# Review of pipe flow: Friction & Minor Losses

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1 ENVE 204 Lecture -1 Review of pipe flow: Friction & Minor Losses Assist. Prof. Neslihan SEMERCİ Marmara University Department of Environmental Engineering

2 Important Definitions Pressure Pipe Flow: Refers to full water flow in closed conduits of circular cross sections under a certain pressure gradient. For a given discharge (Q), pipe flow at any location can be described by - the pipe cross section - the pipe elevation, - the pressure, and - the flow velocity in the pipe. Elevation (h) of a particular section in the pipe is usually measured with respect to a horizontal reference datum such as mean sea level (MSL). Pressure (P) in the pipe varies from one point to another, but a mean value is normally used at a given cross section. Mean velocity (V) is defined as the discharge (Q) divided by the cross-sectional area (A)

3 Head Loss From Pipe Friction Energy loss resulting from friction in a pipeline is commonly termed the friction head loss (hf) This is the head loss caused by pipe wall friction and the viscous dissipation in flowing water. It is also called major loss.

4 FRICTION LOSS EQUATION The most popular pipe flow equation was derived by Henry Darcy (1803 to 1858), Julius Weiscbach (1806 to 1871), and the others about the middle of the nineteenth century. The equation takes the following form and is commonly known as the Darcy-Weisbach Equation.

5 Turbulent flow or laminar flow Reynolds Number (NR) < 2000 laminar flow Reynolds Number (NR) 4000 turbulent flow; the value of friction factor (f) then becomes less dependent on the Reynolds Number but more dependent on the relative roughness (e/d) of the pipe.

6 Roughness Heigths, e, for certain common materials

7 Friction factor can be found in three ways: 1. Graphical solution: Moody Diagram 2. Implicit equations : Colebrook-White Equation 3. Explicit equations: : Swamee-Jain Equation

8 Moody Diagram

9 Determination of Friction Factor by using Moody Diagram Example 22.1(Use of Moody Diagram to find friction factor): A commercial steel pipe, 1.5 m in diameter, carries a 3.5 m 3 /s of water at 20 0 C. Determine the friction factor and the flow regime (i.e. laminar-critical; turbulent-transitional zone; turbulent-smooth pipe; or turbulent-rough pipe)

10 Use of Moody Diagram

11 Implicit and explicit equations for friction factor Colebrook-White Equation: 1 f = log e D N R f Swamee-Jain Equation : f = log ( 0.25 e D N 0.9 ) R 2

12 Emprical Equations for Friction Head Loss Hazen-Williams equation: It was developed for water flow in larger pipes (D 5 cm, approximately 2 in.) within a moderate range of water velocity (V 3 m/s, approximately 10 ft/s). Hazen-Williams equation, originally developed fort he British measurement system, has been writtten in the form V = 1.318C HW R h 0.63 S 0.54 S= slope of the energy grade line, or the head loss per unit length of the pipe (S=hf/L). R h = the hydraulic radius, defined as the water cross sectional area (A) divided by wetted perimeter (P). For a circular pipe, with A= D 2 /4 and P= D, the hydraulic radius is R h = A P = D2 /4 = D 4

13 Emprical Equations for Friction Head Loss Hazen-Williams equation: It was developed for water flow in larger pipes (D 5 cm, approximately 2 in.) within a moderate range of water velocity (V 3 m/s, approximately 10 ft/s). Hazen-Williams equation, originally developed fort he British measurement system, has been writtten in the form V = 1.318C HW R h 0.63 S 0.54 V = 0.849C HW R h 0.63 S 0.54 in British System in SI System S= slope of the energy grade line, or the head loss per unit length of the pipe (S=hf/L). R h = the hydraulic radius, defined as the water cross sectional area (A) divided by wetted perimeter (P). For a circular pipe, with A= D 2 /4 and P= D, the hydraulic radius is R h = A P = D2 /4 D = D 4

14 C HW = Hazen-Williams coefficient. The values of C HW for commonly used water-carrying conduits

15 Emprical Equations for Friction Head Loss Manning s Equation Manning equation has been used extensively open channel designs. It is also quite commonly used for pipe flows. The Manning equation may be expressed in the following form: V= 1 R 2/3 n h S 1/2 n= Manning s coefficient of roughness. In British units, the Manning equation is written as where V is units of ft/s. V = n R 2/3 h S 1/2

16 Manning Rougness Coefficient for pipe flows Assist. Prof. Neslihan Semerci

17 MINOR LOSS Losses caused by fittings, bends, valves etc. Each type of loss can be quantified using a loss coefficient (K). Losses are proportional to velocity of flow and geometry of device. H m = K. K=Minor loss coefficient V 2 2g

18

19 2.1. Minor Loss at Sudden Contraction Assist. Prof. Neslihan Semerci

20 2.2. Minor Loss at Gradual Contraction

21 Head Loss at the entrance of a pipe from a large reservoir

22 2.3. Minor Loss in Sudden Expansions

23 2.4. Minor Loss in Gradual Expansions

24 Head Loss due to a submerging pipe discharging into a large reservoir Kd = 1.0

25 Minor Loss in pipe valves

26 Minor Loss in Pipe Bends

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