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Civil Engineering Department
Hydraulics and Hydrology – CE 352
Prof. Majed Abu-Zreig
Chapter 3
Water Flow in Pipes
2
3.1 Description of A Pipe Flow
• Water pipes in our homes and the distribution
system
• Pipes carry hydraulic fluid to various components
of vehicles and machines
• Natural systems of “pipes” that carry blood
throughout our body and air into and out of our
lungs.
3
• Pipe Flow: refers to a full water flow in a closed
conduits or circular cross section under a certain
pressure gradient.
• The pipe flow at any cross section can be
described by:
cross section (A),
elevation (h), measured with respect to a horizontal
reference datum.
pressure (P), varies from one point to another, for a
given cross section variation is neglected
The flow velocity (v), v = Q/A.
4
Difference between open-channel flow and the pipe flow
Pipe flow
• The pipe is completely filled
with the fluid being transported.
• The main driving force is likely
to be a pressure gradient along
the pipe.
Open-channel flow
• Water flows without
completely filling the pipe.
• Gravity alone is the
driving force, the water
flows down a hill.
5
Types of Flow
Steady and Unsteady flow
The flow parameters such as velocity (v), pressure (P)
and density (r) of a fluid flow are independent of time
in a steady flow. In unsteady flow they are independent.
0
ooo ,z,yxtvFor a steady flow
0ooo ,z,yx
tvFor an unsteady flow
If the variations in any fluid’s parameters are small, the
average is constant, then the fluid is considered to be
steady
6
Uniform and non-uniform flow
A flow is uniform if the flow characteristics at any given
instant remain the same at different points in the
direction of flow, otherwise it is termed as non-uniform
flow.
0
otsvFor a uniform flow
For a non-uniform flow 0ot
sv
7
Examples:
The flow through a long uniform pipe diameter at a constant rate is
steady uniform flow.
The flow through a long uniform pipe diameter at a varying rate is
unsteady uniform flow.
The flow through a diverging pipe diameter at a constant rate is a
steady non-uniform flow.
The flow through a diverging pipe diameter at a varying rate is an
unsteady non-uniform flow.
8
Laminar and turbulent flow
Laminar flow:
Turbulent flow:
The fluid particles move along smooth well defined path or streamlines
that are parallel, thus particles move in laminas or layers, smoothly
gliding over each other.
The fluid particles do not move in orderly manner and they occupy different
relative positions in successive cross-sections. There is a small fluctuation in magnitude and direction of the velocity of the
fluid particles
transitional flow
The flow occurs between laminar and turbulent flow
9
3.2 Reynolds Experiment
Reynolds performed a very carefully prepared pipe flow
experiment.
10
Increasing
flow
velocity
11
Reynolds Experiment
• Reynold found that transition from laminar to turbulent
flow in a pipe depends not only on the velocity, but only
on the pipe diameter and the viscosity of the fluid.
• This relationship between these variables is commonly
known as Reynolds number (NR)
ForcesViscous
ForcesInertialVDVDNR
r
It can be shown that the Reynolds number is a measure of
the ratio of the inertial forces to the viscous forces in the
flow
FI ma AFV
12
Reynolds number
r VDVDNR
where V: mean velocity in the pipe [L/T]
D: pipe diameter [L]
r: density of flowing fluid [M/L3]
: dynamic viscosity [M/LT]
: kinematic viscosity [L2/T]
13
14
Flow laminar when NR < Critical NR
Flow turbulent when NR > Critical NR
It has been found by many experiments that for flows in
circular pipes, the critical Reynolds number is about 2000
The transition from laminar to turbulent flow does not always
happened at NR = 2000 but varies due to experiments
conditions….….this known as transitional range
15
Laminar flows characterized
by:
• low velocities
• small length scales
• high kinematic viscosities
• NR < Critical NR
• Viscous forces are
dominant.
Turbulent flows characterized
by
• high velocities
• large length scales
• low kinematic viscosities
• NR > Critical NR
• Inertial forces are
dominant
Laminar Vs. Turbulent flows
16
Example 3.1
40 mm diameter circular pipe carries water at 20oC.
Calculate the largest flow rate (Q) which laminar flow can
be expected.
mD 04.0
CTat o20101 6
sec/1028.6)04.0(4
05.0. 352 mAVQ
sec/05.02000101
)04.0(2000
6mV
VVDNR
17
3.3 Forces in Pipe Flow
• Cross section and elevation of the pipe are varied along
the axial direction of the flow.
18
)(.. '22'11 massfluidfluxmassdVoldVol rr
Conservation law of mass
Mass enters the
control volume
Mass leaves the
control volume
QVAVAdt
dSA
dt
dSA
dt
dVol
dt
dVol
.......
..
22112
21
1
'22'11
rrrrr
rr
QVAVA 2211 ..
For Incompressible and Steady flows:
Continuity equation for
Incompressible Steady flow
19
Apply Newton’s Second Law:
t
VMVM
dt
VdMaMF
12
xxx WFAPAPF 2211
)(.
)(.
)(.
.
12
12
12
zzz
yyy
xxx
VVQF
VVQF
VVQF
rateflowmassQtMbut
r
r
r
r
Fx is the axial direction force exerted on the control volume
by the wall of the pipe.
)(. 12
VVQF r
Conservation of
moment equation
20
dA= 40 mm, dB= 20 mm, PA= 500,000 N/m2, Q=0.01m3/sec.
Determine the reaction force at the hinge.
Example 3.2
21
3.4 Energy Head in Pipe Flow
Water flow in pipes may contain energy in three
basic forms:
1- Kinetic energy,
2- potential energy,
3- pressure energy.
22
Consider the control volume:
• In time interval dt:
- Water particles at sec.1-1 move to sec. 1`-1` with velocity V1.
- Water particles at sec.2-2 move to sec. 2`-2` with velocity V2.
• To satisfy continuity equation:
dtVAPdsAP ..... 111111
• The work done by the pressure force
dtVAdtVA .... 2211
dtVAPdsAP ..... 222222
-ve sign because P2 is in the opposite direction to distance traveled ds2
……. on section 1-1
……. on section 2-2
23
• The work done by the gravity force :
).(..
.
..
2111
111
hhdtVAgWork
dtVALAVolumem
hmghWWork
r
r
)(...2
1.
2
1.
2
1 2
1
2
211
2
1
2
2 VVdtVAVMVM r
)(..2
1).(......
2
1
2
22121 VVdtQhhdtQgdtQPdtQP rr
• The kinetic energy:
The total work done by all forces is equal to the change in
kinetic energy:
Dividing both sides by rgQdt
22
2
21
1
2
1
22h
P
g
Vh
P
g
V
Bernoulli Equation
Energy per unit weight of water
OR: Energy Head
24
Energy head and Head loss in pipe flow
25
11
2
11
2h
P
g
VH
22
2
22
2h
P
g
VH
Kinetic
head
Elevation
head
Pressure
head
Energy
head = + +
LhhP
g
Vh
P
g
V 2
2
2
21
1
2
1
22
Notice that:
• In reality, certain amount of energy loss (hL) occurs when the
water mass flow from one section to another.
• The energy relationship between two sections can be written
as:
26
Example 3.4
The tank is being drained through 12 in pipe. The discharge = 3200 gpm, The
Total head loss = 11.5 ft. find the h?
Example
In the figure shown:
Where the discharge through the system is 0.05 m3/s, the total losses through
the pipe is 10 v2/2g where v is the velocity of water in 0.15 m diameter pipe,
the water in the final outlet exposed to atmosphere.
Calculate the required
height (h =?)
below the tank
mh
h
hzg
V
g
pz
g
V
g
p
smV
smV
L
A
Q
A
Q
147.21
81.9*2
83.21020
81.9*2
366.60)5(00
22
/366.610.0
05.0
/83.215.0
05.0
22
2
2
221
2
11
2
4
2
4
rr
Example
In the figure shown:
Where the discharge through the system is 0.05 m3/s, the total losses through the pipe is 10 v2/2g
where v is the velocity of water in 0.15 m diameter pipe, the water in the final outlet exposed to
atmosphere. Calculate the required height (h =?)
below the tank
Without calculation sketch the (E.G.L) and (H.G.L)
30
Basic components of a typical pipe
system
31
Calculation of Head (Energy) Losses:
In General: When a fluid is flowing through a pipe, the fluid experiences some
resistance due to which some of energy (head) of fluid is lost.
Energy Losses
(Head losses)
Major Losses Minor losses
loss of head due to pipe
friction and to viscous
dissipation in flowing
water
Loss due to the change of
the velocity of the flowing
fluid in the magnitude or in
direction as it moves
through fitting like Valves,
Tees, Bends and Reducers.
3.5 Losses of Head due to Friction
• Energy loss through friction in the length of pipeline is commonly
termed the major loss hf
• This is the loss of head due to pipe friction and to the viscous
dissipation in flowing water.
• Several studies have been found the resistance to flow in a pipe is:
- Independent of pressure under which the water flows
- Linearly proportional to the pipe length, L
- Inversely proportional to some water power of the pipe diameter D
- Proportional to some power of the mean velocity, V
- Related to the roughness of the pipe, if the flow is turbulent
33
The resistance to flow in a pipe is a function of:
• The pipe length, L
• The pipe diameter, D
• The mean velocity, V
• The properties of the fluid ()
• The roughness of the pipe, (the flow is
turbulent).
Darcy-Weisbach Equation
25
22
8
2
Dg
QLf
g
V
D
LfhL
Where:
f is the friction factor
L is pipe length
D is pipe diameter
Q is the flow rate
hL is the loss due to friction
It is conveniently expressed in terms of velocity (kinetic) head in the pipe
The friction factor is function of different terms:
D
eVDF
D
eVDF
D
eNFf R ,,,
r
Renold number Relative roughness
35
Friction Factor: (f)
• For Laminar flow: (NR < 2000) [depends only on
Reynolds’ number and not on the surface roughness]
RN
64f
• For turbulent flow in smooth pipes (e/D = 0) with
4000 < NR < 105 is
4/1
316.0
RNf
Friction Factor f
e7.1'
ee 7.108.0 '
RN
f64
pipe wall
e
51.2log2
110
fN
f
R
e
pipe wall
transitionally
rough
e
pipe wall
rough
f independent of relative
roughness e/D
f independent of NR
f varies with NR and e/D
turbulent flow
NR > 4000
laminar flow
NR < 2000
e08.0'
e
D
f7.3log2
110
fN
D
e
fR
51.2
7.3log2
110
Colebrook formula
The thickness of the laminar sublayer decrease with an increase in NR
Smooth
Moody diagram
• A convenient chart was prepared by Lewis F. Moody and commonly called the Moody diagram of friction factors for pipe flow,
There are 4 zones of pipe flow in the chart:
• A laminar flow zone where f is simple linear function of NR
• A critical zone (shaded) where values are uncertain because
the flow might be neither laminar nor truly turbulent
• A transition zone where f is a function of both NR and relative
roughness
• A zone of fully developed turbulence where the value of f
depends solely on the relative roughness and independent of
the Reynolds Number
38
Laminar
Marks Reynolds Number
independence
40
Typical values of the absolute roughness (e) are given in
table 3.1
41
Notes: Alternative to Moody Diagram
• Swamee-Jain Equation (1976)
Explicit expression 10-6<e/D,10-2; 5000<NR<108
2
9.010Re
74.5
7.3log
25.0
D
ef
Problems (head loss)
Three types of problems for uniform flow in a single pipe:
Type 1:
Given the kind and size of pipe and the flow rate head loss ?
Type 2:
Given the kind and size of pipe and the head loss flow rate ?
Type 3:
Given the kind of pipe, the head loss and flow rate size of pipe ?
Solving Turbulent flow Problems
There are 3 types of problems
• Given: L, D, V solve for hf
– Compute ks/D, Re then f from moody diagram then
find hf and V
• Given: hf, L, D solve for V
– Compute ks/D the value Then calculate f, V
and Q
• Given: Q, L, hf solve for D, Iterative solution
– Iterative process Assume f, calculate V and Re, check f from
moody diagram
– Assume new f, calculate V and Re, then check f
L
ghD f22/3
Moody Diagram
Smooth pipes
Fully rough pipes
Resis
tan
ce C
oeff
icie
nt
f
Reynolds number
Rela
tive r
ou
gh
ness e
/D
2/12/3
2/12
L
ghDfN
f
R
45
The water flow in Asphalted cast Iron pipe (e = 0.12mm) has a diameter 20cm
at 20oC. Is 0.05 m3/s. determine the losses due to friction per 1 km
1.59m/s
m0.2π/4
/s0.05mV
22
3
5
6
26
1015.33148521001.1
2.059.1
0006.0200
12.0
12.0
/sm101.01υ20
VDN
mm
mm
D
e
mme
CT
R
o
f = 0.018 Moody
m
m/s.
.
m.
m,.
g
V
D
Lfh f
55.11
8192
591
200
00010180
2 2
22
Example 1
Type 1:
Given the kind and size of pipe and the flow rate head loss ?
The water flow in commercial steel pipe (e = 0.045mm) has a diameter 0.5m at 20oC. Q=0.4 m3/s. determine the losses due to friction per 1 km
sm
A
QV / 037.2
45.0
4.0
2
013.0
109105.0
045.0
10012.110006.1
037.25.0
10006.15.4220
10497
5.42
10497
5
3
6
6
6
5.1
6
5.1
6
f
D
e
N
T
Moody
R
kmmh f / 5.581.92
037.2
5.0
1000013.0
2
Example 2
Type 1:
Given the kind and size of pipe and the flow rate head loss ?
Cast iron pipe (e = 0.26), length = 2 km, diameter = 0.3m. Determine the max. flow rate Q , If the allowable maximum head loss = 4.6m. T=10oC
10135.0
81.923.0
20006.4
2
2
2
2
fV
Vf
g
V
D
LfhF
00009.01067.8103.0
26.0
210296.21031.1
3.0
1031.15.4210
10497
5.42
10497
5
3
6
6
6
5.1
6
5.1
6
D
e
VV
N
T
R
Example 3
Type 2:
Given the kind and size of pipe and the head loss flow rate ?
02.0
1067.8
10668.2
m/s 16.101.0
4
52
1
f
D
e
N
Vf
Moody
R
eq
eq
021.0
1067.8
10886.1
m/s 82.002.0
4
52
1
f
D
e
N
Vf
Moody
R
eq
eq
10135.02 f
V
210296.2 6 VNR
Trial 1
Trial 2
V= 0.82 m/s , Q = V*A = 0.058 m3/s
Example 3.5 Compute the discharge capacity of a 3-m diameter, wood stave
pipe in its best condition carrying water at 10oC. It is allowed to
have a head loss of 2m/km of pipe length.
hf fL
D
V 2
2g
V 2ghf
L
1/ 2D
f
1/ 2
fV
Vf
12.0
)81.9(23
10002 2
2
Table 3.1 : wood stave pipe: e = 0.18 – 0.9 mm, take e = 0.3 mm
Solution 1:
0001.03
3.0
D
e
At T= 10oC, = 1.31x10-6 m2/sec VVVD
NR
.1029.21031.1
3 6
6
Type 2:
Given the kind and size of pipe and the head loss flow rate ?
• Solve by trial and error:
• Iteration 1:
• Assume f = 0.02 sec/45.202.0
12.02 mVV
66 106.545.2.1029.2 R
N
From moody Diagram: 0122.0f
Iteration 2: update f = 0.0122 sec/14.3
0122.0
12.02 mVV
66 102.714.3.1029.2 R
N
From moody Diagram: 0122.00121.0 f
0 0.02 2.45 5.6106
1 0.0122 3.14 7.2106
2 0.0121
Iteration f V NR
Convergence
Solution:
/sm 2.272
4
3.15.3
m/s 15.3
3
2
2
VAQ
V
flow rate ?
Determines relative roughness e/D
2/12/3 2
L
ghDfN
f
R
Type 2. Given the kind and size of pipe and the head loss
Given and e/D we can determine f (Moody diagram) fNR
Use Darcy-Weisbach to determine velocity and flow rate
Alternative Method for solution of Type 2 problems
Because V is unknown we cannot calculate the Reynolds number
However, if we know the friction loss hf, we can use the Darcy-Weisbach equation
to write:
hf fL
D
V 2
2g
V 2ghf
L
1/ 2D
f
1/ 2
We also know that:
Re VD
Re 1
f 1/ 2
D 3 / 2
2ghf
L
1/ 2
unknowns
2/12/3
2/12
L
ghDfN
f
R
Can be calculated based on
available data Quantity plotted along the top of the Moody diagram
Moody Diagram
Smooth pipes
Fully rough pipes
Resis
tan
ce C
oeff
icie
nt
f
Reynolds number
Rela
tive r
ou
gh
ness e
/D
2/12/3
2/12
L
ghDfN
f
R
Example 3.5 Compute the discharge capacity of a 3-m diameter, wood stave pipe in its best
condition carrying water at 10oC. It is allowed to have a head loss of 2m/km
of pipe length.
5
6
232/1
2/3
1062.91000
)3)(81.9(2
1031.1
)3(2
L
ghDfN
f
R
Table 3.1 : wood pipe: e = 0.18 – 0.9 mm, take e = 0.3 mm
Solution 2:
0001.03
3.0
D
e
Type 2: Given the kind and size of pipe and the head loss flow rate ?
At T= 10oC, = 1.31x10-6 m2/sec
From moody Diagram: 0121.0f
sec/15.32
2
2/12/12
mf
D
L
ghV
g
V
D
Lfh
f
f
/sm 2.272
4
3.15.3,
3
2
VAQ
f = 0.0121
Example (type 2)
H
L
H = 4 m, L = 200 m, and D = 0.05 m
What is the discharge through the
galvanized iron pipe?
Table : Galvanized iron pipe: e = 0.15 mm e/D = 0.00015/0.05 = 0.003
= 10-6 m2/s
We can write the energy equation between the water surface in the reservoir and the
free jet at the end of the pipe:
Lh
g
Vh
p
g
Vh
p
22
2
2
2
2
2
1
1
1
g
V
D
Lf
g
V
2200040
22
2
f
D
Lf
gV
40001
5.78
1
422
1
2
Example (continued) Assume Initial value for f : fo = 0.026
Initial estimate for V: m/sec 865.0026.040001
5.78
V
Calculate the Reynolds number 44 103.4105 V
DVN
R
Updated the value of f from the Moody diagram f1 = 0.029
m/sec 819.0029.040001
5.78
V
442 101.4105 VDV
NR
0 0.026 0.865 4.3104
1 0.029 0.819 4.1104
2 0.0294 0.814 4.07104
3 0.0294
Iteration f V NR
Convergence
Solution:
V2 0.814 m/s
Q VA 0.814 0.052
4
1.60103 m3 /s
e/D = 0.003
Initial estimate for f A good initial estimate is to pick the f value that is valid for a fully rough pipe with
the specified relative roughness
fo = 0.026
Solution of Type 3 problems-uniform flow in a
single pipe
Given the kind of pipe, the head loss and flow rate size of pipe ?
Determines
equivalent roughness e
Problem? Without D we cannot calculate the relative
roughness e/D, NR, or fNR
Solution procedure: Iterate on f and D
1. Use the Darcy Weisbach equation and guess an initial value for f
2. Solve for D
3. Calculate e/D
4. Calculate NR
5. Update f
6. Solve for D
7. If new D different from old D go to step 3, otherwise done
Example (Type 3) A pipeline is designed to carry crude oil (S = 0.93, = 10-5 m2/s) with a discharge of 0.10
m3/s and a head loss per kilometer of 50 m. What diameter of steel pipe is needed?
Available pipe diameters are 20, 22, and 24 cm.
From Table 3.1 : Steel pipe: e = 0.045 mm
Darcy-Weisbach:
g
V
D
Lfh
f2
2
2
2
542
22
2
2
1614
22 g
fLQ
DDg
Q
D
Lf
g
A
Q
D
Lfh
f
5/1
2
2
2
16
fhg
fLQD
5/15/1
5/1
2
2
440.05081.92
10.0100016ffD
Make an initial guess for f : fo = 0.015
D 0.440 0.0151/ 5 0.190 m
Now we can calculate the relative roughness and the Reynolds number:
33
2108.66
1107.12
144
DD
QD
D
QD
A
QVDN
R
00024.010045.0 3
DD
e
update f
f = 0.021
e/D = 0.00024
Updated estimate for f
f1 = 0.021
0 0.015 0.190 66.8103 0.00024
Iteration f D NR e/D
Example Cont’d
5/1440.0 fD
update f
DN
R
1107.12 3
From moody diagram, updated estimated for f :
f1 = 0.021 D = 0.203 m
3105.62 R
N
00023.0D
e
1 0.021 0.203 62.5103 0.00023
2 0.021 Convergence
Solution:
D = 0.203
Use next larger commercial
size:
D = 22 cm
Example 3.6 Estimate the size of a uniform, horizontal welded-steel pipe installed to carry 14
ft3/sec of water of 70oF (20oC). The allowable pressure loss is 17 ft/mi of
pipe length.
From Table : Steel pipe: ks = 0.046 mm
Darcy-Weisbach:
hL fL
D
V 2
2g
Q VA
hL fL
D
Q
A
2
2g f
L
D
Q 2
2g
42
2D 4
1
D 5
16fLQ 2
2g 2
5/1
2
28
Lhg
fLQD
afff
D 5/15/1
5/1
2
2
33.41781.9
1452808
Let D = 2.5 ft, then V = Q/A = 2.85 ft/sec
Now by knowing the relative roughness and the Reynolds number:
5
510*6.6
10*08.1
5.2*85.2
VDNR
0012.05.2
003.0
D
e
We get f =0.021
Solution 2:
A better estimate of D can be obtained by substituting the latter
values into equation a, which gives
ftfD 0.2021.0*33.433.4 5/15/1
A new iteration provide
V = 4.46 ft/sec
NR = 8.3 x 105
e/D = 0.0015
f = 0.022, and
D = 2.0 ft.
More iterations will produce the same results.
64
Major losses formulas
• Several formulas have been developed in the past. Some of these formulas have faithfully been used in various hydraulic engineering practices.
1. Darcy-Weisbach formula
2. The Hazen -Williams Formula
3. The Manning Formula
4. The Chezy Formula
5. The Strickler Formula
Empirical Formulas 1 • Hazen-Williams
UnitsSISRCV hHW
54.063.085.0
tCoefficien iamsHazen Will
4
4
P wetted
A wetted Radius hydraulic
2
C
L
hS
D
D
D
R
HW
f
h
UnitsSI
0.71 852.1
87.4852.1Q
DC
Lh
HW
f
Sim
pli
fied
UnitsBritishSRCV
mVcmD
hHW
54.063.0318.1
sec/0.35
tCoefficien iamsHazen WillHWC
68
tCoefficien iamsHazen WillHWC
69
081.0
sec/0.3
V
VCC
mVWhen
oHoH
Where:
CH = corrected value
CHo = value from table
Vo = velocity at CHo
V = actual velocity
Empirical Formulas 2
70
Manning Formula
• This formula has extensively been used
for open channel designs
• It is also quite commonly used for pipe
flows
71
• Manning
tCoefficien M
4 P wetted
A wetted Radius hydraulic
anningn
L
hS
D
R
f
h
Sim
pli
fied
UnitsSI
0.3133.5
2
D
nQLh f
2/13/21SR
nV h
72
• n = Manning coefficient of roughness (See Table)
• Rh and S are as defined for Hazen-William formula.
Vn
R Sh1 2 3 1 2/ /
3/16
223.10
D
QLnh f
22
33.135.6 Vn
D
Lh f
73
74
Example
New Cast Iron (CHW = 130, n = 0.011) has length = 6 km and diameter = 30cm.
Q= 0.32 m3/s, T=30o. Calculate the head loss due to friction using:
a) Hazen-William Method
b) Manning Method
33332030130
6000710
710
8521
8748521
8521
8748521
m . .
. h
Q DC
L.h
.
..f
.
..
HW
f
m
.
.. .h
D
nQ L h
.f
.f
47030
32001106000310
3.10
335
2
335
2
76
Minor losses
It is due to the change
of the velocity of the
flowing fluid in the
magnitude or in
direction [turbulence
within bulk flow as it
moves through and
fitting] Flow pattern through a valve
77
• The minor losses occurs du to :
• Valves
• Tees
• Bends
• Reducers
• Valves
• And other appurtenances
• It has the common form
2
22
22 gA
Qk
g
Vkh LLm
can be the dominant cause of head loss in shorter pipelines
“minor” compared to friction losses in long pipelines but,
Losses due to contraction A sudden contraction in a pipe usually causes a marked drop in pressure
in the pipe due to both the increase in velocity and the loss of energy to
turbulence.
g
Vkh cc
2
2
2Along centerline
Along wall
Value of the coefficient Kc for sudden contraction
V2
Different pipe entrance
increasing loss coefficient
81
Loss due to pipe entrance
General formula for head loss at the entrance of a pipe is also
expressed in term of velocity head of the pipe
g
VKh entent
2
2
82
Head Loss at the entrance of a Pipe
(flow leaving a tank)
Reentrant
(embeded)
KL = 0.8
Sharp
edge
KL = 0.5
Well
rounded
KL = 0.04
Slightly
rounded
KL = 0.2
h KV
gL L
2
2
83
Head Loss Due to a Sudden Contraction
h KV
gL L
22
2
g
VhL
2 5.0
22
Head losses due to pipe contraction may be greatly reduced by
introducing a gradual pipe transition known as a confusor
g
V'k'h cc
2
2
2
'kc
85
Head Loss Due to Gradual Contraction
(reducer or nozzle)
Losses due to Expansion
g
VVhE
2
)( 2
21
A sudden Expansion in a pipe
Note that the drop in the energy line is much
larger than in the case of a contraction
abrupt expansion
gradual expansion
smaller head loss than in the case of an abrupt expansion
88
Head Loss Due to a Sudden Enlargement
h KV
gL L
12
2
KA
AL
1 1
2
2
h
V V
gL
1 2
2
2
or :
Head losses due to pipe enlargement may be greatly reduced by
introducing a gradual pipe transition known as a diffusor
g
VV'k'h EE
2
2
2
2
1
90
Head Loss Due to Gradual Enlargement
(conical diffuser)
g
VVKh LL
2
2
2
2
1
a 100 200 300 400
KL 0.39 0.80 1.00 1.06
91
Gibson tests
92
Another Typical values for various amount of rounding of
the lip
93
Head Loss at the Exit of a Pipe
(flow entering a tank)
hV
gL
2
2
the entire kinetic energy of the exiting fluid (velocity V1) is
dissipated through viscous effects as the stream of fluid mixes
with the fluid in the tank and eventually comes to rest (V2 = 0).
KL = 1.0 KL = 1.0
KL = 1.0 KL = 1.0
94
Head Loss Due to Bends in Pipes
R/D 1 2 4 6 10 16 20
Kb 0.35 0.19 0.17 0.22 0.32 0.38 0.42
g
Vkh bb
2
2
95
Miter bends
For situations in which space is limited,
96
Head Loss Due to Pipe Fittings
(valves, elbows, bends, and tees)
h KV
gv v
2
2
97
98
The loss coefficient for elbows, bends, and tees
Loss coefficients for pipe components (Table)
Minor loss coefficients (Table)
Minor loss calculation using equivalent
pipe length
f
DkL l
e
Energy and hydraulic grade lines
Unless local effects are of particular interests the changes in the EGL and HGL are
often shown as abrupt changes (even though the loss occurs over some distance)
Example
Given: Figure
Find: Estimate the elevation required in the
upper reservoir to produce a water
discharge of 10 cfs in the system. What
is the minimum pressure in the pipeline
and what is the pressure there?
Solution:
ftz
sftA
QV
D
LfKKK
g
V
D
LfKKKh
zhz
zγ
p
g
Vαhz
γ
p
g
Vα
Ebe
EbeL
L
L
1332.32*2
73.1275.100.14.0*25.0100
/73.121*4/
10
75.101
430*025.0;0.1;(assumed)4.0;5.0
22
0000
22
2
1
2
2
21
22
22
211
21
1
5
5
2
22
1
2
1
2
11
21
1
10*910*14.1
1*73.12Re
59.0)53.1(*4.62
35.1
2.32*2
73.12
1
300025.04.05.00.17.110133
22
2*100
22
VD
psigp
ft
g
V
D
LfKK
g
Vzz
γ
p
zγ
p
g
Vhz
zγ
p
g
Vαhz
γ
p
g
Vα
b
beb
bb
bbb
L
bbb
bL
b
Example
In the figure shown two new cast iron pipes in series, D1 =0.6m ,
D2 =0.4m length of the two pipes is 300m, level at A =80m , Q
= 0.5m3/s (T=10oC).there are a sudden contraction between
Pipe 1 and 2, and Sharp entrance at pipe 1.
Fine the water level at B
e = 0.26mm
v = 1.31×10-6
Q = 0.5 m3/s
exitcentffL
fBA
hhhhhh
hZZ
21
g
Vk
g
Vk
g
Vk
g
V
D
Lf
g
V
D
Lfh exitcentL
22222
2
2
2
2
2
1
2
2
2
22
2
1
1
11
01800170
000650000430600
26.0
102211018
sec983
404
50sec771
604
50
21
11
6222
5111
22
22
1
1
.f .f
,.D
, .D
,.υ
DV R , .
υ
DVR
, m/.
.π
.
A
Q, V m/.
.π
.
A
QV
moodymoody
ee
1 ,27.0 ,5.0 exitcent hhh
Solution
m.g
.
g
..
g
..
g
. .
. .
g
. .
. .h f
36132
983
2
983270
2
77150
2
983
40
3000180
2
771
60
3000170
222
22
ZB = 80 – 13.36 = 66.64 m
g
Vk
g
Vk
g
Vk
g
V
D
Lf
g
V
D
Lfh exitcentL
22222
2
2
2
2
2
1
2
2
2
22
2
1
1
11
Example
A pipe enlarge suddenly from D1=240mm to D2=480mm. the
H.G.L rises by 10 cm calculate the flow in the pipe
smAVQsmV
g
V
g
VV
g
V
g
V
VV
VV
AVAV
g
VV
g
V
g
V
zg
pz
g
ph
g
V
g
V
hzg
V
g
pz
g
V
g
p
L
L
/103.048.057.0/57.0
1.02
6
1.02
4
22
16
4
48.024.0
1.0222
22
22
32
4222
2
2
2
22
2
2
2
2
21
2
42
2
41
2211
2
21
2
2
2
1
11
22
2
2
2
1
2
2
221
2
11
rr
rrSolution
109
• Note that the above values are average
typical values, actual values will depend
on the make (manufacturer) of the
components.
• See:
– Catalogs
– Hydraulic handbooks !!
Recommended