1. : Kennedy’s theory of canal design is based on:
(A) Critical velocity of flow to prevent silting and scouring
(B) Manning’s equation
(C) Lacey’s regime theory
(D) Darcy–Weisbach law
2. : Lacey’s regime theory is applicable to:
(A) Non-alluvial canals
(B) Alluvial canals in equilibrium with flow and sediment load
(C) Rocky canals
(D) Pipe irrigation systems
3. : The critical velocity ratio (CVR) in Kennedy’s theory is:
(A) Ratio of actual velocity to critical velocity
(B) Ratio of sediment load to discharge
(C) Ratio of hydraulic radius to slope
(D) Ratio of depth to velocity head
4. : The most economical channel section is the one which:
(A) Minimizes wetted perimeter for a given area
(B) Maximizes slope
(C) Uses concrete lining only
(D) Has maximum velocity
5. : Hydraulic radius (R) is defined as:
(A) Flow area / wetted perimeter
(B) Wetted perimeter / flow area
(C) Velocity / slope
(D) Area × velocity
6. : In Manning’s formula, velocity of flow is proportional to:
(A) Hydraulic radius^(2/3) and slope^(1/2)
(B) Area × slope
(C) Wetted perimeter only
(D) Velocity head
7. : The main cause of silting in canals is:
(A) Low velocity below critical value
(B) Very high velocity
(C) Lined sections
(D) Steep slopes
8. : The main cause of scouring in canals is:
(A) Velocity higher than non-scouring velocity
(B) Velocity lower than critical value
(C) Sediment-free water
(D) Use of pipe outlets
9. : The regime velocity in Lacey’s theory depends on:
(A) Discharge and silt factor
(B) Only discharge
(C) Only bed slope
(D) Hydraulic radius only
10. : The silt factor ‘f’ in Lacey’s theory depends on:
(A) Particle size of sediment
(B) Flow velocity
(C) Canal depth
(D) Canal discharge
11. : In a circular pipe flowing full, the hydraulic radius (R) is:
(A) D/4
(B) D/2
(C) D/8
(D) D
12. : The formula used for pipe head loss due to friction is:
(A) Darcy–Weisbach equation
(B) Kennedy’s equation
(C) Chezy’s equation
(D) Lacey’s equation
13. : The loss of head due to sudden enlargement of pipe is proportional to:
(A) (v₁ – v₂)² / 2g
(B) v²/2g
(C) hf × L/D
(D) Roughness factor only
14. : The continuity equation for incompressible fluid flow is:
(A) A₁V₁ = A₂V₂
(B) A₁/V₁ = A₂/V₂
(C) Q = A/V
(D) A × V² = constant
15. : Bernoulli’s equation represents the principle of:
(A) Conservation of momentum
(B) Conservation of energy
(C) Conservation of mass
(D) Conservation of velocity
16. : In a pipeline system, water hammer occurs due to:
(A) Sudden closure of valve
(B) Air lock
(C) Sedimentation
(D) Pipe friction
17. : In a most economical trapezoidal channel section, the condition is:
(A) Half of top width = sloping side
(B) Depth = hydraulic mean depth
(C) Hydraulic radius = half of depth
(D) Bed width = depth × (√2 – 1)
18. : In an open channel, Froude number (Fr) is defined as:
(A) V/√(gD)
(B) √(gD)/V
(C) V²/g
(D) V/gD
19. : Flow is critical when Froude number is:
(A) < 1
1″ onclick=”checkAnswer(‘q19’, ‘= 1’)” /> (B) > 1
(C) = 1
(D) = 0
20. : The Reynolds number is used to determine:
(A) Type of flow (laminar or turbulent)
(B) Head loss in pipe
(C) Flow velocity in canal
(D) Flow depth in channel
21. : In Lacey’s theory, wetted perimeter (P) of a stable channel is proportional to:
(A) √Q
(B) Q^(1/3)
(C) Q^(1/2)
(D) Q^(3/2)
22. : For maximum discharge through a circular channel running half full, the hydraulic radius is:
(A) D/4
(B) D/8
(C) D/2
(D) D/6
23. : The Darcy friction factor in pipe flow depends on:
(A) Reynolds number and relative roughness
(B) Only pipe diameter
(C) Only velocity
(D) Only slope
24. : The total head loss in a pipe system is equal to:
(A) Friction losses + minor losses
(B) Only friction losses
(C) Only velocity head
(D) Elevation head only
25. : The main design objective of canals and pipe flow systems is:
(A) Preventing erosion, ensuring stability, and providing adequate discharge
(B) Maximizing velocity only
(C) Reducing wetted perimeter only
(D) Increasing energy losses