FM Experiments

DATACONESINSTRUCTION MANUAL

FOR

HYDRAULIC BENCH

Manufacturer Of

STANDARD EQUIPMENTS

FOR

TECHNICAL INSTITUTES

AND

INDUSTRIES

DESIGNED AND MANUFACTURED BY

DATACONE ENGG. PVT. LTD.Near Sangliwadi High - School.

SANGLIWADI - 416 416 [M.S]

VENTURIMETER

AIM : To determine the Coefficient of Discharge of the given Venturimeter.

INTRODUCTION :It is often desired to know the quantity of material Entering & Leaving the process

to control it - by & Large. The materials with which chemical industries deal are

fluids. It is important to measure the flow rate of fluids flowing through the pipes,

one of the dynamic methods is Venturimeter.

THEORY :This is an instrument in which the practical application of Bernoulli’s theorem is

found. It consists of short piece of pipe which is converting upto certain length &

then which diverging upto certain length & then diverging upto certain length &

then diverging for remaining length. The section the conveying & diverging part

meets known of throat of the venturimeter. To read the pressure difference the

tapping are connected to U-Tube manometer or to pressure gauges. As liquid

flows through the meter, to the velocity will increase at the throat owing the

pressure will be reduced which nay be read by the device fitted to it.

Let :

H : Difference of pressure head of water in the piezometer

tubes

A1 : Area of enlarge end ( i.e. area of pipe for which the

discharge is to be measured ) m2.

A2 : Area of throat. m2

Q : Rate of discharge. m2/sec

V1 : Velocity of fluid at entrance to Venturimeter

V2 : Velocity of fluid of throat - m/sec.

The theoretical discharge of water through the venturimeter is Qth

=

A1 √2 gH

(d1 d2)4

−1 m3/sec

Now, actual discharge, Q = Cd x Qth

Where Cd is coefficient of discharge of the meter.

=

Cd xA1√2gH

(d1d2)4

−1m3/sec

OBSERVATIONS :

Diameter of Pipe (d1) : 26 mm.Throat Diameter (d2) : 16 mm.Area of Pipe (A1) : 5.22 x 10-4 m2 Area of Throat (A2) : 2.01 x 10-4 m2

Area of Tank (A) : 0.5 x 0.35 = 0.175 m2

OBERVATION TABLE :

Sr. No. Manometer DifferenceIn (Hhg) mm.

Time for 50mm Rise of Water Level (t) Sec

1.2.3.4.

CALCULATIONS :

1. ACTUAL DISCHARGE (QA) :

A x H= m3/Sec

t

2. MANOMETER DIFFERENCE IN TERMS OF WATER COLUMN (H) :

S1 - S2= Hhg Mtr. Of Water.

S2

3. THEORETICAL DISCHARGE ( QTH) :

A1 x A2 x 2 g H = m3/Sec

A1

2 - A22

4. Coefficient Of Discharge Of Venturimeter (Cd) :

Actual Discharge=

Theoretical Discharge

CONCLUSIONS :

1. The venturimeter coefficient Cd is determined experimentally is comparable with

the reported value in the literature.

2. Using the average value of Cd it is possible to predict the flow rate with reasonable accuracy.

A. VENTURIMETER

OBSERVATIONS :

Diameter of Pipe (d1) : 26 mm.Throat Diameter (d2) : 16 mm.Area of Pipe (A1) : 5.22 x 10-4 m2 Area of Throat (A2) : 2.01 x 10-4 m2

Area of Tank (A) : 0.5 x 0.35 = 0.175 m2

OBERVATION TABLE :



1. 78 10.522. 170 7.653. 290 5.74

SAMPLE CALCULATIONS (Reading No. 3) :

1. Actual Discharge (QA) :

A x H=

t

0.175 x 0.05=

5.74

= 1.52 x 10-3 m3/Sec

2. Manometer Difference In Terms Of Water Column (H) : S1 - S2

= Hhg S2

13.6 - 1 = 0.29 x

1

= 3.65 Mtr. Of Water.

3. Theoretical Discharge ( QTH) :

A1 x A2 x 2 g H =

A1

2 - A22

5.22 x 10-4 x 2.01 x 10-4 x 2 x 9.81 x 3.65=

(5.22 x 10-4 )2 - ( 2.01 x 10-4 )2

= 1.84 x 10-3 m3/Sec

4. Coefficient Of Discharge Of Venturimeter (Cd) :

Actual Discharge=


1.52 x 10-3

= 1.84 x 10-3

= 0.82

5. Result Table :

Sr. No.

Height Of Water (H)

Mtr. Of Water

Actual Discharge

(QA)m3/Sec


(QTH) m3/Sec

Co-Efficiency

Of Discharge

Average Co-Efficient Of

Discharge(Cd)

1 0.98 0.83 x 10-3 0.95 x 10-3 0.872 2.14 1.14 x 10-3 1.41 x 10-3 0.80 0.833 3.65 1.52 x 10-3 1.84 x 10-3 0.82

ORIFICEMETER

AIM: To determine coefficient of discharge of Orifice meter connected in between pipe

line.

APPARATUS :Orifice meter, Stop watch, Steel rule.

THEORY :An orifice meter is a simple device used for measurement of discharge through

pipes. Where as the n space problem instead of using venturimeter use of orifice

meter is better principle is by reducing cross - sectional area between two section

at pipe & thus developing a pressure difference to enable determination of

discharge through pipe & coefficient of discharge was pre-determined.

An orifice meter consists of a circular plate which has circular edged hole called

orifice which is concentric with pipe. Generally orifice meter having diameter is

0.5 times pipe diameter. Two pressure tapping provided at two sections.

PROCEDURE :Firstly pump was initiated to have water flood through the pipe to which orifice

meter is connected two tapping or two connection were given to the mercury

manometer to have head developed. But this head developed is in term of Hg.

As the difference to two mercury limbs are adjusted, the discharge of water

through pipe is measured for 60 seconds in measuring tank. The procedure

difference was noted with manometer & theoretical discharge can be obtained for

the 1st set was fully open & reading for maximum discharge was noted. Then

graudally discharge was reduced by use of valve. Pressure difference was noted

down. Thus 3 reading are taken & Theoretical & actual discharge were

calculated & were compared at last of all coefficient of discharge for orifice was

determined for each reading by taking mean of them which given as average

coefficient of discharge for orifice.

OBSERVATIONS :

Diameter of Pipe (d1) : 26 mm.Diameter of Orifice (d2) : 17 mm.Area of Pipe (A1) : 5.22 x 10-4 m2 Area of Orifice (A2) : 2.26 x 10-4 m2

Area of Tank (A) : 0.5 x 0.35 = 0.175 m2

OBERVATION TABLE :



1.2.3.4.

CALCULATIONS :

1. ACTUAL DISCHARGE (QA) :

A x H= m3/Sec

t

2. MANOMETER DIFFERENCE IN TERMS OF WATER COLUMN (H) :

S1 - S2= Hhg Mtr. Of Water.

S2


= A2 2 x g x H m3/Sec

4. Coefficient Of Discharge Of Orificemeter (Cd) :

Actual Discharge=


CONCLUSION : An average coefficient of discharge for orifice meter is found to be – 0.54

ORIFICEMETER

OBSERVATIONS :

Diameter of Pipe (d1) : 26 mm.Diameter of Orifice (d2) : 17 mm.

Area of Pipe (A1) : 5.22 x 10-4 m2 Area of Orifice (A2) : 2.26 x 10-4 m2

Area of Tank (A) : 0.5 x 0.35 = 0.175 m2

OBERVATION TABLE :



1. 80 15.462. 205 9.963. 300 7.40



A x H=

t

0.175 x 0.05=

7.4

= 1.18 x 10-3 m3/Sec

2. Manometer Difference In Terms Of Water Column (H) :

S1 - S2

= Hhg S2

13.6 - 1= 0.3 x

1



= A2 2 x g x H

= 2.26 x 10-4 x 2 x 9.81 x 3.78

= 1.94 x 10-3 m3/Sec

4. Coefficient Of Discharge Of Orificemeter (Cd) :

Actual Discharge=


1.18 x 10-3 =

1.94 x 10-3

= 0.60

5. Result Table :

Sr. No.

Height Of Water (H)

Mtr. Of Water

Actual Discharge

(QA)m3/Sec


(QTH) m3/Sec

Co-Efficiency

Of Discharge


Discharge(Cd)

1 1.00 0.56 x 10-3 1.00 x 10-3 0.562 2.58 0.87 x 10-3 1.60 x 10-3 0.54 0.563 3.78 1.18 x 10-3 1.94 x 10-3 0.60

LOSSES IN PIPES APPARATUSAIM : To determine the friction Losses In Pipes.

INTRODUCTION :

When fluid through equipment, friction takes places. The calculation of friction

with considerable accuracy & missing it, whenever excessive, are important

engineering problems. The knowledge of the mechanism of friction & laws

applicable to the flow of fluids is useful.

THEORY :

The friction is a long, straight pipe is totally skin friction. In laminar flow of

circular cross section the friction loss is given by welknown Darey’s formula for

Hagen - Biscuille equation.

4 flv2

h = 2 g2 d

flQhf =

12 d5

Where,

ht = Frictional head loss in meters of water.

u = Viscosity of the fluid

l = Length of the straight tube in meters.

v = Velocity of flowing liquid in m/sec. for 1 equation & in m/hr

for equation.

d = Diameter of tube in m.

= Fluid density Kg/m3.

g = Newton’s law conversion factor for 2 equation g is m

Kg/Kg hr2.

And the value of f, Darey gives the following for new pipes of f =

10.05 ( 1 + )

400

Where d is the diameter of the pipe in mtrs.

PROCEDURE :

a. Open the inlet valve completely.

b. Control the flow rate of the fluid by means of valve at the outlet.

c. After steady state, note down the manometer readings, ht.

d. Find out the volumetric flow rate of the liquid by measuring the liquid flow in a

known time.

e. Take 12 sets of readings covering laminar, transition & turbulent flow conditions.

OBSERVATIONS:

Small PipeDiameter of Pipe (d1) : 0.015 mtr.

Length of Pipe (L) : 2.5 mtr.

Area of Measuring Tank (A) : 0.5 x 0.35 = 0.175 m2

OBERVATION TABLE :

Head Loss (hf) in mm of Hg 415 337 166 70

Time Required for 100 mm rise

of water level in Tank (t) Sec 14.32 17.94 23.72 37.10

SAMPLE CALCULATION ( FOR READING No. 1) :

1. Discharge ( Q) :

A x h

=

t

0.175 x 0.1

=

14.32

= 1.222 x 10-3 m3/Sec

2. Friction Co-Efficient of Pipe (hf) :

= 0.415 m. of mercurry

= 0.415 x 12.6

= 5.229 m. of Water..

3. Co-efficient of Pipe (f) :

f L Q2

hf =

12 d5

f x 2.5 x (1.222 x 10-3 )2

5.229 =

12 x (0.015)5

= 0.012

4. Result Table :

Discharge (Q)

m3/Sec

1.222 x 10-3 9.750 x 10-4 7.377 x 10-4 4.716 x 10-4

Pipe Co-

Efficient (f)

0.012 0.16 0.14 0.14

Average (f) 0.014

Medium Pipe

Diameter of Pipe (d1) : 0.025 mtr.



OBERVATION TABLE :



of water level in Tank (t) Sec

8.10 8.66 9.66 12.53

SAMPLE CALCULATION ( FOR READING No. 1) :

1. Discharge ( Q) :

A x h

=

t

0.175 x 0.1

=

8.10

= 2.160 x 10-3 m3/Sec

2. Friction Co-Efficient of Pipe (hf) :

= 0.070 m. of mercurry

= 0.070 x 12.6

= 0.882 m. of Water..

3. Co-efficient of Pipe (f) :

f L Q2

hf =

12 d5

f x 2.5 x (2.160 x 10-3 )2

0.882 =

12 x (0.025)5

= 0.00886

4. Result Table :

Discharge (Q)

m3/Sec

2.160 x 10-3 2.020 x 10-3 1.811 x 10-3 1.396 x 10-3

Pipe Co-

Efficient (f) 0.0088 0.0089 0.0090 0.0090

Average (f) 0.089

C. Big Pipe

Diameter of Pipe (d1) : 0.040 mtr.



OBERVATION TABLE :

Head Loss (hf) in mm of Hg


of water level in Tank (t) Sec

NOTE : TAKE READINGS SAME AS PER SMALL AND MEDIUM PIPES READING.

DATA :

a. If the pressure tappings are connected to a U-tube containing mercury & the

difference of pressure of indicated by height is h in cm of mercury, then

h

H = ( 13.6 - 1 ) m of water

100

b. If the U-tube is used for measuring the flow of liquid having sp.gr.s1, there sp. gr.

of mercury with respect to that liquid is 13.6/s1.

h 13.6

H = ( - 1 ) m of oil.

100 s1

c. If the meter is connected to an inverted U-tube manometer containing a liquid

lighter than the liquid flowing in the horizontal meter & if

s1 = sp. gr. of the liquid flowing through the meter.

su = sp. gr. of the liquid used in the U-tube.

h = Deflection of the liquid in U-tube in centimeters.

h su

Then H = ( 1 - ) m of liquid.

100 s1

f = 0.22.

LOSSES IN PIPE FITTINGS AIM :

To find out LOSSES in different types of fittings.

INTRODUCTION :When a fluid flows through a straight pipe, the resulting pressure drop can be predicted with confidence, using the equations available in the literature. Different types of fittings, usually used in the industries, offer additional resistance which cannot be calculated directly and hence must be determined experimentally or from published information.

THEORY :The resistance of fittings is usually expressed in terms of the equivalent length, i. e. the length of straight pipe of the same nominal diameter which would give the same resistance as the fittings under the same conditions of flow. If the equivalent length is expressed in pipe diameter, the resistance of all similar fittings is almost independent of the size of the fittings. The resistance of valves, in particular, varies considerably from one manufacturer’s design to another. It is important to note that, the equivalent resistance is a function of the flow rate and at low Reynold’s numbers may differ considerably from the published value.

EXPERIMENTAL SET- UP :Experimental set-up consists of 5 test sections of 25 mm dia. Straight pipes in which (1) Elbow (2) Bend (3) 600 Angle bend (4) Contraction (5) Enlargement are inserted. The upstream and downstream calming sections were provided in the test sections. The pressure drops were measured by means of U-tube manometer.

PROCEDURE :1. While test 1st pipe tests, close all valves of the top pipes.

2. Open valve for 1st pipe.

3. Open the valves of any Pipe Fitting fitted on line the pipes which are connected to manometer tube.

4. Close all other valves connected to manometer.

5. Start the pump. 6. Take manometer reading after getting steady state.

7. Measure water flow rate, with the help of stop watch & measuring tank.

8. Take 2-3 reading for different flow rate.

9. Repeat the above process for another fittings.

PRECAUTIONS :

1. Open the valves slowly which are connected to manometer tube.

A. Head Losses Due To Sudden Contraction

OBSERVATIONS :

Diameter of Small Pipe (d2) : 0.015 mtr.Diameter of Big Pipe (d1) : 0.026 mtr.Area of Small Pipe (A2) : 1.767 x 10-4 m2


OBERVATION TABLE :


Time Required for 50 mm rise of water level in Tank (t) Sec

26.13 17.25 12.29 15.70

Contraction Constant (k) 4.47 4.19 3.78 8.39Average k 5.20

CALCULATION : Reading No. 4.

1. Discharge ( Q) :A x h

= m3/Sec t0.175 x 0.05

= 15.70

= 5.57 x 10-4 m3/Sec

2. Velocity Of Liquid in Small Pipe (V2) := Q / A2

= 5.57 x 10-4 / 1.767 x 10-4 = 3.15 m/Sec.

3. Contraction Constant (k) :

V2 2

hf = k x 2 x g

( 3.15 ) 2

0.337 x 12.6 = k x 2 x 9.81

= 8.39

B. Head Losses Due To Sudden Enlargement

OBSERVATIONS :

Diameter of Small Pipe (d2) : 0.015 mtr.Diameter of Big Pipe (d1) : 0.025 mtr.Area of Small Pipe (A2) : 1.767 x 10-4 m2 Area of Big Pipe (A1) : 4.908 x 10-4 m2


OBERVATION TABLE :



23.25 16.31 11.40 8.80

Enlargement Constant (k) 4.04 3.08 3.83 3.47Average k 3.60

CALCULATION : Reading no. 4


= m3/Sec t0.175 x 0.05

= 8.80

= 9.94 x 10-4 m3/Sec

2. Velocity Of Liquid in Small Pipe (V2) := Q / A2 = 9.94 x 10-4 / 1.767 x 10-4 = 5.62 m/Sec.

3. Velocity Of Liquid in Big Pipe (V1) := Q / A1 m/Sec.= 9.94 x 10-4 / 4.908 x 10-4 = 2.02 m/Sec.

4. Enlargement Constant (k) : (V2 - V1 )2

hf = k x 2 x g

(5.62 - 2.02 )2

0.182 x 12.6 = k x 2 x 9.81= 3.47

C . Head Losses In L-Bow

OBSERVATIONS :Diameter of L-Bow (d1) : 0.025 mtr.Area of Elbow (A1) : 4.908 x 10-4 m2


OBERVATION TABLE :



16.35 8.53 6.14 3.89

L-Bow Constant (k) 0.623 0.962 1.17 0.94Average Constant k 0.924

CALCULATION : Reading No. 4


= m3/Sec t

0.175 x 0.05=

3.89= 2.24 x 10-3 m3/Sec

2. Velocity Of Liquid in El-Bow Pipe (V1) := Q / A1 m/Sec.= 2.24 x 10-3 / 4.908 x 10-4 = 4.56 m/Sec.

3. Elbow Constant (k) : V1

2

hf = k x 2 x g

( 4.56 ) 2

0.08 x 12.6 = k x 2 x 9.81= 0.94

D. Head Losses In 60 Degree Bend

OBSERVATIONS :

Diameter of Bend (d1) : 0.025 mtr.Area of Bend Pipe (A1) : 4.908 x 10-4 m2


OBERVATION TABLE :



12.22 7.82 6.14 4.89

Bend Constant (k) 1.74 1.52 1.61 1.49Average Constant k 1.59



= m3/Sec t0.175 x 0.05

=

4.89= 1.78 x 10-3 m3/Sec

2. Velocity Of Liquid in Bend (V1) := Q / A1 m/Sec.= 1.78 x 10-3 / 4.908 x 10-4 = 3.64 m/Sec.

3. Bend Constant (k) : V1

2

hf = k x 2 x g

( 3.64 ) 2

0.08 x 12.6 = k x 2 x 9.81

= 1.49

E. Head Losses In Bend

OBSERVATIONS :

Diameter of Bend (d1) : 0.025 mtr.Area of Bend Pipe (A1) : 4.908 x 10-4 m2


OBERVATION TABLE :



12.22 7.82 6.14 4.89

Bend Constant (k) 0.813 0.712 0.733 0.746Average Constant k 0.751


1. Discharge ( Q) :

A x h= m3/Sec

t0.175 x 0.05

= 4.89

= 1.78 x 10-3 m3/Sec

2. Velocity Of Liquid in Bend Pipe (V1) :

= Q / A1 m/Sec.= 1.78 x 10-3 / 4.908 x 10-4 = 3.64 m/Sec.

3. Bend Constant (k) : V1

2

hf = k x 2 x g

( 3.64 ) 2

0.04 x 12.6 = k x 2 x 9.81

= 0.746

IMPACT OF JET APPARATUS

APPLICATION :

A Jet of fluid emerging from a nozzle posses Kinetic energy on account off its velocity. When the Jet strukes an obstruction, it exerts upon it. This force is impact of jet. This force is caused due to change of momentum of the jet.

APPARATUS :

The apparatus consists of a nozzle, to which weight is supplied. A vertical upward jet issuing from the nozzle strikes the vane fitted over the nozzle. The flow of water can be controlled by a gate valves. The vane is fitted over a lever. Left side of lever is provided with initial balance weight, to balance the lever. Right side is provided with force measurement weight. Two nozzle, viz, inside straight taper and curved taper are provided. Also, five vanes, viz. flat, 300 inclined, 600 inclined, 1350 angle of deflection & 1800 angle of deflection are provided. The whole assembly is housed in a m. s. box with two sided Perspex.

PROCEDURE :

Fix up the required nozzle. Fix up required vane and balance the lever. Now start water supply. Adjust the water flow, if required, and allow jet impimg

over the vane. The lever will be lifted up. now slide the force measurement weight and again balance the lever. Add up or reduce the weight in the pan, if required. Now , measure the discharge of water, f. m. weight & its distance from the fulcrum.

OBSERVATION TABLE :

Sr. No. Discharge Q, Lit / Min F. W Weight Kg.

1.

2.

3.

4.

5.

CALCULATIONS :

1. Flat Vane

Actual force Fa = Measured with help of Digital Weighing Balance

W. q. V. Theoretical Force Ft =

g

Where , W= Sp. Weight of Water = 1000 Kg/m3 q = Water Striking the Vane, m3 /sec V= Velocity of Jet

q = a

a = area of nozzle g = gravitational acceleration

Fa

Coefficient of impact = Ft

2. Inclined vane


W. Q. V Theoretical force , Ft = Sin

Q

Where, is angle of ( 300 or 600 )

3. Angle of deflection 1350


W. Q. V. Theoretical force , Ft = ( 1 + cos )

q

= 1800 - 1350 = 450

4. Angle of deflection 1800


W. Q. V. Theoretical force , Ft =

q

because 0 + 1800 - 1800 = 00

hence ( 1 + cos 0 ) = 1 + 1 = 2

Flat Or 900 Bucket 1800 Bucket

600 Bucket 1350 Bucket

OBSERVATIONS :

1. Dia . of Nozzle = d = 0.0065 mtr.

2. Rise of water level in measurement tank = h = 0.05 mtr

3. Area of pipe = /4 (0.026)2 = 0.53 x 10-3 m2

4. Area of nozzle a = /4 (0.0065)2= 3.31 x 10-5 m2

5. Area of Tank A =A 0.35 x 0.5 = 0.175 m2

6. Equivalents weight of water = = 9810

7. Pipe constant = k = 0.14

A. For Flat Vane ( Vane Angle = 90 0 )

Observation Table :

W/Fa

Kg t

Sec h

m Q

m3/Sec V

m/Sec 0.840 21.59 4.052 x 10-4 12.24

0.575 26.45

0.05

3.308 x 10-4 9.99

0.078

52.60

1.663 x 10-4 5.02

Where,W/Fa : Weights on Weighing balance called Actual Force

t : Time required for 50 mm rise in water Level in measurement tank.

Q : Discharge .V : Velocity of water.

Sample Calculation ( Reading No. 2)

1. DISCHARGE (Q) :

Area of tank x Rise of water=

Time required

A x h =

t

0.175 x 0.05=

26.45

= 3.308 x 10-4 m3/Sec.

2. VELOCITY OF WATER (V) :

Discharge Of Water=

Area of Nozzle

Q=

a

3.308 x 10-4

= 3.31 x 10-5

= 9.993 m/Sec.

3. THEORETICAL FORCE (Ft) :

W. Q. V. kFt =

g

9810 x 3.308 x 10-4 x 9.993 x 0.14 =

9.81

= 0.66 Kg.

4. CO-EFFICIENT OF IMPACT :

Fa

= Ft

0.575=

0.66

= 0.87

5. RESULT TABLE :

Fa Ft Co-efficient of impact

Average Co-efficient of

Impact 0.840 0.991 0.84 0.575 0.660 0.87 0.72 0.078 0.166 0.46

B. For Vane Angle = 180 0

Observation Table :

W/Fa

Kg t Sec

h m

Qm3/Sec

Vm/Sec

0.900 21.06 4.154 x 10-4 12.54 0.670 24.41 0.05 3.584 x 10-4 10.82 0.320 34.79 2.515 x 10-4 7.59

Where,W/Fa : Weights on Weighing balance called Actual Forcet : Time required for 50 mm rise in water

Level in measurement tank.Q : Discharge .V : Velocity of water.


1. DISCHARGE (Q) :


Time required

A x h

= t

0.175 x 0.05=

24.41

= 3.584 x 10-4 m3/Sec.


Discharge Of Water=

Area of Nozzle

Q=

a

3.584 x 10-4

=3.31 x 10-5

= 10.82 m/Sec.


W. Q. V. kFt = x 2

g

9810 x 3.584 x 10-4 x 10.82 x 0.14 = x 2

9.81

= 1.085 Kg.


Fa

= Ft

0.670=

1.085

= 0.61

5. RESULT TABLE :


Average Co-efficient of Impact

0.900 1.458 0.61 0.670 1.085 0.61 0.60 0.320 0.534 0.59

C. For Vane Angle = 135 0

Observation Table :

W/Fa

Kg t

Sec h

m Q

m3/SecVm/Sec

0.557 21.32 4. 104 x 10-4 12.39 0.368 25.15 0.053. 479 x 10-4 10.51 0.350 35.84 2. 441 x 10-4 7.37




1. DISCHARGE (Q) :


Time required

A x h =

t

0.175 x 0.05

= 25.15

= 3.479 x 10-4 m3/Sec.


Discharge Of Water=

Area of Nozzle

Q=

a

3.479 x 10-4

=3.31 x 10-5

= 10.51 m/Sec.


W. Q. V. kFt = (1 + Cos 45)

g

9810 x 3.479 x 10-4 x 10.51 x 0.14 ( 1 + 0.707) =

9.81

= 0.873 Kg.


Fa

= Ft

0.368=

0.873

= 0.42

5. RESULT TABLE :



0.557 1.215 0.45 0.368 0.873 0.42 0.55 0.350 0.429 0.80

D. For Vane Angle = 60 0

Observation Table :

W/Fa

Kg t

Sec h m

Q m3/Sec

Vm/Sec

0.502 21.94 3.988 x 10-4 12.04 0.270 27.24 0.05 3.212 x 10-4 9.70 0.026 52.60 1.663 x 10-4 5.02




1. DISCHARGE (Q) :


Time required

A x h =

t

0.175 x 0.05=

27.24

= 3.212 x 10-4 m3/Sec.


Discharge Of Water=

Area of Nozzle

Q=

a

3.212 x 10-4

= 3.31 x 10-5

= 9.07 m/Sec.


W. Q. V. kFt = Sin 60

g

9810 x 3.21 x 10-4 x 9.07 x 0.14 = Sin 60

9.81

= 0.352 Kg.


Fa

= Ft

0.270=

0.352

= 0.76

5. RESULT TABLE :



0.502 0.582 0.86 0.270 0.352 0.76 0.81 0.026 0.101 -----

FLOW THROUGH NOTCHES

AIM: To determine coefficient of discharge through a Notches.

THEORY :

It is the triangular or V shaped opening in the side of a tank or small channel in

such a way that liquid surface in the channel or tank is below the top edge of the

opening.

The triangular notch is the notch having triangular shape of opening.The triangular

notch provided in a channel carrying water is shown in fig.

The expression for triangular notch is given by,

Total Discharge Q = (8 / 15 ) Cd x tan /2 x 2 g x H 5/2

Where,

Cd = Coefficient of Discharge.

= Angle of Notch.

H = Height of water above ‘V’ Notch.

The triangular notch is preferred over notch of rectangular opening due to :

1. The expression for discharge for right angled V-notch is very simple.

2. For low discharge measurement, V-notch is very accurate.

3. In case of V-notch one reading is sufficient for computation of discharge.

4. Ventilation of V-notch is not necessary.

DESCRIPTION :

The apparatus consists of a channel of the size 250 x 150 x 600. The supply of

the channel is taken from the bottom at one end of the channel. At the other end

required notch is fitted up, stream from the face of the notch a gauge well is

provided where a hook gauge is fitted on transparent side.

EXPERIMENTAL PROCEDURE :

Experiment to be carried out is determination of coefficient of discharge for notch.

1 Start the pump.

2 Open the inlet valve autlet the water into channel.

3 When water level comes upto still of the notch stop the inflow and note

down the still level reading with hook gauge fitted on well.

4 Again start flow into the channel. The water level in the channel will slowly

rise. After some time when the inflow in the channel is equal to outflow,

the water level in the channel will remain steady. Note down this level of

water with the help of hook gauge. The difference between the reading

will give head over the notch.

5 Allow the water to flow over the notch for a suitable time and collect this

discharge in the measuring tank. By changing head over the notch, few

readings are recorded.

A. TRIANGULER OR V NOTCHOBSERVATIONS :

Angle of V-Notch () : 90O

Initial Height of Water In Tank (h1) : 25 mm.Area Of Measuring Tank (A) : 0.175 m2

h h2

h1

OBERVATION TABLE :

Sr. No. Time Required For 50 rise

of water level in Measuring

Tank

In (T) Sec

Final Height of waterLevel In Tank (h2) mm.

1. 11.81 722. 29.77 583. 42.37 50


1. Actual Discharge

= A x h / T

= ( 0.175 x 0.05 ) / 11.81

= 0.740 x 10-3 m3/Sec


= 8/15 x tan (/2) 2 x g x h5/2

= 8/15 x tan ( 90/2) x 2 x 9.81 x ( 0.047 )5/2

= 1.131 x 10-3 m3/Sec

3. Coefficient Of Discharge Of V-Notch (Cd) :

Actual Discharge=


0.74 x 10-3

= 1.131 x 10-3

= 0.65

4. Result Table :

Sr. No. Actual Discharge(Qa)

Theoretical Discharge(Qth)

Co-efficient of DischargeAverage Co-efficient of Discharge

1. 0.740 x 10-3 1.131 x 10-3 0.652. 0.293 x 10-3 0.467 x 10-3 0.62 0.713. 0.206 x 10-3 0.233 x 10-3 0.88

B. RECTANGULAR NOTCH

OBSERVATIONS :

Diameter of Pipe (d1) : 40 mm.Diameter of Orifice (d2) : 24 mm.Area of Pipe (A1) : 1.25 x 10-4 m2 Area of Orifice (A2) : 4.52 x 10-4 m2

Length of Rectangular Notch (L) : 165Initial Height of Water In Tank (h1) : 48 mm.Co-Efficient of Discharge of Orifice (Cd) : 0.62

h

L

OBERVATION TABLE :


Final Height of water Level In Tank (h2) mm.

1. 49 682. 122 783. 192 834. 236 88


1. Manometer Difference In Terms Of Water Column (H) :

S1 - S2

= Hhg S2

13.6 - 1= 0.236

1



= Cd x A2 2 x g x H

= 0.65 x 4.52 x 10-4 x 2 x 9.81 x 2.9736

= 22.44x 10-4 m3/Sec


= 2/3 x L x h3/2 x 2 x g

= 2/3 x 0.165 x (0.04)3/2 2 x 9.81

= 3.896x 10-3 m3/Sec

4. Coefficient Of Discharge Of Rectangular Notch (Cd) :

Actual Discharge=


22.44x 10-4

=3.89x 10-3

= 0.576

5. Result Table :

Sr. No.

Height Of Water (H)

Mtr. Of Water

Actual Discharge

(QA)m3/Sec


(QTH) m3/Sec

Co-Efficiency

Of Discharge


Discharge(Cd)

1 0.6174 10.22x 10-4 1.37x 10-3 0.745

2 1.5372 16.13x 10-4 2.53x 10-3 0.637 0.648

3 2.4192 20.24x 10-4 3.19x 10-3 0.634

4 2.9736 22.44x 10-4 3.896x 10-3 0.575

REYNOLDS APPARATUS

AIM : To study laminar flow in pipes by using the Reynolds apparatus.

DESCRIPTION :

Reynolds Apparatus consists of a tank containing water & small tank containing

dye. To the tank fitted horizontal tube through which glass tube can be regulated

by adjusting the regulating valve.

PROCEDURE :

The water in the tank is first allowed to stand for several hours to allow it to couse

completely to rest. The outlet valve of glass tube is slightly opened. Then the jet

of dye having the same specific gravity as that of water is also allowed to enter in

center of glass tube. It will be seen that a five thread of dye is carried by the

water. The dye thread will move so steadily that it will be hardly seen in motion

such a flow is known as laminar flow or stream line flow.

CONCLUSION :

From the observations it is seen that, the fluid partical is moving in welll defined

path, it is laminar.

OBSERVATIONS :

1 . Area of Pipe = 5.3 X 10- 4 m2 .

2. Viscosity of Water = 9.29 x 10- 7 m2 /sec.

OBSERVATION TABLE :

Sr. No

Volume in Ltr.

Time Required For 1 Lit. volume

discharge (t) in sec

DischargeQ

m3/sec

Velocity

(V)in m/sec

Re Remark

1 1 117.60 08.50 x10 –6 16.03x10 –3 449 Laminar2 1 93.75 10.66 x10 - 6 20.12x10 –3 563 Laminar3 1 62.50 16.00 x10 - 6 30.18x10 –3 844 Laminar4 1 43.64 22.91 x10 - 6 43.22x10 –3 1210 Laminar

CALCULATIONS :1. DISCHARGE (Q) :

Volume Collected In Measuring Flask=

Time required for collection

= (1 x 10-3) / 117.60

= 08.50 x10 –6 m3/Sec

2. VELOCITY OF WATER (V) : Discharge

=Area of pipe

08.50 x10 –6

=5.3 x 10 –4

= 16.03 x 10 –3 m/sec

3. REYNOLDS NUMBER (Re) : x V x d

=

1 x 16.03 x 10 –3 x 0.026=

9.29 x 10- 7

= 448.84 = 449

ROTAMETER

AIM: To determine coefficient of discharge of Rotameter

APPARATUS :Rota meter, Stop watch, Steel role.

THEORY :A rotameter is a simple device used for measurement of discharge through

pipes. Where as in the venturi, orifice meters the variation of flow rate through a

constant area generates a variable pressure drop, which is related to the flow

rate, in this area meter the pressure drop is nearly constant, or nearly so, and the

area through which the fluid flow varies with flow rate. Here the area is related,

through proper calibration , to the flowrate

A Rotameter consists of a gradually tapered glass tube mounted vertically in a

frame with large end up. The fluid flows upward through the tapered tube and

suspense freely a float. The float is the indicating element and greater the flow

rate the higher the float rises in the tube. The tube is marked in divisions, and the

reading of the meter is obtained from the scale reading at the reading edge of the

float, which is taken at the largest cross section of the float. Rotameters can be

used for either liquid or gas flow measurements.

PROCEDURE :Firstly pump was initiated to have water flood through the pipe to which

Rotameter is connected. The discharge of water through pipe is measured for

100 mm rise of water level in measuring tank. Then graudally discharge was

reduced by use of valve. Thus 3 reading are taken & Theoretical & actual

discharge were calculated & were compared at last of all coefficient of discharge

for rotameter was determined for each reading by taking mean of them which

given as avarage coefficient of discharge for rotameter.

OBSERVATIONS :

Diameter of Pipe (d1) : 26 mm.Area of Tank (A) : 0.5 x 0.35 = 0.175 m2

OBERVATION TABLE :

Sr. No. Discharge Measured on Rotameter (QTH) Lpm.


1. 10.5 50.532. 9.5 55.123. 8.0 64.414. 6.0 73.53



A x H=

t

0.175 x 0.05=

73.53

= 1.189 x 10-4 m3/Sec


= 7 Lpm

7=

1000 x 60

= 1.166 x 10-4 m3/Sec

3. Coefficient Of Discharge Of Rotameter (Cd) :

Actual Discharge=


1.189 x 10-4

=1.166 x 10-4

= 1.01

3. Result Table :

Sr. No.

Actual Discharge

(QA)m3/Sec


(QTH) m3/Sec

Co-Efficiency

Of Discharge


Discharge(Cd)

1 1.731 x 10-4 1.750 x 10-4

0.98

2 1.587 x 10-4 1.583 x 10-4

1.00

3 1.358 x 10-4 1.333 x 10-4

1.01 1.00

4 1.189 x 10-4 1.166 x 10-4

1.01

BERNOULLI’S THEOREM

AIM: Study of Bernoulli’s Theorem.

THEORY :

Bernoulli’s Theorem for frictionless in incompressible liquid, States that whenever

there is a continuous flow of liquid the total energy at every section remains the

same provided that there is no loss or addition of the energy.

It can be stated as :

PAV

+V2 A2 g

+ZA1

= PBV

+V2B2g

+ ZB1

If the points at the same datum are chosen then :

PA−PBV

=V2B−V 2 A2g

This has a second degree equation & represents a parabola

DESCRIPTION :

The apparatus consists of a channel having Inlet & Oultets tanks. Inlet tank is

connected to a 2” water connection. The channel taper for a length channel

taper for a length of cm. Then set up to length 30 cm to 40 cm & the again

gradually enlarges in a length of 90 cm on the top of the flow channel piezometer

tubes are fixed at a distance of 5 cm. C/C . For measurement of pressure head

of regulate in to the inlet tank & out the outlet tank valves to maintain study flow.

However steady flow can also be obtained by controlling Intel & Oultet valves

sutiably while a steady state will be reached.

EXPERIMENTAL PROCEDURE :

Water outlet valve can be kept closed & the water level in the inlet tank will rise &

that in the piezometer tube will simultaneously rise as there is no flow. When the

out valve is opened & steady state is reached, the pressure at different points

along the flow can be recorded the steady discharge collect the discharge for

sufficient time in measuring tank.

For area table supplied, cross sectional area of flow corresponding to

piezometers can be determined. From the discharge & area, velocity head at a

different points, corresponding to piezometer tappings can be found out. Visual

observations of the pressure heads indicated that the parabolic curve. However,

observations for a few discharge verification can be recorded & following

calculations & table can be prepared for the verifications of the theorem.

OBSERVATIONS :Area of collecting Tank : 0.5 x 0.35 = 0.175 m2

Sr.No.

Reading Piezometer Tube Number ‘ t ‘sec

1

1 2 3 4 5 6 7 8 9 10 11

P/W 335 310 270 210 190 215 220 232 237 238 241 15.41

V

V2/2g 63 77 107 242 137 120 107 95 77 70 58

P V2

W 2g 398 387 377 452 327 335 327 327 314 308 299

DATA : Area of Piezometer Tubes:- in m2

Tube

No.

Area Tube

No.

Area Tube

No.

Area

1. 5.06 x 10-4 5. 3.45 x 10-4 9. 4.60 x 10-4

2. 4.60 x 10-4 6. 3.68 x 10-4 10. 4.83 x 10-4

3. 3.91 x 10-4 7. 3.91 x 10-4 11. 5.29 x 10-4

4. 2.60 x 10-4 8. 4.14 x 10-4

CALCULATIONS : 1. Pressure Energy ( Actual Measured ) = P/W

= Height of water in Manometer

= 0.335 m of Water.2. Discharge (Q) :

Area of tank x Rise on water level

=

Time for 50 mm rise of water in tank

0.175 x 0.05

=

15.41

= 5.67 x 10-4 m3/Sec3. Velocity (V) :

= Q / A

= 5.67 x 10-4 / 5.06 x 10-4

= 1.12 m/Sec

4. Velocity Head :

= V2 / 2 g.

= (1.12)2 / ( 2 x 9.81)

= 0.063 m of water.5. Total Energy :

= P/W + V2/2 g

= 0.335 + 0.063

= 0.398 m. of water.

Documents

FM Experiments