PPI
Fluid Mechanics FE Review
Carrie (CJ) McClelland, P.E.
cmcclel@mines.edu
MAJOR TOPICS
Fluid Properties
Fluid Statics
Fluid Dynamics
Fluid Measurements
Dimensional Analysis
Professional Publications, Inc.
Fluid Mechanics
FERC
9-1a1
Definitions
Fluids
• Substances in either the liquid or gas phase
• Cannot support shear
Density
• Mass per unit volume
Specific Volume
Specific Weight
 g∆m 
γ = lim 
 = ρg
∆V →0  ∆V 
Specific Gravity
Professional Publications, Inc.
FERC
1
PPI
Fluid Mechanics
9-1a2
Definitions
Example (FEIM):
Determine the specific gravity of carbon dioxide gas (molecular weight =
44) at 66°C and 138 kPa compared to STP air.
Ans: 1.67
Professional Publications, Inc.
Fluid Mechanics
FERC
9-1a2
Definitions
Example (FEIM):
Determine the specific gravity of carbon dioxide gas (molecular weight =
44) at 66°C and 138 kPa compared to STP air.
J
8314
kmol⋅K
Rcarbon dioxide =
= 189 J/kg ⋅K
kg
44
kmol
J
kmol⋅K = 287 J/kg ⋅K
kg
29
kmol

 

J 

  287
(273.16) 
5
kg ⋅K 
1.38 ×10 Pa
 
 = 1.67
=




1.013
×105 Pa 
J
(66°C + 273.16) 
 189

kg ⋅K 



8314
Rair =
SG =
ρ
PRairTSTP
=
ρSTP RCO TpSTP
2
Professional Publications, Inc.
FERC
2
PPI
Fluid Mechanics
9-1b
Definitions
Shear Stress
• Normal Component:
• Tangential Component
- For a Newtonian fluid:
- For a pseudoplastic or dilatant fluid:
Professional Publications, Inc.
Fluid Mechanics
FERC
9-1c1
Definitions
Absolute Viscosity
• Ratio of shear stress to rate of shear deformation
Surface Tension
Capillary Rise
Professional Publications, Inc.
FERC
3
PPI
Fluid Mechanics
9-1c2
Definitions
Example (FEIM):
Find the height to which ethyl alcohol will rise in a glass capillary tube
0.127 mm in diameter.
Density is 790 kg/m 3 , σ = 0.0227 N/m, and β = 0°.
Ans: 0.00923 m
Professional Publications, Inc.
Fluid Mechanics
FERC
9-1c2
Definitions
Example (FEIM):
Find the height to which ethyl alcohol will rise in a glass capillary tube
0.127 mm in diameter.
Density is 790 kg/m 3 , σ = 0.0227 N/m, and β = 0°.

kg 
(4)0.0227 2 (1.0)
s 
4σ cos β

h=
=
= 0.00923 m

γd
kg 
m
−3
 790 3 9.8 2 (0.127 ×10 m)
m 
s 

Professional Publications, Inc.
FERC
4
PPI
Fluid Mechanics
9-2a1
Fluid Statics
Gage and Absolute Pressure
pabsolute = pgage + patmospheric
Hydrostatic Pressure
p = γh + ρgh
p2 − p1 = −γ(z2 − z1)
Example (FEIM):
In which fluid is 700 kPa first achieved?
(A) ethyl alcohol
(B) oil
(C) water
(D) glycerin
Ans: D
Professional Publications, Inc.
Fluid Mechanics
FERC
9-2a2
Fluid Statics
p0 = 90 kPa

kPa 
p1 = p0 + γ1h1 = 90 kPa +  7.586
(60 m) = 545.16 kPa
m 


kPa 
p2 = p1 + γ2h2 = 545.16 kPa + 8.825
(10 m) = 633.41 kPa
m 


kPa 
p3 = p2 + γ 3h3 = 633.41 kPa + 9.604
(5 m) = 681.43 kPa
m 


kPa 
p4 = p3 + γ 4h4 = 681.43 kPa + 12.125
(5 m) = 742 kPa
m 

Therefore, (D) is correct.
Professional Publications, Inc.
FERC
5
PPI
Fluid Mechanics
9-2b1
Fluid Statics
Manometers
Professional Publications, Inc.
Fluid Mechanics
FERC
9-2b2
Fluid Statics
Example (FEIM):
The pressure at the bottom of a tank of water is measured with a mercury
manometer. The height of the water is 3.0 m and the height of the mercury is
0.43 m. What is the gage pressure at the bottom of the tank?
Ans: 27858 Pa
Professional Publications, Inc.
FERC
6
PPI
Fluid Mechanics
9-2b2
Fluid Statics
Example (FEIM):
The pressure at the bottom of a tank of water is measured with a mercury
manometer. The height of the water is 3.0 m and the height of the mercury is
0.43 m. What is the gage pressure at the bottom of the tank?
From the table in the NCEES Handbook,
kg
ρmercury = 13560 3 ρ water = 997 kg/m3
m
∆p = g ρ2h2 − ρ1h1
(
)



m 
kg 
kg 
= 9.81 2 13560 3 (0.43 m) − 997 3 (3.0 m)
s
m
m






= 27858 Pa
Professional Publications, Inc.
Fluid Mechanics
FERC
9-2c
Fluid Statics
Barometer
Atmospheric Pressure
Professional Publications, Inc.
FERC
7
PPI
Fluid Mechanics
9-2d
Fluid Statics
Forces on Submerged Surfaces
Example (FEIM):
The tank shown is filled with water.
Find the force on 1 m width of the
inclined portion.
Ans: 90372 N
Professional Publications, Inc.
FERC
Fluid Mechanics
9-2d
Fluid Statics
Forces on Submerged Surfaces
The average pressure on the inclined
section is:

kg 
m
pave = 21 997 3 9.81 2  3 m + 5 m
m 
s 

= 39122 Pa
()
Example (FEIM):
The tank shown is filled with water.
Find the force on 1 m width of the
inclined portion.
(
)
The resultant force is
(
)(
)( )
R = paveA = 39122 Pa 2.31 m 1 m
= 90372 N
Professional Publications, Inc.
FERC
8
PPI
Fluid Mechanics
9-2e
Fluid Statics
Center of Pressure
If the surface is open to the atmosphere, then p0 = 0 and
Professional Publications, Inc.
Fluid Mechanics
FERC
9-2f1
Fluid Statics
Example 1 (FEIM):
The tank shown is filled with water. At
what depth does the resultant force act?
The surface under pressure is a
rectangle 1 m at the base and
2.31 m tall.
Ans: 4.08 m
Professional Publications, Inc.
FERC
9
PPI
Fluid Mechanics
9-2f1
Fluid Statics
Example 1 (FEIM):
The tank shown is filled with water. At
what depth does the resultant force act?
The surface under pressure is a
rectangle 1 m at the base and
2.31 m tall.
A = bh
b3 h
Iy =
12
4m
Zc =
= 4.618 m
sin60°
c
Professional Publications, Inc.
Fluid Mechanics
FERC
9-2f2
Fluid Statics
Using the moment of inertia for a rectangle given in the NCEES
Handbook,
z* =
=
Iy
b3 h
b2
=
=
AZc 12bhZc 12Zc
c
(2.31 m)2
= 0.0963 m
(12)(4.618 m)
Rdepth = (Zc + z*) sin 60°= (4.618 m + 0.0963 m) sin 60°= 4.08 m
Professional Publications, Inc.
FERC
10
PPI
Fluid Mechanics
9-2g
Fluid Statics
Example 2 (FEIM):
The rectangular gate shown is 3 m
high and has a frictionless hinge at
the bottom. The fluid has a density of
1600 kg/m3. The magnitude of the
force F per meter of width to keep the
gate closed is most nearly
(A) 0 kN/m
(B) 24 kN/m
(C) 71 kN/m
(D) 370 kN/m
Ans: B
Professional Publications, Inc.
FERC
Fluid Mechanics
9-2g
Fluid Statics
Example 2 (FEIM):
The rectangular gate shown is 3 m
high and has a frictionless hinge at
the bottom. The fluid has a density of
1600 kg/m3. The magnitude of the
force F per meter of width to keep the
gate closed is most nearly
(A) 0 kN/m
(B) 24 kN/m
(C) 71 kN/m
(D) 370 kN/m
pave = ρgzave (1600
kg
m
)(9.81 2 )( 21)(3 m)
m3
s
= 23544 Pa
R
= paveh = (23544 Pa)(3 m) = 70 662 N/m
w
F + Fh = R
R is one-third from the bottom (centroid
of a triangle from the NCEES Handbook).
Taking the moments about R,
2F = Fh
N
70,667
F  1  R 
m = 23.6 kN/m
=    =
w  3 w 
3
Therefore, (B) is correct.
Professional Publications, Inc.
FERC
11
PPI
Fluid Mechanics
9-2h
Fluid Statics
Archimedes’ Principle and Buoyancy
• The buoyant force on a submerged or floating object is equal to the
weight of the displaced fluid.
• A body floating at the interface between two fluids will have buoyant
force equal to the weights of both fluids displaced.
Fbuoyant = γ waterVdisplaced
Professional Publications, Inc.
Fluid Mechanics
FERC
9-3a
Fluid Dynamics
Hydraulic Radius for Pipes
Example (FEIM):
A pipe has diameter of 6 m and carries water to a depth of 2 m. What is
the hydraulic radius?
Ans: 1.12m
Professional Publications, Inc.
FERC
12
PPI
Fluid Mechanics
9-3a
Fluid Dynamics
Hydraulic Radius for Pipes
Example (FEIM):
A pipe has diameter of 6 m and carries water to a depth of 2 m. What is
the hydraulic radius?
r =3m
d=2m
φ = (2 m)(arccos((r − d) / r )) = (2 m)(arccos 31 ) = 2.46 radians
(Careful! Degrees are very wrong here.)
s = rφ = (3 m)(2.46 radians) = 7.38 m
A = 21 (r 2 (φ − sinφ)) = ( 21 )((3 m)2 (2.46 radians − sin2.46)) = 8.235 m2
RH =
A 8.235 m2
=
= 1.12 m
s
7.38 m
Professional Publications, Inc.
Fluid Mechanics
FERC
9-3b
Fluid Dynamics
Continuity Equation
If the fluid is incompressible, then ρ1 = ρ2 .
Professional Publications, Inc.
FERC
13
PPI
Fluid Mechanics
9-3c
Fluid Dynamics
Example (FEIM):
The speed of an incompressible fluid is 4 m/s entering the 260 mm pipe.
The speed in the 130 mm pipe is most nearly
(A) 1 m/s
(B) 2 m/s
(C) 4 m/s
(D) 16 m/s
Ans: D
Professional Publications, Inc.
Fluid Mechanics
FERC
9-3c
Fluid Dynamics
Example (FEIM):
The speed of an incompressible fluid is 4 m/s entering the 260 mm pipe.
The speed in the 130 mm pipe is most nearly
(A) 1 m/s
(B) 2 m/s
(C) 4 m/s
(D) 16 m/s
A1v1 = A2v 2
A1 = 4A2
 m
so v 2 = 4v 1 = 4 4  = 16 m/s
 s
Therefore, (D) is correct.
()
Professional Publications, Inc.
FERC
14
PPI
Fluid Mechanics
9-3d1
Fluid Dynamics
Bernoulli Equation
• In the form of energy per unit mass:
p1 v12
p v2
+ + gz1 = 2 + 2 + gz2
ρ1 2
ρ2 2
Professional Publications, Inc.
Fluid Mechanics
FERC
9-3d2
Fluid Dynamics
Example (FEIM):
A pipe draws water from a reservoir and discharges it freely 30 m
below the surface. The flow is frictionless. What is the total specific
energy at an elevation of 15 m below the surface? What is the velocity
at the discharge?
Ans: 294.3 J/kg
Ans: 24.3 m/s
Professional Publications, Inc.
FERC
15
PPI
Fluid Mechanics
9-3d3
Fluid Dynamics
Let the discharge level be defined as z = 0, so the energy is entirely
potential energy at the surface.

m
E surface = zsurface g = (30 m)9.81 2  = 294.3 J/kg
s 

(Note that m2/s2 is equivalent to J/kg.)
The specific energy must be the same 15 m below the surface as at
the surface.
E15 m = Esurface = 294.3 J/kg
The energy at discharge is entirely kinetic, so
E discharge = 0 + 0 + 21 v 2

J
v = (2) 294.3  = 24.3 m/s
kg 

Professional Publications, Inc.
Fluid Mechanics
FERC
9-3e
Fluid Dynamics
Flow of a Real Fluid
• Bernoulli equation + head loss due to friction
(hf is the head loss due to friction)
Professional Publications, Inc.
FERC
16
PPI
Fluid Mechanics
9-3i
Fluid Dynamics
Hydraulic Gradient
• The decrease in pressure head per unit length of pipe
Professional Publications, Inc.
Fluid Mechanics
FERC
9-3f
Fluid Dynamics
Fluid Flow Distribution
If the flow is laminar (no turbulence) and the pipe is circular, then the
velocity distribution is:
r = the distance from the center of the pipe
v = the velocity at r
R = the radius of the pipe
vmax = the velocity at the center of the pipe
Professional Publications, Inc.
FERC
17
PPI
Fluid Mechanics
9-3g
Fluid Dynamics
Reynolds Number
For a Newtonian fluid:
D = hydraulic diameter = 4RH
ν = kinematic viscosity
µ = dynamic viscosity
For a pseudoplastic or dilatant fluid:
Professional Publications, Inc.
Fluid Mechanics
FERC
9-3h
Fluid Dynamics
Example (FEIM):
What is the Reynolds number for water flowing through an open channel
2 m wide when the flow is 1 m deep? The flow rate is 800 L/s. The
kinematic viscosity is 1.23 × 10-6 m2/s.
Ans: 6.5 x 105
Professional Publications, Inc.
FERC
18
PPI
Fluid Mechanics
9-3h
Fluid Dynamics
Example (FEIM):
What is the Reynolds number for water flowing through an open channel
2 m wide when the flow is 1 m deep? The flow rate is 800 L/s. The
kinematic viscosity is 1.23 × 10-6 m2/s.
A (4)(1 m)(2 m)
=
=2m
p 2 m +1 m +1 m
L
800
Q
s = 0.4 m/s
v= =
A 2 m2
 m
0.4 (2 m)
s
vD 
Re =
=
= 6.5 ×105
2
ν
−6 m
1.23 ×10
s
D = 4RH = 4
Professional Publications, Inc.
Fluid Mechanics
FERC
9-4a
Head Loss in Conduits and Pipes
Darcy Equation
• calculates friction head loss
Moody (Stanton) Diagram:
Professional Publications, Inc.
FERC
19
PPI
Fluid Mechanics
9-4b
Head Loss in Conduits and Pipes
Minor Losses in Fittings, Contractions, and Expansions
• Bernoulli equation + loss due to fittings in the line and contractions
or expansions in the flow area
Entrance and Exit Losses
• When entering or exiting a pipe, there will be pressure head loss
described by the following loss coefficients:
Professional Publications, Inc.
Fluid Mechanics
FERC
9-4b
Head Loss in Conduits and Pipes
Professional Publications, Inc.
FERC
20
PPI
Fluid Mechanics
9-5
Pump Power Equation
Professional Publications, Inc.
Fluid Mechanics
FERC
9-6a
Impulse-Momentum Principle
Pipe Bends, Enlargements, and
Contractions
Professional Publications, Inc.
FERC
21
PPI
Fluid Mechanics
9-6b1
Impulse-Momentum Principle
Example (FEIM):
Water at 15.5°C, 275 kPa, and 997 kg/m3 enters a 0.3 m × 0.2 m
reducing elbow at 3 m/s and is turned through 30°. The elevation of the
water is increased by 1 m. What is the resultant force exerted on the
water by the elbow? Ignore the weight of the water.
Ans: 13118 N
Professional Publications, Inc.
Fluid Mechanics
FERC
9-6b1
Impulse-Momentum Principle
Example (FEIM):
Water at 15.5°C, 275 kPa, and 997 kg/m3 enters a 0.3 m × 0.2 m
reducing elbow at 3 m/s and is turned through 30°. The elevation of the
water is increased by 1 m. What is the resultant force exerted on the
water by the elbow? Ignore the weight of the water.
0.3 m
= 0.15 m
2
0.2 m
r2 =
= 0.10 m
2
A1 = πr12 = π(0.15 m)2 = 0.0707 m2
r1 =
A2 = πr22 = π(0.10 m)2 = 0.0314 m2
By the continuity equation:
 m
2
3 (0.0707 m )
v1A1  s 
v2 =
=
= 6.75 m/s
A2
0.0314 m2
Professional Publications, Inc.
FERC
22
PPI
Fluid Mechanics
9-6b2
Impulse-Momentum Principle
Use the Bernoulli equation to calculate ρ2:
 v2 p v2

p2 = ρ− 2 + 1 + 1 + g(z1 − z2 )
 2 ρ 2

2
2
 


 m
  6.75 m 

3 


s  275000 Pa  s  
kg  
m

= 997 3 −
+
+
+ 9.8 2 (0 m − 1 m)
m 
2
kg
2
s 


997 3


m


= 247 000 Pa (247 kPa)
Q = νA
Fx = −Qρ(v 2 cos α − v1) + P1A1 + P2 A2 cos α

kg 
m
m
= −(3)(0.0707)997 3  6.75  cos 30° − 3  + (275 ×103 Pa)(0.0707)
m 
s
s

+ (247 ×10 3 Pa)(0.0314 m2 )cos 30°
= 256 ×10 4 N
Professional Publications, Inc.
Fluid Mechanics
FERC
9-6b3
Impulse-Momentum Principle
Fy = Qp(v 2 sinα − 0) + P2 A2 sinα


kg 
m
= (3)(0.0707)997 3  6.75  sin 30°
m 
s


+(247 ×103 Pa)(0.0314 m2 ) sin30°
= 4592 ×104 N
R = Fx2 + Fy2 = (25 600 kN)2 + (4592 kN)2 = 26 008 kN
Professional Publications, Inc.
FERC
23
PPI
Fluid Mechanics
9-7a
Impulse-Momentum Principle
Initial Jet Velocity:
Jet Propulsion:
Professional Publications, Inc.
Fluid Mechanics
FERC
9-7b1
Impulse-Momentum Principle
Fixed Blades
Professional Publications, Inc.
FERC
24
PPI
Fluid Mechanics
9-7b2
Impulse-Momentum Principle
Moving Blades
Professional Publications, Inc.
Fluid Mechanics
FERC
9-7c
Impulse-Momentum Principle
Impulse Turbine
The maximum power possible is the kinetic energy in the flow.
The maximum power transferred to the turbine is the component in the direction of
the flow.
Professional Publications, Inc.
FERC
25
PPI
Fluid Mechanics
9-8
Multipath Pipelines
1) The flow divides as to make the
head loss in each branch the same.
2) The head loss between the two
junctions is the same as the head loss in
each branch.
• Mass must be conserved.
D 2 v = DA2 v A + DB2 v B
3) The total flow rate is the sum of the
flow rate in the two branches.
Professional Publications, Inc.
Fluid Mechanics
FERC
9-9
Speed of Sound
In an ideal gas:
Mach Number:
Example (FEIM):
What is the speed of sound in air at a temperature of 339K?
The heat capacity ratio is k = 1.4.

m2 
c = kRT = (1.4) 286.7 2 (339K) = 369 m/s
s ⋅K 

Ans: 369 m/s
Professional Publications, Inc.
FERC
26
PPI
Fluid Mechanics
9-10a
Fluid Measurements
Pitot Tube – measures flow velocity
• The static pressure of the fluid at the depth of the pitot tube (p0) must be
known. For incompressible fluids and compressible fluids with M ≤ 0.3,
Professional Publications, Inc.
Fluid Mechanics
FERC
9-10b
Fluid Measurements
Example (FEIM):
Air has a static pressure of 68.95 kPa and a density 1.2 kg/m3. A pitot
tube indicates 0.52 m of mercury. Losses are insignificant. What is the
velocity of the flow?
Ans: 26.8 m/s
Professional Publications, Inc.
FERC
27
PPI
Fluid Mechanics
9-10b
Fluid Measurements
Example (FEIM):
Air has a static pressure of 68.95 kPa and a density 1.2 kg/m3. A pitot
tube indicates 0.52 m of mercury. Losses are insignificant. What is the
velocity of the flow?

kg 
m
p0 = ρmercurygh = 13560 3 9.81 2 (0.52 m) = 69380 Pa
m 
s 

v=
2(p0 − ps )
(2)(69380 Pa − 68950 Pa)
=
= 26.8 m/s
ρ
kg
1.2 3
m
Professional Publications, Inc.
Fluid Mechanics
FERC
9-10c
Fluid Measurements
Venturi Meters – measures the flow rate in a pipe system
• The changes in pressure and elevation determine the flow rate. In
this diagram, z1 = z2, so there is no change in height.
Professional Publications, Inc.
FERC
28
PPI
Fluid Mechanics
9-10d1
Fluid Measurements
Example (FEIM):
Pressure gauges in a venturi meter read 200 kPa at a 0.3 m diameter
and 150 kPa at a 0.1 m diameter. What is the mass flow rate? There is
no change in elevation through the venturi meter.
Assume Cv = 1 and ρ = 1000 kg/m3 .
(A) 52 kg/s
(B) 61 kg/s
(C) 65 kg/s
(D) 79 kg/s
Ans: D
Professional Publications, Inc.
Fluid Mechanics
FERC
9-10d2
Fluid Measurements




 p1

 Cv A2 
p2
Q=
 2g + z1 − − z2 
2
γ
γ

 A2  

 1−  A  
 1 






2 
2
 π 0.05 m   200000 Pa − 150000 Pa 
3
=
2
 = 0.079 m /s
2 
kg
 0.05   


1000 3

 1−  0.15   
m




(
)

m = ρQ = 1000

kg 
m3 
0.079  = 79 kg/s
3 
m 
s 
Therefore, (D) is correct.
Professional Publications, Inc.
FERC
29
PPI
Fluid Mechanics
9-10e
Fluid Measurements
Orifices
Professional Publications, Inc.
Fluid Mechanics
FERC
9-10f
Fluid Measurements
Submerged Orifice
Orifice Discharging Freely into
Atmosphere
and Cc = coefficient of contraction
Professional Publications, Inc.
FERC
30
PPI
Fluid Mechanics
9-10g
Fluid Measurements
Drag Coefficients for Spheres and Circular Flat Disks
Professional Publications, Inc.
FERC
31