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# Flow In Pipes

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### Flow In Pipes

1. 1. FLOW IN PIPES
2. 2. Laminar and Turbulent Flows
3. 3. Laminar and Turbulent Flows  Critical Reynolds number (Recr) 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) Definition of Reynolds number
4. 4. Laminar and Turbulent Flows  For non-round pipes, define the hydraulic diameter Dh = 4Ac/P Ac= cross-section area P = wetted perimeter  Example: open channel Ac = 0.15 * 0.4 = 0.06m2 P = 0.15 + 0.15 + 0.5 = 0.8m Don’t count free surface, since it does not contribute to friction along pipe walls! Dh = 4Ac/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).
5. 5. The Entrance Region  Consider a round pipe of diameter D. The flow can be laminar or turbulent. In either case, the profile develops downstream over several diameters called the entry length Lh. Lh/D is a function of Re. Lh
6. 6. 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 Vavg= 1/2Umax and u(r)= 2Vavg(1 - r2 /R2 )
7. 7. Fully Developed Pipe Flow 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  Vavg 85% of Umax (depends on Re a bit)  No analytical solution, but there are some good semi-empirical expressions that approximate the velocity profile shape. See text Logarithmic law (Eq. 8-46) Power law (Eq. 8-49) Instantaneous profiles
8. 8. Fully Developed Pipe Flow Wall-shear stress  Recall, for simple shear flows u=u(y), we had τ = µdu/dy  In fully developed pipe flow, it turns out that τ = µdu/dr slope slope Laminar Turbulent τw τw τw,turb > τw,lam τw = shear stress at the wall, acting on the fluid
9. 9. Fully Developed Pipe Flow 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  Let’s apply conservation of mass, momentum, and energy to this CV (good review problem!) 1 2 L τw P1 P2V Take CV inside the pipe wall
10. 10. Fully Developed Pipe Flow Pressure drop  Conservation of Mass  Conservation of x-momentum Terms cancel since β1 = β2 and V1 = V2
11. 11. Fully Developed Pipe Flow Pressure drop  Thus, x-momentum reduces to  Energy equation (in head form) or cancel (horizontal pipe) Velocity terms cancel again because V1 = V2, and α1 = α2 (shape not changing) hL = irreversible head loss & it is felt as a pressure drop in the pipe
12. 12. Fully Developed Pipe Flow 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 τw. How?  Laminar flow: solve exactly  Turbulent flow: rely on empirical data (experiments)  In either case, we can benefit from dimensional analysis!
13. 13. Fully Developed Pipe Flow Friction Factor  τw = func(ρ, V, µ, D, ε) ε = average roughness of the inside wall of the pipe  Π-analysis gives
14. 14. Fully Developed Pipe Flow Friction Factor  Now go back to equation for hLand substitute f for τw  Our problem is now reduced to solving for Darcy friction factor f  Recall  Therefore  Laminar flow: f = 64/Re (exact)  Turbulent flow: Use charts or empirical equations (Moody Chart, a famous plot of f vs. Re But for laminar flow, roughness does not affect the flow unless it is huge
15. 15. Fully Developed Pipe Flow Friction Factor  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)  Both Moody chart and Colebrook equation are accurate to ±15% due to roughness size, experimental error, curve fitting of data, etc. Implicit equation for f which can be solved using the root-finding algorithm in EES
16. 16. Types of Fluid Flow Problems  In design and analysis of piping systems, 3 problem types are encountered: 1. Determine ∆p (or hL) given L, D, V (or flow rate) Can be solved directly using Moody chart and Colebrook equation 1. Determine V, given L, D, ∆p 2. Determine D, given L, ∆p, 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.
17. 17. Types of Fluid Flow Problems  Explicit relations have been developed which eliminate iteration. They are useful for quick, direct calculation, but introduce an additional 2% error
18. 18. Minor Losses  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 • KL is the loss coefficient. • Is different for each component. • Is assumed to be independent of Re. • Typically provided by manufacturer or generic table (e.g., Table 8-4 in text).
19. 19. Minor Losses  Total head loss in a system is comprised of major losses (in the pipe sections) and the minor losses (in the components)  If the piping system has constant diameter i pipe sections j components
20. 20. Piping Networks and Pump Selection  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
21. 21. Piping Networks and Pump Selection  For parallel pipes, perform CV analysis between points A and B  Since ∆p is the same for all branches, head loss in all branches is the same
22. 22. Piping Networks and Pump Selection  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 (∆p) : electrical potential (V)  Head loss (hL): resistance (R), however hL is very nonlinear
23. 23. Piping Networks and Pump Selection  When a piping system involves pumps and/or turbines, pump and turbine head must be included in the energy equation  The useful head of the pump (hpump,u) or the head extracted by the turbine (hturbine,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.
24. 24. Pump and systems curves  Supply curve for hpump,u: determine experimentally by manufacturer. When using EES, it is easy to build in functional relationship for hpump,u.  System curve determined from analysis of fluid dynamics equations  Operating point is the intersection of supply and demand curves  If peak efficiency is far from operating point, pump is wrong for that application.
The provided text passage is a set of slides or notes on fluid dynamics, specifically focusing on flow in pipes. It covers topics such as laminar and turbulent flows, the entrance region, fully developed pipe flow, pressure drop, friction factor, minor losses, and piping networks and pump selection. The content is structured as a series of bullet points and explanations, with some equations and definitions included.
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the passage does not contain any explicit mathematical questions or problems that require solving. it is primarily an educational resource providing information and explanations about fluid dynamics in pipes.
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# Flow In Pipes

32,256 views

Published on

UTHM

• Full Name
Comment goes here.

Are you sure you want to Yes No

### Flow In Pipes

1. 1. FLOW IN PIPES
2. 2. Laminar and Turbulent Flows
3. 3. Laminar and Turbulent Flows  Critical Reynolds number (Recr) 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) Definition of Reynolds number
4. 4. Laminar and Turbulent Flows  For non-round pipes, define the hydraulic diameter Dh = 4Ac/P Ac= cross-section area P = wetted perimeter  Example: open channel Ac = 0.15 * 0.4 = 0.06m2 P = 0.15 + 0.15 + 0.5 = 0.8m Don’t count free surface, since it does not contribute to friction along pipe walls! Dh = 4Ac/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).
5. 5. The Entrance Region  Consider a round pipe of diameter D. The flow can be laminar or turbulent. In either case, the profile develops downstream over several diameters called the entry length Lh. Lh/D is a function of Re. Lh
6. 6. 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 Vavg= 1/2Umax and u(r)= 2Vavg(1 - r2 /R2 )
7. 7. Fully Developed Pipe Flow 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  Vavg 85% of Umax (depends on Re a bit)  No analytical solution, but there are some good semi-empirical expressions that approximate the velocity profile shape. See text Logarithmic law (Eq. 8-46) Power law (Eq. 8-49) Instantaneous profiles
8. 8. Fully Developed Pipe Flow Wall-shear stress  Recall, for simple shear flows u=u(y), we had τ = µdu/dy  In fully developed pipe flow, it turns out that τ = µdu/dr slope slope Laminar Turbulent τw τw τw,turb > τw,lam τw = shear stress at the wall, acting on the fluid
9. 9. Fully Developed Pipe Flow 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  Let’s apply conservation of mass, momentum, and energy to this CV (good review problem!) 1 2 L τw P1 P2V Take CV inside the pipe wall
10. 10. Fully Developed Pipe Flow Pressure drop  Conservation of Mass  Conservation of x-momentum Terms cancel since β1 = β2 and V1 = V2
11. 11. Fully Developed Pipe Flow Pressure drop  Thus, x-momentum reduces to  Energy equation (in head form) or cancel (horizontal pipe) Velocity terms cancel again because V1 = V2, and α1 = α2 (shape not changing) hL = irreversible head loss & it is felt as a pressure drop in the pipe
12. 12. Fully Developed Pipe Flow 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 τw. How?  Laminar flow: solve exactly  Turbulent flow: rely on empirical data (experiments)  In either case, we can benefit from dimensional analysis!
13. 13. Fully Developed Pipe Flow Friction Factor  τw = func(ρ, V, µ, D, ε) ε = average roughness of the inside wall of the pipe  Π-analysis gives
14. 14. Fully Developed Pipe Flow Friction Factor  Now go back to equation for hLand substitute f for τw  Our problem is now reduced to solving for Darcy friction factor f  Recall  Therefore  Laminar flow: f = 64/Re (exact)  Turbulent flow: Use charts or empirical equations (Moody Chart, a famous plot of f vs. Re But for laminar flow, roughness does not affect the flow unless it is huge
15. 15. Fully Developed Pipe Flow Friction Factor  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)  Both Moody chart and Colebrook equation are accurate to ±15% due to roughness size, experimental error, curve fitting of data, etc. Implicit equation for f which can be solved using the root-finding algorithm in EES
16. 16. Types of Fluid Flow Problems  In design and analysis of piping systems, 3 problem types are encountered: 1. Determine ∆p (or hL) given L, D, V (or flow rate) Can be solved directly using Moody chart and Colebrook equation 1. Determine V, given L, D, ∆p 2. Determine D, given L, ∆p, 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.
17. 17. Types of Fluid Flow Problems  Explicit relations have been developed which eliminate iteration. They are useful for quick, direct calculation, but introduce an additional 2% error
18. 18. Minor Losses  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 • KL is the loss coefficient. • Is different for each component. • Is assumed to be independent of Re. • Typically provided by manufacturer or generic table (e.g., Table 8-4 in text).
19. 19. Minor Losses  Total head loss in a system is comprised of major losses (in the pipe sections) and the minor losses (in the components)  If the piping system has constant diameter i pipe sections j components
20. 20. Piping Networks and Pump Selection  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
21. 21. Piping Networks and Pump Selection  For parallel pipes, perform CV analysis between points A and B  Since ∆p is the same for all branches, head loss in all branches is the same
22. 22. Piping Networks and Pump Selection  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 (∆p) : electrical potential (V)  Head loss (hL): resistance (R), however hL is very nonlinear
23. 23. Piping Networks and Pump Selection  When a piping system involves pumps and/or turbines, pump and turbine head must be included in the energy equation  The useful head of the pump (hpump,u) or the head extracted by the turbine (hturbine,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.
24. 24. Pump and systems curves  Supply curve for hpump,u: determine experimentally by manufacturer. When using EES, it is easy to build in functional relationship for hpump,u.  System curve determined from analysis of fluid dynamics equations  Operating point is the intersection of supply and demand curves  If peak efficiency is far from operating point, pump is wrong for that application.
user
The provided text passage is a set of slides or notes on fluid dynamics, specifically focusing on flow in pipes. It covers topics such as laminar and turbulent flows, the entrance region, fully developed pipe flow, pressure drop, friction factor, minor losses, and piping networks and pump selection. The content is structured as a series of bullet points and explanations, with some equations and definitions included.

TYPE: NO_QUESTION

The passage does not contain any explicit mathematical questions or problems that require solving. It is primarily an educational resource providing information and explanations about fluid dynamics in pipes.