EXPERIMENT NO :1

AIM : To determine the Friction Factor ‘ F ’ for a pipe.

APPARATUS : U – tube manometer connected across a pipe line, Stop

Watch, Collecting tank etc.

FORMULA : Head loss due to friction in pipe

hf = 4flv2 OR Flv2

2gd 2gd Where : F = friction factor = (4f) l = length of pipe V = Velocity of flow through pipe. d = Diameter of pipe. g = Acceleration due to gravity. f = Coeff. of friction

THEORY : The experimental set up consists of a large number of pipes of different diameters. The pipes have tapping at certain distance so that a U – Tube manometer is connected in between them The flow of water through a pipeline is regulated by operating a control valve which is provided in main supply line, for measuring the head loss. The length of the pipe is considered as a distance between the two pressure tapping, to which a U – Tube mercury manometer is fitted.

Actual discharge through pipeline is calculated by collecting the water in collecting tank and by noting the time for collection. ∴ Velocity of flow = V = Q = ( A ���� H ) / t a a Where : A = Area of tank. H = Depth of water collected in tank. t = Time required to collect the water up to a height “H” in the tank. a = Area of pipe. Q = Discharge through pipe. Now applying Bernoulli’s equation between two pressure tapping, we have.

PA + Z = PB + ( Z – hm ) + hmρm ���� g ∵ ∵ ∵ ∵ W = weight of water w w w = ρwg => PA – PB = hmρm ���� g – hm Z = Z ���� ρw ���� g / ρw ���� g ρw ����g ρw ����g ρw ����g => PA – PB = hm ρm – 1 Z – hm = ( Z – hm ) ρw ���� g ρw ���� g ρm ρw ���� g => hf = hm ρm – 1 hf = PA – PB ρm ρw ���� g

PROCEDURE : 1) Note down the diameter of pipe (d).

2) Note the density of manometric liquid (ρm) and that of fluid

(water) flowing through a pipe i.e. (ρm). 3) Connect the U – tube manometer to the pipe in between two pressure tappings. 4) Start the flow and adjust the control valve in pipe line for required discharge. 5) Measure the pressure difference at two points A & B of a pipe by means of a U – tube manometer. 6) By collecting the water in collecting tank for a particular period of time. 7) Determine the velocity of flow (V) and frictional head loss (hf) by using appropriate equations.

8) Determine the friction factor (f) in pipe by using Darcy – Weisbach formula.

9) Change the flow rate by adjusting the control valve & repeat the process for at least five times.

10) Find out the mean friction factor (f) mean of the pipe. 11) Plot a graph of velocity of flow (V) on y – axis verses frictional head

loss (hf) on x – axis which shows a straight line.

OBSERVATION :

1) l = Length of Pipe = cm 2) d = Dia of Pipe = cm 3) Size of collecting tank = _______ x _______ cm2

4) ρm = Density of mercury = 13600 kg / m3

5) ρw = Density of water = 1000 kg / m3

OBSERVATION TABLE :

Sr. No.

Manometic Reading Tank Reading

Left Limb

Right Limb

Diff. (hB - hA)

Initial height

Final height

Diff H2-H1

HA cm

HB cm

hm cm

Frictional Head Loss

hf=hm ρm – 1

ρw

hf = PA – PB

ρw .g Meter

H1 cm

H2 cm

H

cm

Time t

Sec

Actual Discharge

Qac= AH t

M3/Sec

Velocity of flow

V = Qac a

M/Sec

frict-ion

factor F

fmean

01.

02. 03.

04. 05.

Sample Calculation : 1) a = c/s area of pipe

= π (d)2 = π ( )2 = ______ M2 4 4

2) A = Area of tank = _______ x _________ For Reading No. 1

Frictional head loss = hf = hm ρρρρm – 1

ρρρρw = ______ 13600 – 1 1000 Actual Discharge Qac = AH = ____x_____ t

= ______ M3 / Sec Velocity of flow V = Qac / a = _____ = _____ m / Sec Friction factor F = 2hf.g.d lv2 OR Coeff. of friction f = 2hf.g.d = hf.gd 4.l.v2 2lv2

Mean friction factor fmean

Result : The friction factor “ F ” for the pipe is found to be ________.

EXPERIMENT NO :2

CENTRIFUGAL PUMP

AIM : To Study the centrifugal pump and to determine its efficiency.

APPARATUS : Centrifugal Pump (Constant Speed), Scale, Stop Watch, etc. FIGURE :

THEORY : The hydraulic machines, which convert the mechanical energy into

hydraulic energy, are called pumps. The hydraulic energy is in the form of

pressure energy. If the mechanical energy is converted into pressure energy by

means of centrifugal force acting on the fluid, the hydraulic machine is called as

centrifugal Pump.

The centrifugal pump act as a reversed of an inward radial form reaction

turbine. This means that the flow in the centrifugal pumps is in the radial outward

direction. The centrifugal pump works on the principle of forced verter flow

which means that when a certain mass of liquid is rotated by an external tongue,

the rise in pressure head of rotating liquid takes place. The rise of head of the

rotating liquid takes place. The rise of pressure head at any point of rotating

liquid in proportional to square of tangential velocity of the liquid at that point.

Main Parts of Centrifugal Pump. The following are the main parts of the centrifugal pump. 1]

IMPELLER : The rotating part of a centrifugal pump is called impeller. It

consists of a series of a backward curved vanes. The impeller is mounted on shaft which is connected to the shaft of an electric motor.

2]

CASING : The casing of centrifugal pump is an air tight passage

surrounding the impeller and is designed in such a way that the kinetic energy of the water discharged at the outlet of the impeller is converted into pressure energy before the water leaves the casing and enters the delivery pipe. The following 3 types of casings are

a) Volute casing b) Vorter casing c) Casing with guide blades. 3] Suction Pipe with a foot valve and strainer : A pipe whose one end is connected to the inlet of the pump

and other end dips into water in a sump is known as suction pump. A foot valve which is non-return valve or one way type of valve is fitted at the lower end of suction pipe. The foot valve is open only in the upward direction. A strainer is also fitted at the lower end of the suction pipe.

4] Delivery Pipe : A pipe whose one end is connected to the outlet of the pump

and other end delivers the water at required height is known as delivery pipe.

Head and efficiencies of Centrifugal Pump

1] Suction

Head

: It is the vertical height of the center line of a centrifugal pump above the water. This is called the suction head, denoted by “hs”.

2] Delivery

Head

: The vertical distance between the center line of the pump and water surface in the tank to which water is delivered is known a delivery head denoted by hd.

3] Static Head

: The sum of suction head and delivery heads is known as static head. This is represented by Hs and given by

Hs = hx + hd

4] Manometric Head

: The manometric head is defined as the head against which a centrifugal pump has to work and is denoted by “Hm”.

Efficiencies of Centrifugal Pump

In case of centrifugal pump, the power is transmitted from the shaft of the electric motor to the shaft of the pump and then the water. The following are the efficiencies of centrifugal pump.

a] Mano metric Efficiency

( µµµµ Man )

: The ratio of the manometric head to the head imparted by impeller to the water in m as manometric efficiency.

µµµµ Man = g . Hm V . w x H2

B] Mechanical Efficiency

( µµµµ m )

: The power of the shaft of the centrifugal pump is more than the power available to the impeller of the pump. The ratio of power at the centrifugal pump is known as mechanical efficiency.

µµµµ m = Power at the impeller

µµµµ m = w V.w2.u2 g 1000

S. P

S.P Shaft Power

C] Overall Efficiency

(ηηηη◦)◦)◦)◦)

: It is defined as the ratio of power output of the pumnp to the power input to the pump. The power output of the pump is KW.

η◦ = Weight of water lifted x Hm 1000 SP

η◦ = WHm 1000 SP

η◦ = ηMan x ηm

CALCULATION :

PROCEDURE : 1] Open the suction valve in the inlet pipe. 2] Prime the pump by pouring water into collecting tank and suction pipe till it get full. 3] Close the outlet valve of the delivery pipe.

4] Open the delivery valve fully for maximum discharge. 5] Note the pressure guage reading on the delivery side and record it. 6] Record the time in seconds for 10 revolutions of the energy meter. 7] Note the vaccum guage reading on the suction side and not it. 8] Measure the internal dimensions of the collecting tank. RESULT : The efficiency of the centrifugal pump is obtained as 50.26%

EXPERIMENT NO 3

AIM: study of flow around immersed bodies.

THEORY: Force exerted by flowing liquid on a stationary body Consider a body held stationary in a real fluid,which is flowing at uniform velocity ‘u’. the fluid will exert a force on a stationary body.the total force (fr ) Exerted by fluid on the body is perpendicular to the surface of the body.thus the total force is inclined to the direction of motion. The total force can be resolved in two Components,one in direction of motion and other perpendicular to the direction of motion. DRAG:the component of the total force in the direction of motion is called drag. This component is denoted by fo. Lift: the component of the total force in the direction perpendicular to the motion Is called lift.this component is denoted by fl. Consider the flow of fluid over a flat plate when the plate is placed Parallel to the direction of flow as shown in figure.in this case cosθ is the angle made By the pressure with the direction of motion will be 900. thus the term ∫pcosθ will Be zero and hence the total drag will be equal to the friction drag or shear drag. If the plate is placed perpendicular to the flow as shown in the figure The angle made by the pressure with the direction of motion will be zero and hence Total drag would be due to difference between the upstream and downstream side of Plate.if the plate held at an angle with the direction of flow,both the terms ∫pcosθ and ∫T0sinθ Da will exist and the total along will be equal to the sum of pressure drag And friction drag. Stream lined body:a stream lined body is defined as that body whose surface coincide with the streamline when the body is placed in the flow. Bluff body:a bluff body is defined as that body whose surface doesn’t coincide When placed in the flow. Flow of ideal fluid over stationary cylinder:

Consider the flow of an ideal fluid over a cylinder Which is stationary as shown . Let ‘u’ be the free stream velocity of fluid. R radius of the cylinder θ be the angle made by any point say c on the circumference of the cylinder With the direction of flow The velocity distribution over the upper half and lower half of the cylinder from axiz AB of the cylinder and are identical and hence the pressure distribution will be same hence lift acting on the cylinder would be zero Development of lift on the aircraft: As shown in figure,the twos lopes Of the airfoils, which are streamline bodies which may be symmetrical or unsymmetrical In shape. The airfoil is characterized by its chord length c,angle of attack(which is the angle between the direction of fluid flowing and chord line)and span ‘l’ of the airfoil. The lift on the airfoil is due to negative pressure created on the upper part of the airfoil The drag force on the airfoil is always small due to the design of the shape of the body Which is streamlined.

RESULT: the flow around immersed bodies is studied.

EXPERIMENT NO. 04

AIM: Study of gvf profiles

THEORY: - Open channel flow is characterized by existence of a free surface is atmospheric and is constant throughout the flow takes place due to gravity. Channel flow Gradually varied flow:- (non uniform flow) Gravity force produces flow with continuously increasing velocity. The frictinal resitance increases with velocity whereas gravity force is constant when there two exactly balance each other uniform flow occurs.

CLASSIFICATION OF SURFACE PROFILES:-The various water surface profiles

occurring in the channel are designated with reference to the bottom slopes of the channel viz. M curve, S curve etc. They are further classified depending upon the relative position of actual depth (y) and the critical depth (yc) a shown below. For mild slope channel:- Zone (i) dy/dx = +ve Where, y = yn, dy/dx= 0 When y = ∞, dy/dx = So Zone (ii) dy/dx = -ve (Yn >y > Yc) When, y = Yc dy/dx = ∞, When, y = Yn , dy/dx = 0 Zone (iii) dy/dx = +ve When y=Yc, dy/dx = ∞, Y= 0, dy/dx = 0 For steep slope channel (Yn<Yc) Zone (i) dy/dx = +ve When, y=Yc, dy/dx = ∞, Y= ∞,, dy/dx = So Zone (ii) dy/dx = -ve When, y= Yn, dy/dx = 0 Y=Yc, dy/dx = ∞, Zone (iii) dy/dx = +ve When, y = Yn, dy/dx =∞, Y =0 dy/dx = 0 Similarly for Critical slope(Yn=Yc) Zone (i) y > Yn, dy/dx = +ve When y = Yc, dy/dx = So = Sc Y = ∞, dy/dx= So =Sc Zone (ii) y < Yc = Yn, dy/dx = =ve As y= Yc dy/dx = So= Sc (iii) Horizantal slope channel (iv) Adverse slope profile can also be obtained in similar manner.

DYNAMIC EQUATION FOR GVF Assumptions:-

(i) Flow is steady ( Q is constant) (ii) Pressure distribution is hydrostatic. (iii) Loss of head due to friction is as per uniform condition i.e. Mannings and Chezy’s

equation can be used to calculate the slope energy line in GVF as well (iv) Bed slope is small (v) Channel is prismatic (vi) Velocity distribution does not changes (α = 1)

(vii) Roughness coefficient n is constant and it does not depend on the flow depth. Total head H= z+y+v2/2g Differentiating with respect to x dH/dx =dz/dx +dy/dx +d (v2/2g)/dx -Sf = -So +dy/dx +d/dx(v2/2g) multiply the velocity term by dy / dy dy/dx+ d/dx(v2/2g)dy/dy = So – Sf dy / dx = (So – Sf) ÷ (1+ d/dy[v2/2g])……………….(1) equation 1 is dynamic equation of GVF which gives variation of depth y w.r.t.distance along the bottom of the channel x. If dy/dx = 0 (uniform Slope) If dy/dx = +ve (y increases with x , back water curve) If dy/dx = -ve (y decreases with x, drawdown curve) Alternative form of equation (i) V = Q/A d/dy (v2/2g) = d/dy (q2 / {A2 x 2g) dy / dx = (So – Sf) ÷ (1- Q2T/gA3)………………………(ii) Fr2 = Q2 T /gA3 Dy / dx = (So – Sf ) ÷ (1- Fr2 ) Sf / So = (Ko / K)2

Q=√(S) Dy/dx = So (1- (Kn/K) 2 )÷ ( 1- (Zc/Z) 2 ) The final genral form of GVF equation is as follows:- Dy / dx = So (1- (Yn/Y)n ÷ (1 – (Yc / Y ))

CLASSIFICATION OF CHANNEL SLOPES:- i) Mild slope � Yn > Yc ii) Step slope---� Yn < Yc iii) Critical Slope --� Yn = Yc iv) Horizantal slope --� So = 0 v) Adverse Slope ---� So = -ve some of the possible water surface profiles are shown in the sketch i) Mild slope followed by a steep slope ii) Steep slope followed by a mild slope iii) Horizontal slope channel followed by steep slope iv) Steep followed by horizontal ending in free fall

RESULT:-Gradually varied flow (GVF) profiles have been studied.

EXPERIMENT NO 05

AIM: - To study and performance of pelton wheel turbine.

APPARATUS: - Pelton wheel turbine, spring balance, weight, manometer.

FORMULA: - Input power = wQH / 100

Where, w = 9810 N / m3 Output power = 2∏ N T /60000 ) x 9.81 Discharge, Q = Cd x √(2gh) x a1 x a2 }÷{a12 – a22} Where, Cd = 0.95 η = (Output power / input power ) x 100

THEORY : - This is the only imulse type of hydrodynamic turbine now in common

use. It is named after Lester A Pelton (1829 – 1908), the American engineer who contributed much to its development in about 1880. it is well suited for operating under high heads Figure shows the elements of a typical pelton wheel installation. The runner consists of a circular disc with a number of buckets evenly spaced round its periphery. The bucket

have a shape of double semiellipoidal cups. Each bucket is divided into two symmetrical parts by a sharp edged ridge known as splitter. One or more nozzles are mounted so that each directs a jet along a tangent to the circle through the centres of buckets called pitch circle. The jet of water impinges on the splitter, which divides the jet into two equal positions, each of which after flowing round the smooth inner surface of the bucket leaves it at its outer edge. The buckets are so shaped that angle at the outlet tip varies from 10o to 20o so that the jet of water gets deflected through 160o to 170o. the advantages of having a double cup shaped bucket is that axial thrust neutralize each other, being equal and opposite and hence the bearing supports the wheel shaft are not subjected to any axial or end thrust.The back of the bucket is so shaft that as it swings downward into the jet no. water is wasted by splashing. Further at the lower tip of the bucket a notch is cut which prevents the jet striking the preceeding the bucket being intercepts by the next bucket very soon, and it also avoids the deflection of water toward the centre of the wheel as the bucket firsts meets the jet. For low heads the buckets are made of cast iron, but for higher heads they are made of cast steel, bronze or stainless steel.In order to control the quantity of water striking the runner, the nozzle fitted or needle having a penstock is provided with a spear or needle having a penstock is provided with a spear or needle having a streamlined head which is fixed to the end of a rod as shown in figure. The spear may be operated into either by a wheel in case of very small units or automatically by a governor in case of almost all the bigger units. When shaft of pelton wheel is horizontal then not more than two jets are used. But if the wheel is mounted on a vertical shaft a larger number of jet is possible.

PROCEDURE: - i) The internal diameter of initial pipe and throat were noted down.

ii) The gate opening was kept at 20 % initially. iii) The setup was then started and the initial weight was kept zero kgs. iv) The corresponding values of spring balance weight, speed in rpm,

manometric head and present gauge reading were noted down. v) Then the weight were increased successively at 1,2,3 and 4 kgs and

the corresponding all the above mentioned reading were taken. vi) Then the set up was stopped and the get opening was now kept as 40

%. vii) Step no. 3,4,5 were then repeated. viii) Then the gate opening was again changed and kept as 50 % ix) Then steps were again repeated. Then further calculations were made

to determine the efficiency.

Observations: 1)diameter of pipe= 2)diameter of throat of venturimeter= 3)perpendicular distance d= Observatuion table

Manometer raeding

Pressure gauge reading

Speeed(rpm) N

Break weight

Spring balance raeding h

1 h 2

h

Net weightW=(W1-W2)

FOR GATE OPENING 20%

FOR GATE OPENING 30%

FOR GATE OPENING 40%

CALCULATION:-

Head (H)

Torque (T)

Discharge(Q)

Input(KW) power

Output power(KW)

Efficiency(ή)

Unit speed (NU)

Unit DISCHARGE (Qu)

Unit power(pu)

H(m)

For 20%gate openings

For 30%gate openings

For 40% gate

openings

RESULT: - The working of pelton wheel turbine has been studied. The average efficiency of the turbine for different gate openings is found to be as follows: -

1. For 20 % gate opening = 2. For 30 % gate opening = 3. For 40 % gate opening =

EXPERIMENT NO. 06

AIM: - Study And Performance Of Franci’s Turbine APPARATUS: - Francis turbine set up, weights, manometer.

THEORY: - Francis turbine is mixed flow type of reaction turbine. It is named in inward

radial flow type of reaction turbine in 1849. later on it was modified and the modern Francis is a mixed flow type, in which water enters the runner radially at its outer periphery and leaves axially at its centre. The water from the penstock enters a scroll casing which completely surroundstherunner.The purpose of the casing is to provide an even distribution of water around the circumference of the turbine runner, maintaining an approximately constant velocity for the water so distributed. From the scroll casing the water passes through a speed ring on stay ring. From the speed ring the water passes through a series of guide vanes or wicket gate provided all around the periphery of the turbine runner. The function of guide vanes is to regulate the quantity of water supplied to the runner and to direct water on to the runner to an angle Appropriate to the design The main purpose of the components is to lead the water to the runner with minimum loss of energy. The runner of franci’s turbine Consists of series of curved vanes evenly arranged around the circumference in the annular transmitted to the generator through the shaft space between two plates. The torque produced by the runner isWhich is usually connected to the generator shaft by bolted flanged Connection. The water after passing through runner flows to the tail race Through a draft tube PROCEDURE:- i) Initially before starting the startup of franci’s turbine priming process was

completed. ii)Then the gate opening was kept at initially 50%. iii)The setup was then started and the initial weight was kept zero. iv)The corresponding values of spring balance weight,speed in

rpm,manometric head and pressure gauge Reading were noted down v)Then the weight were increased successively as 1,2,3,4 and 5kgs and

corresponding values of all the above mentioned readings were taken. vi)Then the setup was stopped and the gate openings was now kept as

60%. vii)Repeat the same procedure for 60% opening. viii)Then the setup was stopped and gate openings was now kept as 70%. ix)Steps (iii),(iv),(v) were the n repeated x)Then further calculations were made to determine the efficiency

OBSERVATION TABLE:

MANOMETER READING

SR.NO PRESURE GAUGE(p)KG/CM

2 VACCUM GAUGE

SPEED(RPM) BREAK BALANCE

SPRING BALANCE

h 1

h 2 h

NET WEIGHT

50% GATE OPENING

60% GATE OPENING

70% GATE OPENING

CALCULATION:-

H’(m) V’(M) T(M) Q(lpm) H(m) Input

power Output power

η%

50%GATE OPENING

60%GATE OPENING

70%GATE OPENING

RESULT :The Working Of Franci’s Turbine Has Been Studied.

The average efficiency of the Turbine at different gate openings is found as follows: i)for 50%gate openings (η)= ii)for 60% gate openings(η)= iii) )for 70%gate openings (η)=

EXPERIMENT NO 7

AIM: Determination of manning’s and chezy’s conxtant for an open channel

APPARATUS:-Standard tilting hydraulic flume

THEORY:

In 1989,in irish engg Robert manning’s presented a formula according To which the mean velocity of uniform flow in a channel is expressed In terms of a coefficient of roughness ‘n’ called manning’s n hydraulic radius andchannel bottom slope so.the manning’s formula expressed is in m

TYPE OF CHANNEL BOUNDARY SURFACE

VALUE OF ‘n’

0.01 Very smooth concrete and planed timber

0.011

Smooth concrete 0.012

0.013

Glazed brickwork 0.013 Good wood 0.014

Vitrified clay 0.014 Brick surface lined with cement mortar

0.015

Cement concrete finish 0.015

Unified cement surface 0.017

Earth channel in best condition 0.017

Neatly excavated rock 0.02

Straight unlined earth canals in good condition

0.02

Rubble masonary 0.02

Corrugated metal surface 0.02

Rivers and earth canals in fair condition

0.025

Earth channel with gravel bottom

0.025

Earth channel eith dense weed 0.035 Mountain stream with rock beds and rivers with variable section and some vegetation

0.045

Derivation :for chezy equation Consider uniform flow of water in a channel as shown in figure,as the flow is uniforn , velocity , depth of flow will be constant at different sections along the length of channel consider section 1-1 and 2-2 Let L= length of channel A = area of flow of water So= slope of the bed

V=mean velocity of flow of channel P= wetted perimeterof c/s f=frictional resistance per unit velocity per unit area. F=total friction resistance The weight of water between 1-1 and 2-2 W= specific wt of water and volume of water = w x A XL Component of flow along direction of flow = Wsinθ = wxAXLsinθ Frictional resistance against motion of water F=fxsurface area x velocity The value of a lies between 1.8 to 2 for turbulent flow Surface area = P XL F=fxPXLXV2 THE FORCE ACTING ON THE WATER BETWEEN SECTION 1-1 AND 2-2 ARE COMPNENT OF WEIGHT OF WATER ALONG DIRECTION OF FLOW 1)frictional resistance against flow of water 2)pressure force at section 1-1 3)pressure force at section 2-2 As the depth of water at section 1-1 and 2-2 are ths same yhe pressure force on these two sections are same and acting in the opposite direction, hence they cancel each other in case of uniform flow ,the velocity of flow is constant for given length of channel, hence there is no acceleration acting on water, hence resuktant force acting in the direction of flow must be zero. Resolving all the forces in the direction of flow we get, (wxAXL) sinθ-fXPXLXV2=0 V2= (wxAXL) sinθ fXPXL V = (wxAXL) sinθ fXPXL but w =c = chezy’s constant and R=A/P f Substituing these values in above equartion we get, V=C X Rsinθ FOR SMALL VALUES OF SO , sinθ =SO

V=C X R X SO

Discharge Q= AX V Q= AX C X R X SO

V=C X R X SO is known as chezy’s formula after the name of french

Engineer Antoine chezy who developed the formula in 1975. in this equation c is known as chezy’s constant .

PROCEDURE: 1)set the flume at the suitable bed slope(so)

2)measure width B OF THE FLUME. 3)collect details of manometer for the measurement of discharge. 4)open the inlet valve of the flume and allow water to flow through the Flume 5)take the manometric readings 6)measure depth of flow at three different locations (y1,y2,y3) 7)repeat the steps from 4 to 6 for different discharge. Observations table:

Manometer reading

LHS RHS x

H=12.6x Q= K√H Y1 Y2 Y3 YAVG

A = Bx y

P=B+2y R C n

RESULT:for the flow range of ______m3/sec to ________m3/sec through a open channel

with width B= and bed slope SO______, the chezy’s constant c and manning’s constant ‘n’ are as follows: ‘c’= ‘n’=

EXPERIMENT NO 8

AIM: To study the working of reciprocating pumps.

APPARATUS:Reciprocating Pump SetuP,collecting tank,suction gauge,delivery gauge

stopwatch.

THEORY : Need And Scope

An idea of coefficient of discharge is required to estimate The quantity of water delivered. The slip of the pump gives an About the quantity of water loss. The relationship between theEfficiency and head at whicth the pump is to be run so that the maximum efficiency is obtained. The adoptability of the reciprocating pump for different speed can also be known from the characteristics curve of the pump.

The theoreotical discharge can be calculated by formula Qth =ALN 60 Where A = area of cylinder L=length of piston rod N=speed of motor

Cd = Qa Qth Percentage of slip can be calculated as % slip = Qth –Qa Q %η = Input X100 Output

KNOWLEDGE OF EQUIPMENT The reciprocating pump is mounted on the lease and it is given by ‘m’. energy meter is used to measure the input .In suction and delivery tube ,pressure and vaccum gauge are fitted to measure suction and delivery head also discharge over a known period of time can be measured by means of water in collecting tank. The general arrangement of all the units are as shown in figure Air vessels are connected both at the end of of the suction pipe and at the beginning of the delivery pipe.

PROCEDURE:- i)open fully the gate valve in the delivery pipe ii)keeping the field resistance otf the rheostat

in the minimum resis position(i.e. for mimimum speed) start the motor. iii)adjust core shaft by varying the field rheostat. iv)adjust the gate valve to get the required head. v)note the following

a)pressure and vaccum gauge reading b)voltmeter and ammeter reading c)height of pressure gauge(m) above vaccum gauge vi) take some more sets of reading by varying the head at constant speed.

OBSERVATIONS:- i)Dia Of Cylinder = ii)length of piston rod= iii)speed of motor =N= iv)area of collecting tank=

OBSERVATION TABLE:-

SR.NO t Qa Qth Cd T HS Hd Pi Po ηo %Slip

CALCULATIONS:- 1) Qa= volume = Time 2)Qth = ALN = 60 %Slip = Qth – Qact = Qth

RESULT:the following results are obtained

1) coefficient of discharge = 2)overall efficiency of pump = 3)percentage slip =

EXPERIMENT NO 09

AIM: Design problem on pipe network analysis

FORMULA: ∆ Q= - ∑Q2 │2KQ│ WHERE K= Pipe Resistance Constant Q =Discharge

THEORY: A group of interconnected pipes forming several loop or Circuits is called network of pipes are commonly used for municipal water distribution system in cities. The main problem in a pipe Network is to determine the distribution of flow through various pipes Of network such that all condition of flow are satisfied and all circuits are balanced. The condition to be satisfied in any network of pipes Are as follows: 1)according to the principle of continuity the flow into each junction is equal to the flow out of junction 2)in each loop,the loss of head due to flow in clockwise direction must be equal to loss of head in anticlockwise direction 3)the darcy weisbach equation must be satisfied for flow in each pipe Minor losses may be neglected if the pipe length are large. However if minor losses are large , they may be taken into account by considering them in terms of head loss due to friction in equivalent pipe length. According to darcy weisbach equation, the loss of head hf through any pipe discharging at the rate of Q can be expressed as hf = KQn the pipe network problems are generally complicated and cannot be solved analytically. As such method of successive approximation are utilized . one such method which is commonly used is ‘HARDY CROSS METHOD’named after its original investigator.

PROCEDURE:

1)The hardy cross method can be explained with the help of following example

For solving a network a following criteria should be satisfied 1)node flow criteria 2)loop head loss criteria Correction in discharge is required as it satisfied only node flow continuity criteria but it doesn’t satisfy loop head loss criteria. Let ∆Q1 and ∆Q2 be the loop correction for loop 1 and loop 2

CALCULATION:-for first iteration assume the value of discharge as shown in figure

∆Q = - ∑KQn ∑ │2KQn-1│

Where n=2

Trial 1

LOOP 1 LOOP II LINK KQ2 │2KQ│ LINK KQ2 │2KQ│

AB BC BE CD

EF DE

FA EB ∑ ∑

∆Q1= ∆Q2= Corrected flow=original flow ± ∆Q RESULT: by using hardy cross method, network can be solved. DISCUSSSION:-hardy cross method is used to solve the pipe network or analyse the

pipe network because analytically solving the network is very difficult hence iteration method i.e hardy cross method is used.

EXPERIMENT NO 10

AIM:- Study of tilting flume

APPARATUS:- Venturiflume

THEORY:

a channel may be defined as a passage through which water flows under atmospheric pressure as such in channels the flow of water take place with a free surface Which is subjected to atmospheric pressure. The channels without any cover at the top Are known as open channels In case of long channels often it becomes necessary to provide transistions. A transistion is the portion of a channel with varying crossesctions, which connects one uniform channel to other which may or may not have the same crosssection form . the variation of channels section may be caused either by reducing or increasing width Or by raising or lowering bottom of channel The critical depth of flow may be obtained at certain section in an open channel where the channel bottom is raised by the construction of low hump or the channel is constructed by reading its width. Since at critical state of flow,the relationship Between depth of flow and discharge is definite and is independent of channel roughness And other uncontrollable factors,it provides a theoreotical basis for the measurement of Discharge in open channel device which is commonly used for measurement of flow in open channels is known as venturiflime Venturiflume as shown in figure is a structure in a channel which has a contracted section called throat downstream of which follow a flared transistion section Designed to restore the stream to its original width. At the throat section there will be A drop in the water surface and yhis drop may be related to discharge The velocity of flow at the throat is always less than the critical velocity and hence the discharge passing through it will be a function of the difference Between the depth of flow upstream of the entrance section and at the throat.since the Velocity of flow at the throat is less than critical velocity hydraulic jump will not be formed where Q =K Aa √2g(H-h) √A2-a2 Where A and a are areas & H and h are depth of flow sectn at entrance and throat of flume. K=discharge coefficient of flume. For rectangular channels the above eqn becomes Q=K BH Xbh x√2gx√h-h √(BH)2-(bh)2 In which B and b are bottom width at entrance and throat respectively Tilting flume can also be used to determine chezy’s constant and manning’s constant With the help of flume velocity can be determined by knowing discharge and area Where area is a function of B and y, R can also be determined as R=A/P and bed slope can also be easily determined.hence by performing various trials by varying discharge The value of c can be determined. Similarly manning’s constant can also be determined by

V =1 R2/3S1/2

n here too the value of V,R,S can be known and hence by experiments the value of n can be determined development of specific energy curve can also be done by using this experiment. Since the free surface in case of channel flow represents the hydraulic gradient Bernoulli’s equation can be applied between the section 1 and 2 which are L distance apart V12+ y1+z1= V22 + y2+ z2+ hf 2g 2g hf = energy loss between two sections specific energy is the sum of the depth of flow at any section and velocity head E=y +V2 = y + Q2 2g 2gA2 Since V= Q/A E =function of depth Thus for given channel section and discharge eqn may be represented graphically In which specific energy is plotted along x axis and depth of flow on y axis the curve so obtained is called specific energy curve

RESULT:THE working of tilting flume is studied