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In fluids we use the term pressure to mean: The perpendicular force exerted by a fluid per unit area.

**FLUID STATICS **

**Pressure **

In fluids we use the term pressure to mean:

*The perpendicular force exerted by a fluid per
unit area. *

This
is equivalent to stress in solids, but we shall keep the term pressure.
Mathematically, because pressure may vary from place to place, we have:

As we saw, force per unit area is measured in N/m2
which is the same as a pascal

(Pa).
The units used in practice vary:

1 kPa =
1000 Pa = 1000 N/m2

1 MPa = 1000 kPa = 1 � 106 N/m2

1 bar =
105 Pa= 100 kPa = 0.1 MPa

1 atm = 101,325 Pa = 101.325 kPa = 1.01325 bars =
1013.25 millibars For reference to pressures encountered on the street which
are often imperial:

1 atm = 14.696 psi (i.e. pounds per square inch) 1
psi = 6894.7 Pa ? 6.89 kPa ?
0.007 MPa

**Pressure
Reference Levels**

The pressure that exists anywhere in the universe
is called the *absolute pressure*, *abs P*

.This
then is the amount of pressure greater than a pure vacuum. The atmosphere
onearth exerts *atmospheric pressure*, *atm P* , on everything in it.
Often when measuringpressures we will calibrate the instrument to read zero in
the open air. Any measuredpressure, *meas* *P *, is then a positive
or negative deviation from atmospheric pressure.We call such* *deviations
a *gauge pressure*, *gauge P* . Sometimes when a gauge pressureis
negative it is termed a *vacuum pressure*, *vac P* .

The
above diagram shows:

(a)
the case when the measured pressure is below
atmospheric pressure and so is a negative gauge pressure or a vacuum pressure;

(b) the more
usual case when the measured pressure is greater than atmospheric pressure by
the gauge pressure.

*Pressure
in a Fluid*

**Statics
of Definition**

We applied the definition of a fluid to the static
case previously and determined that there must be no shear forces acting and
thus only forces normal to a surface act in a fluid. For a flat surface at
arbitrary angle we have:

And
we are not restricted to actual solid-fluid interfaces. We can consider
imaginary planes through a fluid:

**Pasc****al�s
Law**

This
law states:

*The
pressure at a point in a fluid at rest is the same in all directions.*

To
show this, we will consider a very small wedge of fluid surrounding the point.
This wedge is unit thickness into the page:

As
with all static objects the forces in the *x* and *y* directions
should balance. Hence:

And so the pressure at a point is the same in any
direction. Note that we neglected the weight of the small wedge of fluid
because it is infinitesimally small. This is why Pascal�s Law is
restricted to the pressure at a point.

**Pressure Variation with Depth**

Pressure in a static fluid does not change in the
horizontal direction as the horizontal forces balance each other out. However,
pressure in a static fluid does change with depth, due to the extra weight of
fluid on top of a layer as we move down wards. Consider a column of fluid of
arbitrary cross section of area, *A*:

Considering
the weight of the column of water, we have:

This
difference in pressure varies linearly in *h*, as shown by the Area 3 of
the pressure diagram. If we let *h1* = 0 and consider a gauge pressure,
then *p*1 = 0 and we have:

Where
*h* remains the height of the column. For the fluid on top of the column,
this isthe source of 1 *p* and is shown as Area 1 of the pressure diagram.
Area 2 of thepressure diagram is this same pressure carried downwards, to which
is added more pressure due to the extra fluid.

*The gauge pressure at any depth from the surface
of a fluid is:*

**Summary**

1.
Pressure acts normal to any surface in a static
fluid;

2.
Pressure is the same at a point in a fluid and
acts in all directions;

3.
Pressure varies linearly with depth in a

fluid.

By applying these rules to a simple swimming pool,
the pressure distribution around the edges is as shown:

Note:

1.
Along the bottom the pressure is constant due to a
constant depth;

2.
Along the vertical wall the pressure varies
linearly with depth and acts in the horizontal direction;

3.
Along the sloped wall the pressure again varies
linearly with depth but also acts normal to the surface;

4.
At the junctions of the walls and the bottom the
pressure is the

same.

**Problems - Pressure**

1.
Sketch the pressure distribution applied to the
container by the fluid:

2.
For the dam shown, sketch the pressure
distribution on line *AB* and on the surface of the dam, *BC*. Sketch
the resultant force on the dam.

3.
For the canal gate shown, sketch the pressure
distributions applied to it. Sketch the resultant force on the gate? If *h*1
= 6.0 m and *h*2 = 4.0 m, sketch the pressure distribution to the gate.
Also, what is the value of the resultant force on the gate and at what height
above the bottom of the gate is it applied

**Pressure
Head**

Pressure in fluids may arise from many sources,
for example pumps, gravity, momentum etc.

Since *p* = ?*gh*, a
height of liquid column can be associated with thepressure *p* arising
from such sources. This height, *h*, is known as the pressure head.

**Example:**

The gauge pressure in a water mains is 50 kN/m^{2},
what is the pressure head? The pressure head equivalent to the pressure in the
pipe is just:

So the pressure at the bottom of a 5.1 m deep swimming pool is
the same as the pressure

in this pipe.

**Manometers**

A manometer (or liquid gauge) is a pressure measurement device
which uses relationship

between pressure and head to give readings.

In the following, we wish to measure the pressure of a fluid
in a pipe.

**Piezometer**

This is the simplest gauge. A
small vertical tube is connected to the pipe and its top is left open to the
atmosphere, as shown.

The pressure at *A* is equal
to the pressure due to the column of liquid of height *h*1 : Similarly,

The problem with this type of
gauge is that for usual civil engineering applications the pressure is large
(e.g. 100 kN/m2) and so the height of the column is impractical(e.g.10 m).
Also, obviously, such a gauge is useless for measuring gas pressures.

**U-tube Manometer**

To overcome the problems with the piezometer, the U-tube
manometer seals the fluid by

using a measuring (manometric) liquid:

Choosing the line *BC* as the interface between the
measuring liquid and the fluid, we

know: For the left-hand side of the U-tube:

For the right hand side:

Where we have ignored atmospheric pressure and are thus dealing
with gauge pressures. Thus:

Notice that we have used the fact that in any continuous
fluid, the pressure is the same at any horizontal level.

**Differential Manometer**

To measure the pressure difference between two points we use a
u-tube as shown:

Using the same approach as before:

**PROBLEM 8**

**A U-Tube manometer is used to measure the pressure
of water in a pipe line, which is in excess of atmospheric pressure. The right
limb of the manometer contains water and mercury is in the left limb. Determine
the pressure of water in the main line, if the difference in level of mercury
in the limbs U. U tube is 10 cm and the free surface of mercury is in level
with over the centre of the pipe. If the pressure of water in pipe line is
reduced to 9810 N/m ^{2}, Calculate the new difference in the level of
mercury. Sketch the arrangement in both cases.**

Given,

Difference
of mercury = 10 cm = 0.1 m.

Let P_{A}
= pr of water in pipe line (ie, at point A)

The point B and C lie on the same horizontal line.
Hence pressure at B should be equal to pressure at C.

But
pressure at B = Pressure at A and Pressure due to 10 cm (or) 0.1m of water.

=*PA *+*p *�*g *�*h*

where , P
= 1000kg/m^{3} and h = 0.1 m

=*P _{A} *+1000

=*P _{A} *+981

Pressure
at C = Pressure at D + pressure due to
10 cm of mercury

0 +*P*_{0} �*g* �*h*_{0}

where p_{o}
for mercury =13.6 �1000*kg* / *m*^{3}

h_{0}
= 10 cm = 0.1 m

Pressure
at *C* =0 +(13.6 �1000)�9.81�0.1

= 13341.6 N (ii)

But pressure at B is = to pr @ c. Hence,

equating (i) and (ii)

*P _{A}* +981 =13341.6

*P _{A}* =13341.6 -981 =12360.6

II part:

Given *p* * _{A}* =9810

In this case the pressure at A is 9810 N/m^{2}
which is less than the 12360.6 N/m^{2}. Hence the mercury in left limb
will rise. The rise of mercury in left limb will be equal to the fall of
mercury in right limb as the total volume of mercury remains same.

Let, x
= Ries of mercury in left limb in cm

Then fall
of mercury in right limb = x cm.

The
points B, C and D show the initial condition.

The
pressure at B * = pressure at C*

Pressure
at A + pressure due to (10-x) cm of water.

Whereas
points B*, C*, and D* show the final conditions.

=
pressure at D* + pressure due to (10-2x)
cm of mercury.

(or)

*P _{A} *+

Dividing
by 9.81 , we get,

1000 +100 -10*x* =1360 -272*x*

272*x* -10*x* =1360 -1100

262 x = 260

X=0.992*cm*

\
New difference of mercury = 10 - 2 x cm

=10 -2 �0.992

= 8.016
cm.

__PROBLEM 9__

**A differential manometer is connected at the two
points A and B of two pipes a shown in figure. The pipe A contains a liquid of
sp. Gr = 1.5 while pipe b contains a liquid of sp . gr = 0.9 . The pressures at
A and B are 1 kgf / cm ^{2} respectively. Find the difference in mercury
level in the differential manometer.**

**Density
of mercury **=13.6** **�1000*kg***
**/** ***m*** **^{3}

**Pr
above X ****�**** X in
left limb = **13.6** **�1000** **�9.81�*h*** **+1500** **�9.81�(2+3)+*P _{A}*

=13.6 �1000 �9.81�*h* +7500 �9.81�10 ^{4}

**Pr above
X ****�**** X in the right limb **=900** **�9.81�(*h*+2)+*P _{B}*

=900�9.81�(*h*+2)+1.8�10^{4} �9.81

**Equating two pressure, we get,**

13.6 �1000 �9.81*h* +7500 �93.81 +9.81�10 ^{4}

=900�9.81�(*h*+2)+1.8�10^{4} �9.81

**Dividing by
**1000** **�9.81,** we get**

13.6*h*
+7.5 +10 =(*h*+2.0)�0.9 +18

13.6*h*
+17.5 =0.9*h*
+1.8 +18 =0.9*h* +19.8

(13.6 -0.9)*h*=19.8 -17.5 **or 12.7 h = 2.3**

*h *=0.181*m
*=18.1*cm*

Tags : Civil - Mechanics Of Fluids - Fluid Properties And Fluid Statics

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