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ENCE 251Bachelor in Civil Engineering · Semester 42 Papers Available

Hydraulics

Past examination question papers and complete curriculum syllabus for Hydraulics (ENCE 251), Bachelor in Civil Engineering Semester 4 under Institute of Engineering (IOE), Tribhuvan University.

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Most Frequently Asked Questions

Top recurring IOE board exam questions for Hydraulics with verified mark schemes, formula notation, and recurrence frequency.

Showing 30 of 30 top repeated questions

Pipe Flow Regimes

3 Questions
#1Repeated 5 Times[6 Marks]Pipe Flow Regimes
Prove that the velocity distribution for steady laminar flow in a circular pipe is parabolic (Hagen-Poiseuille law) and show that the maximum velocity is twice the average flow velocity.
Appeared in:2080 Chaitra2077 Chaitra2075 Baisakh2073 Bhadra2071 Bhadra
#2Repeated 5 Times[8 Marks]Pipe Flow Regimes
Explain Prandtl's mixing length theory. Show that the velocity distribution in pipes for turbulent flow is logarithmic. Derive an expression for head loss due to sudden expansion in a pipeline.
Appeared in:2081 Chaitra2078 Bhadra2076 Baisakh2074 Bhadra
#3Repeated 4 Times[6 Marks]Pipe Flow Regimes
What are hydrodynamically smooth and rough boundaries? State the boundary roughness criteria based on roughness Reynolds number and explain Nikuradse's sand roughness experiment.
Appeared in:2082 Kartik2080 Chaitra2076 Baisakh2072 Ashwin

Pipe Flow Problems

6 Questions
#1Repeated 5 Times[6 Marks]Pipe Flow Problems
What are HGL (Hydraulic Gradient Line) and TEL (Total Energy Line)? Draw HGL and TEL showing elevation, pressure, and velocity heads for uniform and non-uniform pipes with real fluid flow, including pump and turbine installations.
Appeared in:2082 Kartik2079 Chaitra2078 Bhadra2075 Bhadra2070 Bhadra
#2Repeated 5 Times[8 Marks]Pipe Flow Problems
Explain the three-reservoir problem in branching pipes. State the governing continuity and energy equations, and describe the step-by-step iterative procedure to determine the direction of flow and discharge in each branch pipe.
Appeared in:2082 Kartik2081 Chaitra2077 Chaitra2076 Baisakh2073 Bhadra
#3Repeated 5 Times[8 Marks]Pipe Flow Problems
Explain the Hardy Cross method of pipe network analysis for balancing heads and balancing flows. Derive the expression for flow correction ΔQ in a closed pipe loop.
Appeared in:2080 Chaitra2077 Chaitra2074 Bhadra2071 Bhadra2070 Magh
#4Repeated 4 Times[8 Marks]Pipe Flow Problems
A pipeline of 600 mm diameter is 1.5 km long. To increase the discharge, another pipe of the same diameter is introduced parallel to the first in the second half of its length. If f = 0.01 and head at inlet is 300 mm, calculate the percentage increase in discharge.
Appeared in:2081 Chaitra2078 Bhadra2075 Baisakh2073 Bhadra
#5Repeated 3 Times[8 Marks]Pipe Flow Problems
Derive the Darcy-Weisbach Equation for head loss due to friction in commercial pipes: $h_f = \frac{f L v^2}{2 g D}$. Discuss the Moody Diagram and explain the variations of friction factor $f$ in laminar ($f = 64/Re$), transitional, smooth turbulent, and fully rough turbulent flow regimes.
Appeared in:2082 Bhadra2081 Chaitra2078 Bhadra
#6Repeated 3 Times[8 Marks]Pipe Flow Problems
Analyze Complex Pipe Networks using the Hardy Cross Method. Detail the method of balancing heads around closed loops ($\Delta Q = -\frac{\sum r Q_0 |Q_0|^{n-1}}{\sum n r |Q_0|^{n-1}}$) and solve for corrected flow rates in a distribution network.
Appeared in:2082 Bhadra2080 Chaitra2077 Magh

Unsteady Flow in Pipes

4 Questions
#1Repeated 5 Times[8 Marks]Unsteady Flow in Pipes
Describe with sketches the variation of water hammer pressure with time (at the valve end and at the midpoint of the pipe) in a long pipeline leading from a reservoir when the downstream valve is suddenly closed.
Appeared in:2082 Kartik2081 Chaitra2078 Bhadra2076 Baisakh2074 Bhadra
#2Repeated 4 Times[8 Marks]Unsteady Flow in Pipes
Derive the Allievi equation for water hammer pressure rise due to gradual closure of a valve in a pipeline. What is the role of surge tanks in hydropower systems, and classify different types of surge tanks.
Appeared in:2080 Chaitra2075 Baisakh2072 Ashwin2070 Bhadra
#3Repeated 3 Times[8 Marks]Unsteady Flow in Pipes
Explain Water Hammer in pipelines. Derive the Joukowsky formula for acoustic pressure surge $\Delta p = \rho c v_0$ for instantaneous valve closure. Differentiate between rapid and slow valve closure using critical closure time $t_c = \frac{2L}{c}$, and explain the function of surge tanks.
Appeared in:2082 Bhadra2081 Chaitra2079 Chaitra
#4Repeated 3 Times[8 Marks]Unsteady Flow in Pipes
Explain Surges (Positive and Negative Surges) in open channels following rapid gate closure or opening. Derive the celerity formula for a solitary gravity wave $c = \sqrt{g y}$ and continuity/momentum relations across the surge front.
Appeared in:2082 Bhadra2081 Chaitra2076 Chaitra

Uniform Flow in Open Channels

5 Questions
#1Repeated 5 Times[8 Marks]Uniform Flow in Open Channels
Derive the conditions for the hydraulically most efficient trapezoidal and rectangular channel sections. Show that for the most efficient trapezoidal section, hydraulic radius R = y/2 and the side slope angle is 60° to the horizontal.
Appeared in:2082 Kartik2080 Chaitra2077 Chaitra2075 Bhadra2071 Bhadra
#2Repeated 4 Times[8 Marks]Uniform Flow in Open Channels
Find an expression for the theoretical depth for maximum velocity and maximum discharge in a closed circular channel in terms of diameter d.
Appeared in:2081 Chaitra2078 Bhadra2074 Bhadra2070 Magh
#3Repeated 4 Times[8 Marks]Uniform Flow in Open Channels
Draw and explain Shields diagram. Describe how an unlined alluvial channel is designed based on the tractive force method (critical shear stress approach).
Appeared in:2081 Chaitra2082 Kartik2076 Baisakh2073 Bhadra
#4Repeated 3 Times[8 Marks]Uniform Flow in Open Channels
Derive Chezy's and Manning's equations for uniform flow in open channels: $v = \frac{1}{n} R^{2/3} S_0^{1/2}$. Derive the geometric conditions for the Most Economically Efficient Hydraulic Section for: (a) Rectangular channel ($b = 2y$), and (b) Trapezoidal channel ($R = y/2$, side slope $60^\circ$).
Appeared in:2082 Bhadra2080 Chaitra2076 Chaitra
#5Repeated 3 Times[6 Marks]Uniform Flow in Open Channels
Explain Spatially Varied Flow (SVF) with increasing and decreasing discharge. Derive the dynamic equation for side weir channels and lateral spillway troughs.
Appeared in:2082 Bhadra2080 Chaitra2079 Chaitra

Energy and Momentum Principles in Open Channel Flow

5 Questions
#1Repeated 5 Times[8 Marks]Energy and Momentum Principles in Open Channel Flow
Define Specific Energy and draw the specific energy curve for a rectangular channel. Derive expressions for critical depth yc, critical velocity Vc, and minimum specific energy Emin in terms of discharge per unit width q.
Appeared in:2082 Kartik2081 Chaitra2080 Chaitra2078 Bhadra2075 Bhadra
#2Repeated 5 Times[8 Marks]Energy and Momentum Principles in Open Channel Flow
Explain the channel transitions with both a bed hump and width constriction under subcritical flow using the specific energy diagram. What is the maximum allowable height of hump Δz_max without choking the upstream flow?
Appeared in:2082 Kartik2081 Chaitra2077 Chaitra2076 Baisakh2074 Bhadra
#3Repeated 3 Times[8 Marks]Energy and Momentum Principles in Open Channel Flow
Explain Specific Energy $E = y + \frac{v^2}{2g} = y + \frac{Q^2}{2g A^2}$ in open channels. Derive Critical Depth $y_c = \left(\frac{q^2}{g}\right)^{1/3}$, minimum specific energy $E_{min} = 1.5 y_c$, and Critical Velocity ($Fr = 1$) for a rectangular channel.
Appeared in:2082 Bhadra2081 Chaitra2078 Kartik
#4Repeated 3 Times[8 Marks]Energy and Momentum Principles in Open Channel Flow
Explain Specific Force (Momentum Function) $M = \frac{Q^2}{g A} + \bar{z} A$ in open channel hydraulics. Prove that critical flow occurs at minimum specific force and contrast the specific force curve with the specific energy curve.
Appeared in:2082 Bhadra2080 Chaitra2077 Magh
#5Repeated 3 Times[8 Marks]Energy and Momentum Principles in Open Channel Flow
Explain Channel Transitions: flow over a smooth upward hump ($\Delta z$) and channel width constriction ($\Delta b$). Determine the critical hump height $\Delta z_c$ and critical width $b_{min}$ to avoid upstream backwater choking.
Appeared in:2082 Bhadra2081 Chaitra2078 Kartik

Rapidly Varied Flow in Open Channels

3 Questions
#1Repeated 5 Times[8 Marks]Rapidly Varied Flow in Open Channels
Derive the momentum equation for a classical hydraulic jump in a horizontal rectangular channel and prove the Belanger equation relating initial and sequent depths: y2/y1 = (1/2)*(sqrt(1 + 8*Fr1^2) - 1). Deduce the expression for energy loss in the jump.
Appeared in:2081 Chaitra2080 Chaitra2078 Bhadra2075 Baisakh2072 Ashwin
#2Repeated 3 Times[8 Marks]Rapidly Varied Flow in Open Channels
Derive the Hydraulic Jump Conjugate Depth (Bélanger's) Equation: $\frac{y_2}{y_1} = \frac{1}{2}\left(\sqrt{1 + 8 Fr_1^2} - 1\right)$. Derive energy loss in a jump $\Delta E = \frac{(y_2 - y_1)^3}{4 y_1 y_2}$ and explain USBR Stilling Basins for hydraulic energy dissipation.
Appeared in:2082 Bhadra2081 Chaitra2079 Chaitra
#3Repeated 3 Times[6 Marks]Rapidly Varied Flow in Open Channels
Classify Hydraulic Jumps based on upstream Froude Number ($Fr_1$): Undular ($1 < Fr_1 < 1.7$), Weak ($1.7 < Fr_1 < 2.5$), Oscillating ($2.5 < Fr_1 < 4.5$), Steady ($4.5 < Fr_1 < 9$), and Strong ($Fr_1 > 9$).
Appeared in:2082 Bhadra2080 Chaitra2078 Bhadra

Gradually Varied Flow in Open Channels

4 Questions
#1Repeated 5 Times[8 Marks]Gradually Varied Flow in Open Channels
Derive the dynamic equation of Gradually Varied Flow (GVF) in open channels: dy/dx = (S0 - Sf) / (1 - Fr^2). Classify and sketch all 12 water surface profiles (M1, M2, M3, S1, S2, S3, C1, C3, H2, H3, A2, A3).
Appeared in:2082 Kartik2081 Chaitra2080 Chaitra2078 Bhadra2076 Baisakh
#2Repeated 4 Times[6 Marks]Gradually Varied Flow in Open Channels
Explain the Direct Step Method and Standard Step Method for the numerical computation of GVF water surface profiles. In a wide rectangular channel, compute the length of backwater profile using the direct step method.
Appeared in:2082 Kartik2081 Chaitra2079 Chaitra2075 Bhadra
#3Repeated 3 Times[8 Marks]Gradually Varied Flow in Open Channels
Derive the Dynamic Equation of Gradually Varied Flow (GVF): $\frac{dy}{dx} = \frac{S_0 - S_f}{1 - Fr^2}$. Classify GVF surface profiles on Mild ($M_1, M_2, M_3$), Steep ($S_1, S_2, S_3$), Critical ($C_1, C_3$), Horizontal ($H_2, H_3$), and Adverse ($A_2, A_3$) channel slopes.
Appeared in:2082 Bhadra2081 Chaitra2076 Chaitra
#4Repeated 3 Times[8 Marks]Gradually Varied Flow in Open Channels
Explain numerical computation of GVF water surface profiles: Direct Step Method and Standard Step Method. State their governing equations, step sequence, and control section boundary conditions.
Appeared in:2082 Bhadra2080 Chaitra2077 Magh

Curriculum Syllabus & Course Topics

Sourced from TU curriculum portal
Full Syllabus (PDF)
Chapter-wise Units & Micro-Syllabus Topics (7 Units)

  1. 1. Pipe Flow Regimes

    • 1.1Concept, scope and importance of pipe flow
    • 1.2Reynolds experiment (Laminar, transition and turbulent flows)
    • 1.3Steady laminar flow in circular pipes (Shear stress, velocity distribution and head loss - Hagen Poiseuille law)
    • 1.4Examples and characteristics of turbulent flow
    • 1.5Shear stress in turbulent flow (Boussinesq’s, Reynold’s and Prandtl’s mixing length theories)
    • 1.6Hydrodynamically smooth and rough boundaries; Velocity distribution for turbulent flow in pipes; Nikuradse’s experiments
    • 1.7Darcy-Weisbach equation, friction factor for turbulent flow in smooth and rough pipes; Colebrook white equation, Moody chart, introduction to Hazen- Williams equation

  2. 2. Pipe Flow Problems

    • 2.1Minor head losses in pipes (Losses due to sudden enlargement, sudden contraction, entry, exit, obstruction, gradual contraction or enlargement, bends and fittings)
    • 2.2Hydraulic gradient line and total energy line
    • 2.3Pipes in series and parallel
    • 2.4Siphons (Working principle and applications)
    • 2.5Three reservoir problems
    • 2.6Pipe network problems (Hardy-Cross method)

  3. 3. Unsteady Flow in Pipes

    • 3.1Concept and equations of unsteady flow
    • 3.2Water hammer phenomenon and effects
    • 3.3Velocity and magnitude of pressure waves, equation for water hammer pressure (Gradual and rapid valve closures)
    • 3.4Pressure variation due to sudden closure of valve (With and without head loss)

  4. 4. Uniform Flow in Open Channels

    • 4.1Classification of open channel and geometric properties
    • 4.2Conditions for uniform flow (Expression for shear stress on the channel boundary)
    • 4.3Flow resistance equations (Chezy, Manning and Darcy-Weisbach equations and their relationships; Bazin and Kutter equations)
    • 4.4Manning’s roughness coefficient (Determination and factors affecting roughness)
    • 4.5Velocity distribution and profiles (Velocity distribution in rectangular, triangular, trapezoidal, and circular channel sections; velocity distribution coefficients)
    • 4.6Best hydraulic channel sections (Dimensions for rectangular, triangular, trapezoidal and circular sections)
    • 4.7Uniform flow computation (Conveyance, section factor, normal depth)

  5. 5. Energy and Momentum Principles in Open Channel Flow

    • 5.1Introduction to non-uniform flow in open channel
    • 5.2Energy principle (Specific energy, specific energy curve, alternate depths, and criteria for critical flow)
    • 5.3Critical depth computations in prismatic channel sections (Rectangular, triangular, circular and trapezoidal sections)
    • 5.4Depth-discharge relationship
    • 5.5Application of energy principle (Channel with hump; transition with a change in width; chocking; venturi flume; broad crested weir)
    • 5.6Momentum principle (Specific force; specific force curve; initial and sequent depths; conjugate depths; criteria for critical flow)
    • 5.7Application of momentum principle (Stilling basin; force on sluice gates; force on baffle blocks in stilling basin)

  6. 6. Rapidly Varied Flow in Open Channels

    • 6.1Characteristics of rapidly varied flow
    • 6.2Hydraulic jump (Analysis of hydraulic jump with assumptions)
    • 6.3Hydraulic jump in rectangular channel: Relationship between hydraulic jump variables (Conjugate depth, height of jump, efficiency of jump and length of the jump); energy loss in jump
    • 6.4Classification of hydraulic jump based on tail water level and Froude number

  7. 7. Gradually Varied Flow in Open Channels

    • 7.1Characteristics of gradually varied flow
    • 7.2Analysis of gradually varied flow (Basic assumptions for analysis, dynamic equation, dynamic equation in wide rectangular channel and control section)
    • 7.3Channel bottom slope: Relation between water surface and channel bottom slopes; bottom slope characteristics (Mild, critical, steep, horizontal and adverse slopes)
    • 7.4Water surface profiles (Classification and characteristics of water surface profiles; practical examples of water surface profiles)
    • 7.5Computation of gradually varied flow in prismatic channels: Direct integration (Bresse method), direct step and standard step methods
    • 7.6Computation of location of hydraulic jump under different flow conditions

Examination Scheme & Marks Distribution

Evaluation Structure

  • Final Board Theory Exam: 60 Marks (Pass mark: 24)
  • Internal Assessment: 40 Marks (Pass mark: 16)
  • Practical / Lab Exam: 25 or 50 Marks (Continuous lab evaluation + viva, where applicable)

* This is the general current IOE 60/40 scheme; verify course-specific details in the syllabus above.

Exam Preparation Guidelines

  • Review the 2 available past examination papers to identify recurring patterns, core problem types, and chapter weightage.
  • Practice design calculations, standard code provisions, and illustrative cross-section sketches.
  • Structure answers with labeled diagrams, concise bullet points, and highlight final answers in numerical solutions.

Frequently Asked Questions (Hydraulics)

Q: How can I download Hydraulics past question papers?

You can preview or download the Hydraulics question papers (PDF) directly using the built-in viewer on this page with zero redirects or paywalls.

Q: What is the pass mark for Hydraulics?

The general current scheme is a 60-mark final theory exam and a 40-mark internal assessment, with pass marks of 24 and 16. Verify the course-specific syllabus above.

Q: Where can I find the complete syllabus for this subject?

The available chapter-wise syllabus and topic breakdown is indexed in the Syllabus section above, with links to the curriculum PDF source.

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