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THE COMPUTER SOFTWARE FOR COMPUTATION HEAD LOSSES IN WATER SUPPLY SYSTEMS ACCORDING DARCY - WEISBAH FORMULA

Hydraulic losses in water supply systems depends in part upon velocity in the pipe and its diametar and roughness of the pipe, and occur along a whole pipe network. Local losses (valves, form losses bend, cross, etc) in long pipe installations are most 10% of linear losses. Head losses are computed according to the Darcy-Weisbach equation.. That equation for long pipe installations, where minor losses are 10% of linear losses, is represented as follows: where:  Δ h  is the head losses (pressure losses  measured as water meters),  L  is the  pipe length (m),  λ is the friction coefficient,  d  is the inside pipe diameter (m), V  is the flow velocity (m/s), and  g  is the gravitational acceleration (m/s).

Typical pipe roughness values are shown in the following table. These values will vary depending on the manufacturer, workmanship, age, condition and other factors. For this reason, the following table should be used as a guideline only.

The Reynolds number is computed as: where: ν  is the kinematic viscosity which amounts  n =1.31× 10-6 m2/s  for temperature of  10° C.

In our engineer's usage, we compute the friction coefficient according to the equation innovated by professor Georgije Hajdin. This equation is an extension of Blazijus equation for smooth pipes and expressed as follows : For a hydraulic resistance computation  in water supply penstocks necessity is enter next attributes of pipes in indicated gauge units.

 Internal pipe diametar d mm Roughness height K mm Assumed flow Q l/s Pipe length L m Cross-sectional area of a pipe F m2 Flow velocity through a pipe v m/s Reynolds number Re Friction coefficient l Hhydraulic head losses (head losses in water meters) D h m