By Prabhata K. Swamee
This authoritative source consolidates accomplished details at the research and layout of water provide platforms into one useful, hands-on reference. After an advent and rationalization of the elemental rules of pipe flows, it covers subject matters starting from rate concerns to optimum water distribution layout to varied different types of structures to writing water distribution courses. With quite a few examples and closed-form layout equations, this is often the definitive reference for civil and environmental engineers, water provide managers and planners, and postgraduate scholars.
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Additional resources for Design of Water Supply Pipe Networks
7. 65 m poly(vinyl chloride) pipeline of length 5000 m. 7. F. (1938–1939). Turbulent flow in pipes with particular reference to the transition region between smooth and rough pipe laws. J. Inst. Civ. Engrs. London 11, 133–156. F. (1944). Friction factors for pipe flow. Trans. ASME 66, 671– 678. J. (1969). Gravity Flow of Solids and Transportation of Solids in Suspension. John Wiley & Sons, New York. K. (1990). Form resistance equations for pipe flow. Proc. National Symp. on Water Resource Conservation, Recycling and Reuse.
3 m. The elevations of reservoir and outlet are 20 m and 10 m, respectively. The water column in reservoir is 5 m, and a terminal head of 5 m is required at outlet. 48 PIPE NETWORK ANALYSIS Solution. 05 mm. 3 m Eq. 4. ANALYSIS OF DISTRIBUTION MAINS A pipeline in which there are multiple withdrawals is called a distribution main. In a distribution main, water may flow on account of gravity (Fig. 4) or by pumping (Fig. 5) with withdrawals q1, q2, q3, . . , qn at the nodal points 1, 2, 3, . . , n.
For spherical particle of diameter d, Swamee and Ojha 36 BASIC PRINCIPLES OF PIPE FLOW (1991) gave the following equation for CD: 8 " #À0:25 90:25 1:6 0:72 #2:5 " < = 24 130 40,000 2 CD ¼ 0:5 16 þ þ þ1 , ; : Rs Rs Rs (2:32) where R s ¼ sediment particle Reynolds number given by Rs ¼ wd , n (2:33) where w ¼ fall velocity of sediment particle, and d ¼ sediment particle ﬃ diameter. 5 Â 105. Denoting n Ã ¼ n=[d (s À 1)gd], the fall velocity can be obtained applying the following equation (Swamee and Ojha, 1991): w¼ & i5 hÀ iÀ0:346 'À0:1 pﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃ h Á1:7 : (s À 1)gd ð18n ÃÞ2 þð72n ÃÞ0:54 þ 108 n Ã þ1:43 Â 106 (2:34) A typical slurry transporting system is shown in Fig.