1. Energy Equation The expanded Bernoulli's equation
More general flow equation than Bernoulli’s
Includes energy loss or gained
Recall of restrictions on the use of the Bernoulli’s eqn.

2. hA = energy added by mechanical device ( pump)
hR = energy removed ( motor / turbine )
hL = energy losses ( friction + minor losses)
Motor
Valve
Pump

3. The magnitude of friction, (head loss) is proportional to the velocity head
K = resistance coefficient found from
Darcy-Weisbach equation
Total Energy per unit weight (pts 1 and 2)

4. But
Energy Equation So

5. Energy equation written in the direction of flow.
The Algebraic signs are very critical
From above:
Pump adds energy
Frictional losses remove energy
motor extracts energy

6. Example 1
Large
reservoir
3.5 m
4.0 m 2
10 cm
Find
Q = m3/s

7. From point 1 point 2 Both points are exposed to the atmosphere
Reservoir large, so very large surface area.
No mechanical devices
Hence or

8. These losses are frictional (pipe friction) and minor (valves, elbows)

9. Pump power Requirements
Mechanical Efficiency

10. Fluid motors (turbines)

11. Example Given the following T = 100c, Q = 115 l/min (1.92x 10-3 m3)
PA = 700 kPa, PB = 125 kPa, hL = 4.0 m
Calculate: PR, PO if Em = 0.85
Example A
1.8m B

12. Solution
Solve for

14. Applications of the Bernoulli's Equation2 1
Note
Streamlines move to the left and right
Centre streamline, goes to the tip of the blunt body and stops.
Velocity is zero - the fluid does not move at this point.
Point (2) called stagnation point.

15. Pitot Tube
Open s 1

16. Applying general Energy Equation (Bernoulli’s) between points 1 & S
Now
Hence

17. Static pressure
= Static pressure head
= velocity head
Stagnation or total pressure
Total pressure head
Only the difference between the total pressure head and static pressure head gives velocity

18. Venturi-Meter
Venturi-meter - device for measuring discharge
Consists of a rapidly converging section which increases velocity of flow and hence reduces the pressure.
It then returns to the original dimensions of pipe by a gently diverging (diffuser) section.
Measuring pressure differences between two points the discharge can be calculated.
Energy loss in the venturi-meter is very small.

19. About 6
About 20

20. Apply Bernoulli's equation along the streamline from point 1 to 2 Using continuity equation find velocity u2

21. Substituting this into and rearranging the Bernoulli's equation

22. Hence theoretical discharge Actual discharge, taking into account losses due to friction

23. Express discharge in terms of the manometer readings
Simplify
Hence actual discharge is
Manometer Equation

24. Hence the meter can be at any convenient angle to function.
Expression for discharge does not include any terms for elevation or orientation (z1 or z2) of the venturi-meter.
Hence the meter can be at any convenient angle to function.
The smoother the contraction, the lesser the head loss
Typically

25. The purpose of the diffuser in a Venturi-meter:
To assure gradual and steady deceleration after the throat.
This design is to ensure pressure rises again to a value near the original value before the venturi-meter.
The angle of the diffuser is usually between 6 and 8 degrees.
If the angle is wider than this limit, the flow might separate from the walls resulting in increased friction, energy and pressure loss.

26. If the angle is less than this limit, the meter becomes very long and pressure losses again become significant.
The efficiency of the diffuser of increasing pressure back to the original is rarely greater than 80%.

27. Example B 200mm  0.46 m A Unknown “y” 300mm  1.18 m
Specific gravity = 1.29

28. Known parameters Consider Point A and B

29. Manometer equation
Now we need , so divide by

30. Using continuity Q=vA

32. Flow through a Small Orifice
Consider flow from a tank through a hole (orifice) in the side close to the base.
General arrangement of streamlines as above 1
orifice h 2
Vena-contracta
Datum

33. Convergence is called vena-contracta. (‘Latin 'contracted vein').
Shape of holes edges is sharp - Contact between hole and the fluid minimized.
Hence frictional losses decreased.
Streamlines contract after the orifice to a minimum value when they become parallel.
At this point, the velocity and pressure become uniform across the jet.
Convergence is called vena-contracta. (‘Latin 'contracted vein').

34. Predict the velocity at the orifice using Bernoulli's equation.
To calculate the flow, it is important to know the amount of contraction
Predict the velocity at the orifice using Bernoulli's equation.
Apply Bernoulli's equation to the streamline joining
point 1 on the surface of the reservoir to point 2 at the centre of the orifice.

35. Datum line through the center of the orifice,
Surface velocity negligible (u1 = 0) and the pressure atmospheric (p1 = 0).
At the orifice, jet is open to the air so pressure is atmospheric (p2 = 0).
Datum line through the center of the orifice,
z1 = h and z2 =0
theoretical velocity

36. Actual velocity
Actual area of the jet is area of the vena-contracta not the area of the orifice.
Area at vena-contracta obtained by using the coefficient of contraction for the orifice
Cv - coefficient of velocity ( )
Cc - coefficient of contraction

37. Discharge through the orifice
Cd - coefficient of discharge

38. Determination of Coefficient of Velocity
Three methods used:
By measurement of coordinates (Trajectory method)
By momentum method
By pitot-tube

39. By measurement of coordinates (Trajectory method)
Measure horizontal and vertical coordinates of the jet as it falls under gravity.
The jet contracts and forms the venacontracta at a distance of d/2 from plane of the orifice. H
venacontracta x x y y

40. Let
u be the velocity at the venacontracta
x and y be the coordinates of a point on the jet after time t.
Applying the equation of motion

41. Eliminating t
But So
Knowing x and y, and the head H, Coefficient of velocity is obtained

42. A circular orifice, 3.5 cm diameter is made in the vertical wall of a tank. The jet falls vertically through 0.5 m while moving horizontally through a distance of 1.5 m. Calculate the coefficient of velocity if the head causing flow is 1.2 m. If the discharge is 2.80 * 10^-3 m^3, calculate

43. Time taken for fluid level to fall through h

44. In a small amount of time Volume Removed from tank The two are equal
Solving for time

45. So
Integrating from depth
Time to drain
a tank

46. Example
What is the time taken to drain a tank from 3m to 0.5m. Tank diameter, D = 1.5m; nozzle diameter = 50mm.
Take Cd = 0.92
Solution:

47. Time for a Tank to Empty
Tank empty

48. Depending on the form of the crest
Notches and Weirs
Depending on the shape
Rectangular
Triangular
Trapezoidal
Depending on the form of the crest
Sharp crested
Broad crested
Others

49. SHARP CRESTED WEIR
BROAD CRESTED WEIR

50. General Notch Equationb h H h

51. Discharge through the strip Different for every differently shaped weir or notch
Integrating from the free surface
To the weir crest
Theoretical discharge

52. Rectangular Notch B H
Rectangular Notch the width does not change with depth

53. Substitute into the general weir equation
For actual discharge we introduce a coefficient of discharge
constant for the given notch.

54. Example
Find the discharge over a rectangular notch having width 2 m and a constant head of 300 mm. Assume coefficient of discharge for the notch as 0.62
Soln.
Width of notch L=B = 2 m
Head over the notch, H = 0.3m
Coefficient of discharge Cd = 0.62
Discharge

55. Example
A rectangular notch is discharging 300 l/s of water under a constant head of 200 mm Find the width of the notch, if Cd = 0.6

56. Calibration of a Rectangular Notch
A notch used for measuring discharge of fluid (e.g. water), must first be calibrated experimentally to find the constant K.
Two methods
Plot a graph of Q against H3/2

57. Find the gradient of the straight line and hence
determine K

58. Using the relation Taking logs of both sides When H = 1, logH = 0,
The value of K can be found

59. Effect of error in the measurement of head on the discharge over a rectangular notch
Differentiating Q, with respect to H,
Therefore Or

60. Example
The discharge over a rectangular notch 200 mm wide was found to be 11.8 l/s. An error of 1 mm was made in the measurement of the head over the crest of the notch. Assuming the coefficient of discharge for the notch is 0.623, calculate the percentage error in the discharge.
Soln.
Width of the notch B = 200 mm.
Discharge over the notch Q = 11.8*10-3m3/s
Error in the head dH = 1 mm
Coefficient of discharge Cd = 0.623

61. Percentage error in discharge

62. Broad crested weirs. b >0.66H.V h

63. Applying the Bernoulli’s equation
Differentiate w.r.t. variable h
Hence

64. Velocity of approach is assumed to be uniform over the whole weir

65. A 3 m long rectangular weir is discharging water under a constant head of 1 m. The channel approaching the weir is 5 m wide and 1.2 m deep.
Determine the Total head over the weir.

66. In practice for a rectagular weirs,
Special cases
In practice for a rectagular weirs,

67. L
Broad Rectangular
Weir (Suppressed)
Contracted sides
Cipolleti

68. Weir for irrigation project at Nobewam, Ghana

69. The weir at Coburg lake in Victoria (Australia) after heavy rainfall.
A weir at the Thorp grist mill in Thorp, WA

70. 'V' or Triangular Notch (Weirs)

71. For "V" notch (weir), relationship between width and depth is dependent on the angle of the "V".
Angle of the V is  and the width, b, at depth h

72. Actual discharge

73. Example
Water is flowing over a right angled triangular notch for which the coefficient of discharge is 0.6. What will be the discharge if head is 50 cm.
Find the depth and top width of a triangular notch capable of discharging a maximum quantity of 700 lit/sec and such that the head shall be 8 cm when the discharge is 6 lit/sec. For a right angled notch, the constant for the notch, K = 1.42.