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MPE2.OUT <br />ELEVATION DATA: UPSTREAM(FEET) = 146.00 DOWNSTREAM(FEET) _ <br />FLOW LENGTH(FEET) = 192.00 MANNING'S N = 0.013 <br />DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.2 INCHES <br />PIPE -FLOW VELOCITY(FEET/SEC.) = 4.40 <br />ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = <br />PIPE-FLOW(CFS) = 4.32 <br />PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 7.40 <br />LONGEST FLOWPATH FROM NODE 500.00 TO NODE 520.00 = <br />WE, Elm •o <br />1 <br />551.00 FEET. <br />+ + <br />DA-E3 <br />**************************************************************************** <br />FLOW PROCESS FROM NODE 520.00 TO NODE 520.00 IS CODE = 82 <br />---------------------------------------------------------------------------- <br />>>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< <br />>>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< <br />---------------------------------------------------------------------------- <br />INITIAL SUBAREA FLOW-LENGTH(FEET) 100.00 <br />ELEVATION DATA: UPSTREAM(FEET) = 157.00 DOWNSTREAM(FEET) = 155.00 <br />Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 <br />SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 <br />* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.264 <br />SUBAREA Tc AND LOSS RATE DATA(AMC II): <br />DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap <br />SCS Tc <br />LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) <br />CN (MIN.) <br />COMMERCIAL B 1.22 0.30 0.100 <br />56 5.00 <br />SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 <br />SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 <br />SUBAREA AREA(ACRES) = 1.22 INITIAL SUBAREA RUNOFF(CFS) = <br />2.45 <br />** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: <br />MAINLINE Tc(MIN.) = 7.40 <br />* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.808 <br />SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 1.95 <br />EFFECTIVE AREA(ACRES) = 3.76 AREA -AVERAGED Fm(INCH/HR) <br />= 0.03 <br />AREA -AVERAGED Fp(INCH/HR) = 0.30 AREA -AVERAGED Ap = 0.10 <br />TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = <br />6.02 <br />+ + <br />DA-E4 <br />+ + <br />Page 4 <br />