# Chapter 8: Flow in Pipes

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1 8-1 Introduction 8-2 Laminar and Turbulent Flows 8-3 The Entrance Region 8-4 Laminar Flow in Pipes 8-5 Turbulent Flow in Pipes 8-6 Fully Developed Pipe Flow 8-7 Minor Losses 8-8 Piping Networks and Pump Selection 8-9 Pump and Systems Curves 8-10 Flow Rate and Velocity Measurement

2 8-1 Introduction (1) Friction force of wall on fluid Average velocity in a pipe Recall - because of the no-slip condition, the velocity at the walls of a pipe or duct flow is zero We are often interested only in V avg, which we usually call just V (drop the subscript for convenience) Keep in mind that the no-slip condition causes shear stress and friction along the pipe walls 8-1

3 8-1 Introduction (2) For pipes pp of constant diameter and incompressible flow V avg V avg V avg stays the same down the pipe, even if the velocity profile changes Why? Conservation of Mass same same same 8-2

4 8-1 Introduction (3) For pipes pp with variable diameter, m is still the same due to conservation of mass, but V 1 V 2 D 1 D 2 V 1 m V 2 m

5 8-2 Laminar and Turbulent Flows (1) 8-4

6 8-2 Laminar and Turbulent Flows (2) Definition of Reynolds number Critical Reynolds number (Re cr ) for flow in a round pipe Re < 2300 laminar 2300 Re 4000 transitional Re > 4000 turbulent Note that these values are approximate. For a given application, Recr depends upon Pipe roughness Vibrations Upstream fluctuations, disturbances (valves, elbows, etc. that may disturb the flow) 8-5

7 8-2 Laminar and Turbulent Flows (3) For non-round pipes, define the hydraulic diameter D h = 4A c /P A c = cross-section area P = wetted perimeter Example: open channel A c = 0.15 * 0.4 = 0.06m 2 P = = 0.8m Don t count free surface, since it does not contribute to friction along pipe walls! D h = 4A c /P = 4*0.06/0.8 = 0.3m What does it mean? This channel flow is equivalent to a round pipe of diameter 0.3m (approximately). 8-6

8 8-3 The Entrance Region Consider a round pipe pp of diameter D. The flow can be laminar or turbulent. In either case, the profile develops downstream over several diameters called the entry length L h. L h /D is a function of Re. L h 8-7

9 8-4 Laminar Flow in Pipes Fully Developed Pipe Flow Comparison of laminar and turbulent flow There are some major differences between laminar and turbulent fully developed pipe flows Laminar Can solve exactly (Chapter 9) Flow is steady Velocity profile is parabolic Pipe roughness not important It turns out that V avg = 1/2U max and u(r)= 2V avg (1 - r 2 /R 2 ) 8-8

10 8-5 Turbulent Flow in Pipes Turbulent Cannot solve exactly (too complex) Flow is unsteady (3D swirling eddies), but it is steady in the mean Mean velocity profile is fuller (shape more like a top-hat profile, with very sharp slope at the wall) Pipe roughness is very important Instantaneous t profiles V avg 85% of U max (depends on Re a bit) No analytical solution, but there are some good semi-empirical empirical expressions that approximate the velocity profile shape. See text Logarithmic law (Eq. 8-46) Power law (Eq. 8-49) 8-9

11 8-6 Fully Developed Pipe Flow (1) Wall-shear stress Recall, for simple shear flows u=u(y), we had τ = μdu/dy In fully developed d pipe flow, it turns out thatt τ = μdu/dr Laminar Turbulent τ w τ w = shear stress at the wall, acting on the fluid τ w τ w,turb > τ w,lam 8-10

12 8-6 Fully Developed Pipe Flow (2) Pressure drop There is a direct connection between the pressure drop in a pipe and the shear stress at the wall Consider a horizontal pipe, fully developed, and incompressible flow τ w Take CV inside the pipe wall P 1 V P 2 L 1 2 Let s apply conservation of mass, momentum, and energy to this CV (good review problem!) 8-11

13 8-6 Fully Developed Pipe Flow (3) Conservation of Mass Conservation of x-momentum Terms cancel since β 1 = β 2 and V 1 = V

14 8-6 Fully Developed Pipe Flow (4) Thus, x-momentum reduces to or Energy equation (in head form) cancel (horizontal pipe) Velocity terms cancel again because V 1 = V 2, and α 1 = α 2 (shape not changing) h L = irreversible head loss & it is felt as a pressure drop in the pipe 8-13

15 8-6 Fully Developed Pipe Flow (5) Friction Factor From momentum CV analysis From energy CV analysis Equating the two gives To predict head loss, we need to be able to calculate τ w. How? Laminar flow: solve exactly Turbulent flow: rely on empirical data (experiments) In either case, we can benefit from dimensional analysis! 8-14

16 8-6 Fully Developed Pipe Flow (6) τ w = func(ρ, V, μ, D, ε) Π-analysis gives ε = average roughness of the inside id wall of the pipe 8-15

17 8-6 Fully Developed Pipe Flow (7) Now go back to equation for h L and substitute f for τ w Our problem is now reduced to solving for Darcy friction factor f Recall But for laminar flow, roughness Therefore does not affect the flow unless it is huge Laminar flow: f = 64/Re (exact) Turbulent flow: Use charts or empirical equations (Moody Chart, a famous plot of f vs. Re and ε/d, See Fig. A-12, p. 898 in text) 8-16

18 8-6 Fully Developed Pipe Flow (8) 8-17

19 8-6 Fully Developed Pipe Flow (9) Moody chart was developed for circular pipes, but can be used for non-circular pipes using hydraulic diameter Colebrook equation is a curve-fit of the data which is convenient for computations (e.g., using EES) Implicit equation for f which can be solved using the root-finding algorithm in EES Both Moody chart and Colebrook equation are accurate to ±15% due to roughness size, experimental error, curve fitting of data, etc. 8-18

20 8-6 Fully Developed Pipe Flow (10) Types of Fluid Flow Problems In design and analysis of piping systems, 3 problem types are encountered 1. Determine Δp (or h L ) given L, D, V (or flow rate) Can be solved directly using Moody chart and Colebrook equation 2. Determine V, given L, D, Δp 3. Determine D, given L, Δp, V (or flow rate) Types 2 and 3 are common engineering design problems, i.e., selection of pipe diameters to minimize construction and pumping costs However, iterative approach required since both V and D are in the Reynolds number. 8-19

21 8-6 Fully Developed Pipe Flow (11) Explicit relations have been developed which eliminate iteration. They are useful for quick, direct calculation, but introduce an additional 2% error 8-20

22 8-7 Minor Losses (1) Piping systems include fittings, valves, bends, elbows, tees, inlets, exits, enlargements, and contractions. These components interrupt the smooth flow of fluid and cause additional losses because of flow separation and mixing We introduce a relation for the minor losses associated with these components K L is the loss coefficient. Is different for each component. Is assumed to be independent of Re. Typically provided by manufacturer or 8-21 generic table (e.g., Table 8-4 in text).

23 8-7 Minor Losses (2) Total head loss in a system is comprised of major losses (in the pipe sections) and the minor losses (in the components) i pipe sections j components If the piping pp system has constant diameter 8-22

24 8-7 Minor Losses (3) 8-23

25 8-7 Minor Losses (4) 8-24

26 8-8 Piping Networks and Pump Selection (1) Two general types of networks Pipes in series Volume flow rate is constant Head loss is the summation of parts Pipes in parallel Volume flow rate is the sum of the components Pressure loss across all branches is the same 8-25

27 8-8 Piping Networks and Pump Selection (2) For parallel pipes, perform CV analysis between points A and B Since Δp is the same for all branches, head loss in all branches is the same 8-26

28 8-8 Piping Networks and Pump Selection (3) Head loss relationship between branches allows the following ratios to be developed Real pipe systems result in a system of non-linear equations. Very easy to solve with EES! Note: the analogy with electrical circuits should be obvious Flow flow rate (VA) : current (I) Pressure gradient (Δp) : electrical potential (V) Head loss (h L ): resistance (R), however h L is very nonlinear 8-27

29 8-8 Piping Networks and Pump Selection (4) When a piping system involves pumps and/or turbines, pump and dturbine head must tbe included din the energy equation The useful head of the pump p (h pump,u u ) or the head extracted by the turbine (h turbine,e ), are functions of volume flow rate, i.e., they are not constants. Operating point of system is where the system is in balance, e.g., where pump head is equal to the head losses. 8-28

30 8-9 Pump and Systems Curves Supply curve for h pump,u : determine experimentally by manufacturer. When using EES, it is easy to build in functional relationship for h pump,u. System curve determined from analysis of fluid dynamics equations Operating point is the intersection ti of supply and demand curves If peak efficiency is far from operating point, pump is wrong for that application. 8-29

31 8-10 Flow Rate and Velocity Measurement (1) 8-30

32 8-10 Flow Rate and Velocity Measurement (2) 8-31

33 8-10 Flow Rate and Velocity Measurement (3) 8-32

34 8-10 Flow Rate and Velocity Measurement (4) 8-33

35 8-10 Flow Rate and Velocity Measurement (5) 8-34

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