION DOWNSTREAM UPSTREAM 134.60 42.000 ,04000 152.00 42.000 .04000 .0130 .000 141.80 .0130 17.40 16.000 .0110 75.000 143.00 .000 .08000 141.80 LATERAL #2 -00 .000 .00000 .0000 .000 .OO MAINLINE FLOWDEPTH INPUT INFORMATION: UPSTREAM PIPEFLOW DEPTH(FEET): DOWNSTREAM PIPEFLOW DEPTH(FEET): .OO .OO PIPEFLOW NORMAL AND CRITICAL DEPTH INFORMATION: LATERAL $1 =======E== ................................ ......................... --=========== """""""""_"""""""""""""""""""""~""""""" PIPE CRITICAL DEPTH NORMAL DEPTH (FEET ) ( FEET ) UPSTREAM 3.331 DOWNSTREAM 2.094 LATERAL #1 3.392 2.273 LATERAL It2 1.318 .000 .805 .000 PRESSURE-PLUS-MOMENTUM DETERMINATION BASED ON,UARIABLE: "BALANCE" = (ZtDl-D2 )*(A1+62 )*G/Z.-Q2~Q2/A2tQl*Ql*COS(ANGLEl )/A1 ~Q~*Q~*COS(ANGLE~)/A~~Q~*I~~*COS(ANGLE~)/A~ UPSTREAM FLOW IS SUPERCRITICAL; CHECK FOR HYDRAULIC JUMP: PIPEFLOW FORCE-PLUS-MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERALtl LATERALlt2 BALANCE DEPTH( FT ) DEPTH( FT ) OEPTH( FT ) DEPTH( FT ) (FT**4 ) 2.094 3.392 .E05 .000 *UPSTREAM FLOW DOMINATES JUNCTION HYDRAULICS: 357. *NO HYDRAULIC JUMP OCCURS AT JUNCTION. ........................................................................... PIPEFLOW FORCE-PLUS-MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL#l LATERAL#2 BALANCE DEPTH( FT ) DEPTHCFT ) DEPTH( FT ) DEPTH(FT ) (FT**4 ) ...................................... 2.094 2.094 1.696 .E05 .000 -1825. 2.544 .E05 2.094 2.968 .000 242. .000 .E05 -77. 2.094 2.756 2.094 2.650 .805 .000 .E05 .000 112. 25. 2.094 2.597 .E05 .000 2.094 2.624 .805 .000 -24. 1. 2.094 2.094 2.611 .a05 .000 -11. 2.617 2.094 .805 2.621 ,000 -5. .E05 .000 2.094 -2. 2.622 2.094 .805 .000 2.623 5. .805 2.094 .000 2.623 .805 .000 0. 0. ........................................ UPSTREAM CONTROL ASSUMED AT JUNCTION ....................................... COMPUTED UPSTREAW PIPEFLOW DEPTH(FEET) = 2.094 +,'h(<) 427% COMPUTED DOWNSTREAM PIPEFLOW OEPTH(FEET) = 2.622 """~""""_""""""""""" """""""""""""""""""~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ /+lo af&55WE - Date :jc30-$9 Job No. 108946 Page No. I ! RICK ENGINEERING COMPANY I AND cwl wowsms 365 SO. RANCHO SANTA FE ROAD 0 SUITE 100 SAN MARCOS. CALIFORNIA 92069 619/744-4800 PU"NI"0 co**",IbNn ............................................................................ HYORAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (des) Uer. 2.7A Release Date: 6/25/88 Serial # 2350 Analysis prepared by: * ~ TIMEIDATE OF STUDY: 14:59 9/ 3/1989 """""""""""""""""""""-=====""""" ================ """"""""""""""""- ............................................................................ >>>>PIPE-FLOW JUNCTION INPUT INFORMATION<<<< PIPE FLOW DIAMETER SLOPE FRICTION ANGLE FLOWLINE (CFS ) ( INCHES 1 (DECIMAL ) FACTOR (DEGREES ) ELEVATION DOWNSTREAM UPSTREAM 124.00 42.000 .03200 .0130 20.000 143.50 134.60 42.000 LATERAL #I .04000 10.60 ,0130 .000 12 * 000 .10000 143.50 LATERAL #2 .OO .000 .00000 .0000 .0110 80.000 151 .OO .000 .OO MAINLINE FLOWDEPTH INPUT INFORMATION: DOWNSTREAM PIPEFLOW DEPTH(FEET): UPSTREAM PIPEFLOW DEPTH(FEET): .OO .OO PIPEFLOW NORMAL AND CRITICAL DEPTH INFORMATION: .......................................... ....................................... PIPE CRITICAL DEPTH NORMAL DEPTH (FEET ) (FEET ) DOWNSTREAM UPSTREAM 3.275 3.331 LATERAL #I LATERAL t2 .995 .000 PRESSURE-PLUS-MOMENTUM DETERMINATION BASED ON VARIABLE: "BALANCE" = (ZtD1-D2 )*(AItA2 )*G/Z.-O2*Q2/AZtQl+Ql*CDS(ANGLE1 )/AI 2.135 2.094 .674 .000 tQ3*Q3*COS( ANGLE3 )/A3tP4*04*COS( ANGLE4 )/A4 """""""_"_""""""""""""""""""""""""""""" PIPEFLOW FORCE-PLUS-MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM FLOW IS SUPERCRITICAL; CHECK FOR HYDRAULIC JUMP: UPSTREAM DOWNSTREAM LATERAL%l LATERALt2 BALANCE DEPTH(FT ) DEPTH( FT ) DEPTH( FT ) DEPTH(FT ) (FT**4 ) 2.135 3.331 .674 .000 168. *UPSTREAM FLOW DOMINATES JUNCTION HYDRAULICS: *NO HYDRAULIC JUMP OCCURS AT JUNCTION. ==I===c=======DD=c=_==5=======5"--="========-===========~=~=============~====~== PIPEFLOW FORCE-PLUS-MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) DEPTH(FT) DEPTH( FT ) DEPTH( FT ) DEPTH(FT ) (FT**4 ) UPSTREAM DOWNSTREAM LATERALtl LATERALt2 BALANCE 2.135 1.666 2.135 .674 2.498 .000 .674 -1547. .000 -160. 2.135 2.135 2.135 2.135 2.135 2.135 2.135 2.135 2.135 2.135 2.135 2.915 2.811 2.707 2.759 2.733 2.726 2.720 2.729 2.731 2.732 2.732 .674 ,674 .000 .674 .000 .000 ,674 .000 .674 .000 .674 ,000 .674 .000 .674 .000 .674 .000 .674 .000 .674 .000 84. -14. 40. 14. 0. -7. -3. -1. -0. -0. 0. - Date 9- 30- 89 Job No. /0894€ Page No. 365 SO. RANCHO SANTA FE ROAD 0 SUITE 100 RICK ENGINEERING COMPANY I %?"%%:%:: SAN MARCOS. CALIFORNIA 92069 619/744-4600 - Date 9-30, s9 Job No. /089qE Page No. I - Date 9-38J9 Job No. 1084 $f 6 Page No. I " - i i RICK ENGINEERING COMPANY I UD CIYN INOIUSEM 365 SO. RANCHO SANTA FE ROAD SUITE 100 SAN MARCOS, CALIFORNIA 92069 0 619/744-4800 .u**,Ile SO*."LII*" ............................................................................ (C) Copyright 1982-88 Advanced Engineering Software (aes) Uer. 2.7A Release Date: 6/25/88 Serial # 2350 Analysis prepared by: HYDRAULIC ELEMENTS - I PROGRAM PACKAGE ............................................................................ >>>>PIPE-FLOW JUNCTION INPUT INFORMATION<<<< ...................................... PIPE FLOW DIAMETER SLOPE' FRICTION ANGLE FLOWLINE (CFS ) ( INCHES ) (OECIMAL ) FACTOR (DEGREES ) ELEVATION UPSTREAM 96.00 42.000 .01400 .0130 10.000 166.70 DOWNSTREAM 108.20 42.000 .01500 .0130 * 000 166.40 LATERAL 111 3.60 12.000 .04000 .0110 30.000 168.90 LATERAL #2 8.60 15.000 .02000 .0110 20.000 166.70 MAINLINE FLOWDEPTH INPUT INFORMATION: UPSTREAM PIPEFLOW DEPTH( FEET ): DOWNSTREAM PIPEFLOW DEPTH(FEET): .OO .OO PIPEFLOW NORMAL AND CRITICAL DEPTH INFORMATION: ...................................................................... ........................................ PIPE CRITICAL DEPTH NORMAL DEPTH (FEET ) (FEET ) UPSTREAM DOWNSTREAM 3.021 2.382 3.153 LATERAL #1 2.544 LATERAL #2 .E10 .457 1.141 .843 PRESSURE-PLUS-MOMENTUM DETERMINATION EASED ON VARIABLE: "EflLANCE' ~ZtDl-O2~*~A1tAZ~*G/2.-Q2*Q2/A2tQl*Ql*COS~ANGLEl~/Al tQ3+03*COS(ANGLE3)/A3tQ4*Q4*COS(ANGLE4)/A4 UPSTREAM FLOW IS SUPERCRITICAL; CHECK FOR HYDRAULIC JUMP: PIPEFLOW FORCE-PLUS-MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL#l LATERAL#.? BALANCE DEPTH( FT ) DEPTH( FT') OEPTH( FT) DEPTH( FT ) (FT**4 ) 2.382 3.153 .457 .E43 *UPSTREAM FLOW OOMINATES JUNCTION HYDRAULICS: +NO HYDRAULIC JUMP OCCURS AT JUNCTION. 8. =====PED==3DSSP====E===CDIE==3r-====================-============-================= PIPEFLOW FORCE-PLUS-MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL#l LATERALP2 BALANCE DEPTH( FT 1 DEPTH( FT ) OEPTH(FT ) DEPTH( FT ) (FT**4 ) ...................................... 2.382 2.382 1.577 .457 .843 -1173. 2.365 .457 2.382 2.759 .843 -209. .457 .843 -45. 2.382 2.956 2.382 .457 3.055 .457 2.382 3.005 .457 2.382 3.030 2.382 3.018 .457 .45? 2.382 2.382 3.024 3.021 ,457 .457 2.382 3.019 .457 2.382 3.019 .457 2.382 3.018 ,457 """""""""_""""""""~"~" UPSTREAM CONTROL ASSUMED AT JUNCTION .a43 .a43 .a43 ,843 .a43 .a43 .843 .a43 .a43 ,843 -7 * 3. -1. 9. 1. 0. 0. 6. 0. 2. .- 1 W= 29.2 cfs AM = L50f ! A z zY" v = //.b OK n =#P/3 g-. - 7% 5 -2.0 A V ~ - I t I I ! - - - RICK ENGINEERING COMPANY I Ei"''~~,~~~~~~~: 365 SO. RANCHO SANTA FE ROAD SUITE 100 SAN MARCOS, CALIFORNIA 92069 0 619/744-4800 Xt**X*****l**.****l***************************~*~~*~~'****~***~*****~******~ HYORAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Uer. 2.7A Release Date: 6/25/88 Serial # 2350 Analysis prepared by: TIME/DATE OF STUDY; 22: 8 9/ 311989 ........................................................................ lode //z +neA>n ............................................................................ >>)>PIPE-FLOW JUNCTION INPUT INFORMATION<<<< ........................................ PIPE FLOW DIAMETER SLOPE FRICTION ANGLE FLOWLINE (CFS ) ( INCHES ) (DECIMAL ) FACTOR (DEGREES ) ELEVATION UPSTREAM 75.00 36.000 .01600 .0130 10.000 168.75 DOWNSTREAM 100.00 42.000 .01300 .0130 .000 168.25 LATERAL #l 25.00 24.000 .02000 .0130 35.000 169.25 LATERAL It2 -00 .000 .00000 .0000 .000 .OO MAINLINE FLOWOEPTH INPUT INFORMATION: UPSTREAM PIPEFLOW OEPTH(FEET): * 00 DOWNSTREAM PIPEFLOW OEPTH(FEET): .OO PIPEFLOW NORMAL AND CRITICAL OEPTH INFORMATION: -------S=====5=PEI=I====IIP==l====I===.l==================================== - - - - - - - PIPE CRITICAL OEPTH NORMAL DEPTH (FEET ) (FEET ) DOWNSTREAM UPSTREAM 2.719 3.068 2.202 2.529 LATERAL #1 1.762 LATERAL X2 1.330 .000 .000 PRESSURE-PLUS-MOMENTUM DETERMINATION BASED ON VARIABLE: +Q~*Q~*COS(ANGLE~)/~I~~Q~*Q~*COS(ANGLE~)/A~ "BALANCE" (ZtD1-02 )*(AltA2 )*G/2.-Q2*QZ/AZtQl*Ql*COS(ANGLEl )/A1 UPSTREAM FLOW IS SUPERCRITICAL; CHECK FOR HYDRAULIC JUMP: PIPEFLOW FORCE-PLUS-MOMENTUM OETERMINATION(NEGLECT MINOR LOSSES) ....................................... UPSTREAM DOWNSTREAM LATERALIIl LATERALK? BALANCE DEPTH( FT) DEPTH( FT ) DEPTH( FT) DEPTH( FT ) (FT**4 ) 2.202 3.068 1.330 .000 23. *UPSTREAM FLOW DOMINATES JUNCTION HYDRAULICS: *NO HYORAULIC JUMP OCCURS AT JUNCTION. E==IIC=====J===S=IILEP===="E=P-==DS==="=="========~*~=~==="========= PIPEFLOW FORCE-PLUS-MOMENTUM OETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERAL#I LATERALtZ BALANCE DEPTH( FT ) DEPTH(FT ) DEPTH(FT) DEPTH( FT ) (FT**4 ) 2.202 1.534 1.330 .000 2.202 2.301 1.330 .000 -185. -1057. 2.202 2.685 1.330 .000 -32. 2.202 2.877 1,330 ,000 2.202 2.781 1.330 .000 6. 2.202 2.829 1.330 .000 -11. 2.202 -2. 2.853 1.330 2.202 .000 2.841 1.330 .000 0. 2. 2.202 2.835 1.330 .000 -0. 2.202 2.202 2.838 1 .330 2.839 1.330 .000 -0. .000 2.202 -0. 2.202 2.840 1.330 2.840 1.330 .000 4. .000 1. ....................................... UPSTREAM CONTROL ASSUMED AT JUNCTION COMPUTED UPSTREAM PIPEFLOW DEPTH(FEET) = 2.202 ........................................ COMPUTED DOWNSTREAM PIPEFLOW OEPTH(FEET) = 2.840 f yo ~fe5swe ............................................................................ :e dV "I ~~~ RICK ENGINEERING COMPANY I %"%?%:~~ 365 SO. RANCHO SANTA FE ROAD 0 SUITE 100 SAN MARCOS. CALIFORNIA 92069 619/744-4800 ~~~~ ~~ ~~