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0 <br />0 <br />Ratio of Q <br />peak hourly/ <br />Q design <br />average <br />100 <br />e0 <br />e0 <br />50 <br />40 <br />30 <br />20 <br />1.6 <br />1.0 <br />01 <br />02 0.3 04 05 0.7 1.0 <br />Source Farr, G M and Gayer, J C. Water <br />Supply and Wasfewafer Desposal, <br />First Ed. John Wiley and Sons Inc <br />New Yak (1954). p 136 <br />20 30 40 50 70 100 200 300 40.0500 70.0 100.0 <br />Population (in thousands) <br />LEGEND <br />Q peak hourly is * ,.P <br />O design average a 4 + Jp <br />a peak hourly = Maximum rate of wastewater flow (peak hourly how) <br />Q design average = Design average daily wastewater flow <br />r' = Population in Utousands <br />Figure C1-1. Ratio of Peak Hourly Flow to Design Average Flow <br />Pipe capacity: The project is proposing to reuse an existing 6-inch service line for the connection. The <br />pipe will be CCTV'd and will have pothole information to confirm the slope and size is met along with the <br />condition. <br />Koz North Broadway <br />Sanitary Sewer <br />Set units: m mm ft in <br />Pipe diameter, do <br />roughness, n ? <br />Pressure slope (possibly ? equal to pipe slope), So <br />of (or ratio to) full depth (100 % or 1 if flowing full] <br />6 In <br />0.012 <br />0.002 riselrun <br />1 fraction <br />Results <br />Flow, 0 <br />121.9966 <br />gpm <br />Velocity, v <br />1.3844 <br />fUsec <br />Velocity head, by <br />0.0298 <br />It <br />Flow area <br />0.1964 <br />ft^2 <br />Wetted perimeter <br />1.5708 <br />ft <br />Hydraulic radius <br />0.1250 <br />ft <br />Top width, T <br />0.0000 <br />j ft <br />Froude number, F <br />0.00 <br />Shear stress (tractive force), tau <br />0.0624 <br />1 psf <br />If you have any questions concerning this technical memorandum, please contact Rebekah Weston or (425) 419-4979 <br />EXT 101. <br />Thanks. <br />Rebekah J. Weston <br />2 . <br />3/7/2018 <br />