The document contains questions related to open channel flow, pipe flow, and hydraulic structures. It asks the reader to calculate parameters like normal depth, critical depth, flow depth, head loss, forces on structures, and more for channels, pipes and hydraulic elements based on given flow rates, dimensions, slopes and roughness. The reader is asked to show working and assumptions for multi-part questions involving concepts like specific energy, critical flow, flow transitions, weirs and sluice gates.
This document discusses different types of weirs based on their shape, crest width, size, discharge conditions, ratios, alignments, and special types. The most commonly used weir is the rectangular weir. The discharge relationship for weirs is generally expressed as Q=CL(2g/H)^(1/2) where Q is discharge, C is the discharge coefficient, L is the length of the weir, g is acceleration due to gravity, and H is the head over the weir crest. Some other weir types discussed include triangular, trapezoidal, Cipolletti, parabolic, circular, suppressed, contracted, free falling, submerged, proportional, labyrinth, piano key,
Energy and momentum principles in open channel flowBinu Khadka
The document discusses principles of energy and momentum in open channel flow. It defines specific energy as the total energy of water at a cross-section, and critical depth as the depth corresponding to minimum specific energy for a given discharge. Critical flow occurs when the Froude number equals 1. For a rectangular channel, the critical depth can be calculated as a function of discharge. Flow can be subcritical or supercritical depending on whether the depth is more or less than critical depth. The concepts are applied to analyze flow over humps, through contractions, and over weirs.
This document provides an overview of fluid mechanics concepts related to flow through pipes. It discusses different types of head losses that can occur through pipes including major losses due to friction and minor losses due to fittings. It also covers topics such as hydraulic grade line, pipes in series and parallel, syphons, power transmission through pipes, flow through nozzles, and water hammer effects in pipes.
1) Open channel flow occurs when a surface of flow is open to the atmosphere, with only atmospheric pressure acting on the surface. Examples include rivers, streams, irrigation canals, and storm drains.
2) Open channel flows are classified based on whether the flow properties change over time (steady vs unsteady) or location (uniform vs non-uniform). Uniform steady flow has a constant depth at all locations and times.
3) The governing forces in open channel flows are inertia, viscosity, and gravity. Flow type is determined by the relative magnitudes of these forces, which can be laminar or turbulent depending on the Reynolds number, or subcritical or supercritical depending on the Froude number.
This document discusses laminar and turbulent flow in pipes. It defines the critical Reynolds number that distinguishes between the two flow regimes. For non-circular pipes, it introduces the hydraulic diameter to characterize the pipe geometry. The document then covers topics such as the developing flow region, fully developed flow profiles and pressure drop, the friction factor, minor losses, pipe networks, and pump selection.
This document provides an overview of fluid statics and pressure measurements. It begins with defining key fluid properties like viscosity and continuum hypothesis. It then discusses pressure at a point using Pascal's law and basic equations for pressure fields. The hydrostatic condition of zero acceleration is examined, leading to equations for pressure variation in incompressible and compressible fluids. Standard atmospheric models and various pressure measurement techniques like manometers, barometers, and mechanical devices are also summarized. Example problems are provided to demonstrate applications of the fluid statics concepts.
The document summarizes open channel flow. It defines open channel flow as flow where the surface is open to the atmosphere. It then classifies open channel flows as:
1) Steady or unsteady based on if flow properties change over time or not.
2) Uniform or non-uniform based on if flow depth changes along the channel or not.
3) It also discusses types of flow based on viscosity, inertia and gravity forces. Pressure distribution in open channels is also summarized for different channel geometries and flow conditions.
Pipe flow involves fluid completely filling a pipe, while open channel flow has a free surface. In pipe flow, pressure varies along the pipe but remains constant at the free surface in open channels. The main driving force is gravity in open channels and pressure gradient in pipes. Flow properties like cross-sectional area and velocity profile differ between the two flow types.
This document discusses different types of weirs based on their shape, crest width, size, discharge conditions, ratios, alignments, and special types. The most commonly used weir is the rectangular weir. The discharge relationship for weirs is generally expressed as Q=CL(2g/H)^(1/2) where Q is discharge, C is the discharge coefficient, L is the length of the weir, g is acceleration due to gravity, and H is the head over the weir crest. Some other weir types discussed include triangular, trapezoidal, Cipolletti, parabolic, circular, suppressed, contracted, free falling, submerged, proportional, labyrinth, piano key,
Energy and momentum principles in open channel flowBinu Khadka
The document discusses principles of energy and momentum in open channel flow. It defines specific energy as the total energy of water at a cross-section, and critical depth as the depth corresponding to minimum specific energy for a given discharge. Critical flow occurs when the Froude number equals 1. For a rectangular channel, the critical depth can be calculated as a function of discharge. Flow can be subcritical or supercritical depending on whether the depth is more or less than critical depth. The concepts are applied to analyze flow over humps, through contractions, and over weirs.
This document provides an overview of fluid mechanics concepts related to flow through pipes. It discusses different types of head losses that can occur through pipes including major losses due to friction and minor losses due to fittings. It also covers topics such as hydraulic grade line, pipes in series and parallel, syphons, power transmission through pipes, flow through nozzles, and water hammer effects in pipes.
1) Open channel flow occurs when a surface of flow is open to the atmosphere, with only atmospheric pressure acting on the surface. Examples include rivers, streams, irrigation canals, and storm drains.
2) Open channel flows are classified based on whether the flow properties change over time (steady vs unsteady) or location (uniform vs non-uniform). Uniform steady flow has a constant depth at all locations and times.
3) The governing forces in open channel flows are inertia, viscosity, and gravity. Flow type is determined by the relative magnitudes of these forces, which can be laminar or turbulent depending on the Reynolds number, or subcritical or supercritical depending on the Froude number.
This document discusses laminar and turbulent flow in pipes. It defines the critical Reynolds number that distinguishes between the two flow regimes. For non-circular pipes, it introduces the hydraulic diameter to characterize the pipe geometry. The document then covers topics such as the developing flow region, fully developed flow profiles and pressure drop, the friction factor, minor losses, pipe networks, and pump selection.
This document provides an overview of fluid statics and pressure measurements. It begins with defining key fluid properties like viscosity and continuum hypothesis. It then discusses pressure at a point using Pascal's law and basic equations for pressure fields. The hydrostatic condition of zero acceleration is examined, leading to equations for pressure variation in incompressible and compressible fluids. Standard atmospheric models and various pressure measurement techniques like manometers, barometers, and mechanical devices are also summarized. Example problems are provided to demonstrate applications of the fluid statics concepts.
The document summarizes open channel flow. It defines open channel flow as flow where the surface is open to the atmosphere. It then classifies open channel flows as:
1) Steady or unsteady based on if flow properties change over time or not.
2) Uniform or non-uniform based on if flow depth changes along the channel or not.
3) It also discusses types of flow based on viscosity, inertia and gravity forces. Pressure distribution in open channels is also summarized for different channel geometries and flow conditions.
Pipe flow involves fluid completely filling a pipe, while open channel flow has a free surface. In pipe flow, pressure varies along the pipe but remains constant at the free surface in open channels. The main driving force is gravity in open channels and pressure gradient in pipes. Flow properties like cross-sectional area and velocity profile differ between the two flow types.
This document discusses open channel hydraulics and includes the following key points:
1. It defines open channel flow and distinguishes it from pipe flow, noting open channels have a free surface subject to atmospheric pressure.
2. It describes the fundamental equations of open channel flow including the continuity equation (conservation of mass), energy equation (conservation of energy), and momentum equation (conservation of momentum).
3. It outlines different types of open channel flow including uniform, gradually varied, rapidly varied, steady and unsteady flow and provides examples of where these occur.
This document discusses various flow measurement techniques including venturimeters, orifices, mouthpieces, pitot tubes, weirs and notches. It provides detailed explanations and equations for venturimeters and orifices. Venturimeters use the Bernoulli's equation to relate the pressure difference between two sections to the flow rate. Orifices use the relationship between head loss and flow rate. The document also defines various coefficients used in flow measurements like coefficient of contraction, velocity, and discharge. It discusses types of venturimeters and orifices based on their orientation and geometry.
This document discusses open channel flow. It begins by defining open channel flow as flow where the surface is open to the atmosphere, with only atmospheric pressure at the surface. It then classifies open channel flows as being either artificial or natural channels. It further classifies flows as being steady or unsteady, uniform or non-uniform, laminar or turbulent, subcritical, critical, or supercritical. The document also discusses gradually varied and rapidly varied flow, and defines geometric properties of open channels such as depth, width, perimeter, and hydraulic radius. It concludes by discussing the most economical channel sections.
This document discusses open channel flow and its various types. It defines open channel flow as flow with a free surface driven by gravity. It describes four main types of open channel flows:
1. Steady and unsteady flow
2. Uniform and non-uniform flow
3. Laminar and turbulent flow
4. Sub-critical, critical, and super-critical flow
It also discusses discharge equations for open channels including Chezy's formula, Manning's formula, and Bazin's formula. Finally, it covers specific energy, critical depth, and the hydraulic jump in open channel flow.
This document discusses open channel flow, including:
1) Key parameters like hydraulic radius, channel roughness, and types of flow profiles.
2) Empirical equations for open channel flow including Chezy and Manning's equations.
3) Concepts of critical flow including critical depth, specific energy, and the importance of the Froude number.
4) Measurement techniques for discharge like weirs and sluice gates.
5) Gradually and rapidly varied flow, water surface profiles, and hydraulic jumps.
OPEN CHANNEL FLOW AND HYDRAULIC MACHINERY
Open channel flow: Types of flows – Type of channels – Velocity distribution – Energy and momentum correction factors – Chezy’s, Manning’s; and Bazin formula for uniform flow – Most Economical sections. Critical flow: Specific energy-critical depth – computation of critical depth – critical sub-critical – super critical flows
Non-uniform flows –Dynamic equation for G.V.F., Mild, Critical, Steep, horizontal and adverse slopes-surface profiles-direct step method- Rapidly varied flow, hydraulic jump, energy dissipation
Vision & Mission, Course profile, :Lesson Plan, Definition on hydrology, hydrologic cycle, uses of hydrology, solar and earth radiation, temperature, measurement of radiation, vapor.
Hydraulic analysis of complex piping systems (updated)Mohsin Siddique
1. Given: Pipe characteristics (D, L, e), fluid properties (ν), flow conditions (Q or V)
2. Calculate Reynold's number (Re) using the given flow parameters
3. Determine friction factor (f) from Moody diagram or equations based on Re and relative roughness (e/D)
4. Use Darcy-Weisbach equation to calculate head loss (hf) or solve for unknown parameter (Q or V)
This document discusses hydraulic structures such as orifices and mouthpieces. It begins by classifying hydraulic structures based on their functions and then defines an orifice as an opening in a barrier through which water discharges under pressure. Orifices can be circular, rectangular, triangular, or other shapes. The document discusses flow equations for small orifices, large orifices, and provides examples of calculating flow through each. It also covers using a mouthpiece, coefficient of discharge, and calculating the time it takes to empty a tank through an orifice.
Ch#1 ADVANCED OPEN CHANNEL HYDRAULICS.pdfHadiqa Qadir
This document provides an overview of open channel hydraulics from Chapter 1 of the reference book "Open Channel Hydraulics" by Ven Te Chow. It defines open channel flow and discusses the types and classifications of open channel flow, including uniform and non-uniform flow, steady and unsteady flow, rapidly and gradually varied flow. It also describes the state of open channel flow in terms of Reynolds number and Froude number, defining laminar, transitional, and turbulent flow as well as subcritical, critical, and supercritical flow.
- Hydraulics engineering is the application of fluid mechanics principles to water-related structures like canals, rivers, dams and reservoirs. It is a branch of civil engineering concerned with water flow and conveyance.
- Ancient Egyptians, Mesopotamians, and Armenians made important early contributions to hydraulics engineering, developing irrigation systems using canals and qanats.
- Notable hydraulic structures through history include one of the world's oldest dams built in Egypt between 2950-2690 BC, and ship locks that raised or lowered boats between different water levels.
A broad crested weir with a crest height of 0.3m is located in a channel. With a measured head of 0.6m above the crest, the problem asks to calculate the rate of discharge per unit width, accounting for velocity of approach. Broad crested weirs follow the relationship that discharge per unit width (q) is proportional to the head (H) raised to the power of 3/2. Using this relationship and the given values of 0.3m for crest height and 0.6m for head, the problem is solved through trial and error to find the value of q.
- Open channel flow occurs in natural settings like rivers and streams as well as human-made channels. It is characterized by a free surface boundary.
- Flow can be uniform, gradually varied, or rapidly varied depending on changes in depth and velocity over distance. Uniform flow maintains constant depth and velocity.
- Important parameters include the Froude number, specific energy, and wave speed. Hydraulic jumps and critical flow occur when the Froude number is 1.
- Flow is controlled using underflow gates, overflow gates, and weirs. Measurement relies on critical flow assumptions at weirs.
This document discusses gradually varied flow in open channels. It begins by defining gradually varied flow and providing examples. It then outlines the basic assumptions and develops the basic differential equation used to analyze water surface profiles. The document classifies channel types and divides the flow space into regions. It discusses the characteristics and asymptotic behaviors of different water surface profile types, including M1, M2, and M3 curves. An example problem is also included to demonstrate determining the profile type for a given channel and flow conditions.
This document discusses controlling the location of hydraulic jumps in rectangular channels. It presents research on improving energy dissipator designs for dams and spillways. The study aims to produce a clear hydraulic jump at varying discharges. It outlines factors affecting jumps and presents mathematical models and physical experiments. The experiments show clear jumps forming for different discharges. Comparisons of experimental and simulation results show good correlation. The proposed stepped weir design is found to reliably locate the jump for all operating conditions. Unique advantages of the design include reducing chances of jump sweep out and not requiring additional appurtenances.
The document discusses open channel flow, providing definitions and key equations. It begins by defining an open channel as a channel with a free surface not fully enclosed by solid boundaries. Important equations for open channel flow are then presented, including Chezy's and Manning's equations for calculating velocity and discharge using variables like hydraulic radius, channel slope, and roughness coefficients. Factors influencing open channel flow like channel shape, surface roughness, and flow regime (e.g. laminar vs turbulent) are also addressed.
Uniform Flow: Basic concepts of free surface flows,
velocity and pressure distribution,
Mass, energy and momentum principle for prismatic and non-prismatic channels,
Review of Uniform flow: Standard equations,
hydraulically efficient channel sections,
compound sections,
Energy-depth relations:
Concept of specific energy, specific force,
critical flow, critical depth,
hydraulic exponents, and
Channel transitions.
PPT contains
Open Channel Flow-Comparison between open channel flow and pipe flow,
geometrical parameters of a channel,
classification of open channels, classification of open channel flow,
Velocity Distribution of channel section.
Uniform Flow-Continuity Equation,
Energy Equation and Momentum Equation,
Characteristics of uniform flow,
Chezy’s formula, Manning’s formula.
Computation of Uniform flow.
Specific energy, critical flow, discharge curve,
Specific force, Specific depth, and Critical depth.
Measurement of Discharge and Velocity – Broad Crested Weir.
Gradually Varied Flow Dynamic Equation of Gradually Varied Flow.
Hydraulic Jump and classification - Elements and characteristics- Energy dissipation.
This document discusses open channel flow, which is the flow of liquid through a conduit with a free surface driven only by gravity. It compares open channel flow to pipe flow, describes different types of open channel flows, parameters used in analysis like hydraulic radius and Froude number, and formulas like Chezy's and Manning's equations used to analyze open channel flow characteristics. Examples are provided to demonstrate how to apply these concepts and formulas to calculate quantities like velocity, discharge, slope, and critical depth in open channel flow problems.
Basic equation of fluid flow mechan.pptxAjithPArun1
This document discusses the basic equations of fluid flow, including:
- The continuity equation, which states that the rate of mass entering a fluid system equals the rate leaving under steady conditions.
- The momentum equation, which relates the rate of change of momentum of a fluid to the forces acting on it.
- Bernoulli's equation, which states that the total head (pressure head, velocity head, and elevation head) remains constant in an inviscid, incompressible, steady flow.
This document discusses open channel hydraulics and includes the following key points:
1. It defines open channel flow and distinguishes it from pipe flow, noting open channels have a free surface subject to atmospheric pressure.
2. It describes the fundamental equations of open channel flow including the continuity equation (conservation of mass), energy equation (conservation of energy), and momentum equation (conservation of momentum).
3. It outlines different types of open channel flow including uniform, gradually varied, rapidly varied, steady and unsteady flow and provides examples of where these occur.
This document discusses various flow measurement techniques including venturimeters, orifices, mouthpieces, pitot tubes, weirs and notches. It provides detailed explanations and equations for venturimeters and orifices. Venturimeters use the Bernoulli's equation to relate the pressure difference between two sections to the flow rate. Orifices use the relationship between head loss and flow rate. The document also defines various coefficients used in flow measurements like coefficient of contraction, velocity, and discharge. It discusses types of venturimeters and orifices based on their orientation and geometry.
This document discusses open channel flow. It begins by defining open channel flow as flow where the surface is open to the atmosphere, with only atmospheric pressure at the surface. It then classifies open channel flows as being either artificial or natural channels. It further classifies flows as being steady or unsteady, uniform or non-uniform, laminar or turbulent, subcritical, critical, or supercritical. The document also discusses gradually varied and rapidly varied flow, and defines geometric properties of open channels such as depth, width, perimeter, and hydraulic radius. It concludes by discussing the most economical channel sections.
This document discusses open channel flow and its various types. It defines open channel flow as flow with a free surface driven by gravity. It describes four main types of open channel flows:
1. Steady and unsteady flow
2. Uniform and non-uniform flow
3. Laminar and turbulent flow
4. Sub-critical, critical, and super-critical flow
It also discusses discharge equations for open channels including Chezy's formula, Manning's formula, and Bazin's formula. Finally, it covers specific energy, critical depth, and the hydraulic jump in open channel flow.
This document discusses open channel flow, including:
1) Key parameters like hydraulic radius, channel roughness, and types of flow profiles.
2) Empirical equations for open channel flow including Chezy and Manning's equations.
3) Concepts of critical flow including critical depth, specific energy, and the importance of the Froude number.
4) Measurement techniques for discharge like weirs and sluice gates.
5) Gradually and rapidly varied flow, water surface profiles, and hydraulic jumps.
OPEN CHANNEL FLOW AND HYDRAULIC MACHINERY
Open channel flow: Types of flows – Type of channels – Velocity distribution – Energy and momentum correction factors – Chezy’s, Manning’s; and Bazin formula for uniform flow – Most Economical sections. Critical flow: Specific energy-critical depth – computation of critical depth – critical sub-critical – super critical flows
Non-uniform flows –Dynamic equation for G.V.F., Mild, Critical, Steep, horizontal and adverse slopes-surface profiles-direct step method- Rapidly varied flow, hydraulic jump, energy dissipation
Vision & Mission, Course profile, :Lesson Plan, Definition on hydrology, hydrologic cycle, uses of hydrology, solar and earth radiation, temperature, measurement of radiation, vapor.
Hydraulic analysis of complex piping systems (updated)Mohsin Siddique
1. Given: Pipe characteristics (D, L, e), fluid properties (ν), flow conditions (Q or V)
2. Calculate Reynold's number (Re) using the given flow parameters
3. Determine friction factor (f) from Moody diagram or equations based on Re and relative roughness (e/D)
4. Use Darcy-Weisbach equation to calculate head loss (hf) or solve for unknown parameter (Q or V)
This document discusses hydraulic structures such as orifices and mouthpieces. It begins by classifying hydraulic structures based on their functions and then defines an orifice as an opening in a barrier through which water discharges under pressure. Orifices can be circular, rectangular, triangular, or other shapes. The document discusses flow equations for small orifices, large orifices, and provides examples of calculating flow through each. It also covers using a mouthpiece, coefficient of discharge, and calculating the time it takes to empty a tank through an orifice.
Ch#1 ADVANCED OPEN CHANNEL HYDRAULICS.pdfHadiqa Qadir
This document provides an overview of open channel hydraulics from Chapter 1 of the reference book "Open Channel Hydraulics" by Ven Te Chow. It defines open channel flow and discusses the types and classifications of open channel flow, including uniform and non-uniform flow, steady and unsteady flow, rapidly and gradually varied flow. It also describes the state of open channel flow in terms of Reynolds number and Froude number, defining laminar, transitional, and turbulent flow as well as subcritical, critical, and supercritical flow.
- Hydraulics engineering is the application of fluid mechanics principles to water-related structures like canals, rivers, dams and reservoirs. It is a branch of civil engineering concerned with water flow and conveyance.
- Ancient Egyptians, Mesopotamians, and Armenians made important early contributions to hydraulics engineering, developing irrigation systems using canals and qanats.
- Notable hydraulic structures through history include one of the world's oldest dams built in Egypt between 2950-2690 BC, and ship locks that raised or lowered boats between different water levels.
A broad crested weir with a crest height of 0.3m is located in a channel. With a measured head of 0.6m above the crest, the problem asks to calculate the rate of discharge per unit width, accounting for velocity of approach. Broad crested weirs follow the relationship that discharge per unit width (q) is proportional to the head (H) raised to the power of 3/2. Using this relationship and the given values of 0.3m for crest height and 0.6m for head, the problem is solved through trial and error to find the value of q.
- Open channel flow occurs in natural settings like rivers and streams as well as human-made channels. It is characterized by a free surface boundary.
- Flow can be uniform, gradually varied, or rapidly varied depending on changes in depth and velocity over distance. Uniform flow maintains constant depth and velocity.
- Important parameters include the Froude number, specific energy, and wave speed. Hydraulic jumps and critical flow occur when the Froude number is 1.
- Flow is controlled using underflow gates, overflow gates, and weirs. Measurement relies on critical flow assumptions at weirs.
This document discusses gradually varied flow in open channels. It begins by defining gradually varied flow and providing examples. It then outlines the basic assumptions and develops the basic differential equation used to analyze water surface profiles. The document classifies channel types and divides the flow space into regions. It discusses the characteristics and asymptotic behaviors of different water surface profile types, including M1, M2, and M3 curves. An example problem is also included to demonstrate determining the profile type for a given channel and flow conditions.
This document discusses controlling the location of hydraulic jumps in rectangular channels. It presents research on improving energy dissipator designs for dams and spillways. The study aims to produce a clear hydraulic jump at varying discharges. It outlines factors affecting jumps and presents mathematical models and physical experiments. The experiments show clear jumps forming for different discharges. Comparisons of experimental and simulation results show good correlation. The proposed stepped weir design is found to reliably locate the jump for all operating conditions. Unique advantages of the design include reducing chances of jump sweep out and not requiring additional appurtenances.
The document discusses open channel flow, providing definitions and key equations. It begins by defining an open channel as a channel with a free surface not fully enclosed by solid boundaries. Important equations for open channel flow are then presented, including Chezy's and Manning's equations for calculating velocity and discharge using variables like hydraulic radius, channel slope, and roughness coefficients. Factors influencing open channel flow like channel shape, surface roughness, and flow regime (e.g. laminar vs turbulent) are also addressed.
Uniform Flow: Basic concepts of free surface flows,
velocity and pressure distribution,
Mass, energy and momentum principle for prismatic and non-prismatic channels,
Review of Uniform flow: Standard equations,
hydraulically efficient channel sections,
compound sections,
Energy-depth relations:
Concept of specific energy, specific force,
critical flow, critical depth,
hydraulic exponents, and
Channel transitions.
PPT contains
Open Channel Flow-Comparison between open channel flow and pipe flow,
geometrical parameters of a channel,
classification of open channels, classification of open channel flow,
Velocity Distribution of channel section.
Uniform Flow-Continuity Equation,
Energy Equation and Momentum Equation,
Characteristics of uniform flow,
Chezy’s formula, Manning’s formula.
Computation of Uniform flow.
Specific energy, critical flow, discharge curve,
Specific force, Specific depth, and Critical depth.
Measurement of Discharge and Velocity – Broad Crested Weir.
Gradually Varied Flow Dynamic Equation of Gradually Varied Flow.
Hydraulic Jump and classification - Elements and characteristics- Energy dissipation.
This document discusses open channel flow, which is the flow of liquid through a conduit with a free surface driven only by gravity. It compares open channel flow to pipe flow, describes different types of open channel flows, parameters used in analysis like hydraulic radius and Froude number, and formulas like Chezy's and Manning's equations used to analyze open channel flow characteristics. Examples are provided to demonstrate how to apply these concepts and formulas to calculate quantities like velocity, discharge, slope, and critical depth in open channel flow problems.
Basic equation of fluid flow mechan.pptxAjithPArun1
This document discusses the basic equations of fluid flow, including:
- The continuity equation, which states that the rate of mass entering a fluid system equals the rate leaving under steady conditions.
- The momentum equation, which relates the rate of change of momentum of a fluid to the forces acting on it.
- Bernoulli's equation, which states that the total head (pressure head, velocity head, and elevation head) remains constant in an inviscid, incompressible, steady flow.
This chapter discusses hydraulic jumps, which occur when supercritical flow transforms to subcritical flow in open channels. It introduces the concept of specific energy and defines critical depth and velocity. The chapter also describes how to determine the depth of a direct or submerged hydraulic jump using formulas involving the Froude number. Finally, it classifies hydraulic jumps as direct or submerged depending on whether the tailwater depth is below or above the jump.
Flow Equations for sluice gate.Introduces different flow equations to students which are widely utilized for the design of sluice gates connected to open channel.This tutorial will help to understand and articulate the basic flow equation utilized by designers all over the world.
The document provides an introduction to open channel flow. It defines open channel flow and distinguishes it from pipe flow. Open channels are exposed to atmospheric pressure and have a cross-sectional area that varies depending on flow parameters, while pipe flow is enclosed and has a constant cross-sectional area. The document discusses different types of channel flows including steady/unsteady and uniform/non-uniform flow. It also defines geometric elements of open channel sections such as depth, width, wetted perimeter, and hydraulic radius. Critical depth is introduced as the depth where specific energy is minimum. Specific energy, defined as the total energy per unit weight of flow above the channel bottom, is also summarized.
This document provides information about fluid flow through pipes, including definitions and equations. It defines types of fluid flow such as steady/unsteady, uniform/non-uniform, laminar/turbulent. It also defines compressible/incompressible flow and rotational/irrotational flow. Bernoulli's equation and its assumptions are described. Darcy-Weisbach and Hagen-Poiseuille equations for head loss due to friction are given. Reynolds number range for laminar and turbulent flow is provided. Shear stress, velocity distribution, and average velocity equations are listed. Factors affecting frictional head loss are also mentioned.
This document discusses optimal and efficient channel cross-sections for open channel flow. It defines an optimal channel section as having minimum construction costs, considering excavation and lining costs. An efficient channel section maximizes discharge for a given cross-sectional area and roughness. The most hydraulically efficient shape allows the greatest flow for a given area. Formulas for uniform flow like Chezy and Manning equations are presented to calculate velocity and discharge as a function of roughness, slope, hydraulic radius and other variables. Examples are given to demonstrate computing the most efficient dimensions for a rectangular channel.
This document discusses several factors related to gas/steam flow in turbomachines:
1. Cavitation and sonic/supersonic flows are not concerns if the medium is already a gas/steam.
2. Flow velocity should be kept below the sonic velocity to avoid losses from shock waves. The sonic velocity depends on temperature and is lowest at the suction end.
3. Parameters like the inlet number ε, discharge number ε2, and suction diameter can be used to relate flow properties and avoid cavitation or sonic velocities. Their values depend on factors like the shape number Nshape.
Friction losses in turbulent flow (Fanning Equation).pdfSharpmark256
This document discusses fluid flow in pipes, including laminar and turbulent flow regimes. It defines key terms like Reynolds number, friction factor, pressure drop, and boundary layers. For laminar flow, the friction factor can be predicted from the Reynolds number using theoretical equations. For turbulent flow, the friction factor must be determined experimentally and depends on both the Reynolds number and pipe roughness.
Uniform flow occurs in open channels when the water depth and cross-sectional area remain constant. It can only exist in channels with constant cross-sectional shape, slope, and discharge. Two common formulas used to calculate uniform flow are the Chezy and Manning's equations. The Manning's formula uses a roughness coefficient to account for channel materials. Normal depth is the critical depth at which flow just becomes uniform. Compound channels have multiple flow depths and calculating discharge involves dividing the channel into subsections. Critical slope is the minimum slope required for uniform flow at critical depth. When designing irrigation canals, parameters like roughness, slope, section shape, and depth-width ratios must be considered.
This document discusses various hydraulic structures used to measure flow including weirs, venturi flumes, and modular venturi flumes. Weirs are overflow structures built across channels with the crest perpendicular to flow. Venturi flumes consist of converging and diverging sections to accelerate flow through a throat section, allowing discharge measurement. Modular venturi flumes have critical flow conditions at the throat, creating a standing wave downstream. Examples of calculating discharge using weir and venturi flume equations are also provided.
This document provides an overview of open channel hydraulics and discharge measuring structures. It discusses various open channel flow conditions including uniform flow, gradually varied flow, rapidly varied flow, subcritical flow, critical flow and supercritical flow. It introduces concepts such as specific energy, critical depth, energy equations, and hydraulic principles that govern open channel design. Formulas for discharge measurement using weirs and flumes are presented, such as the Chezy and Manning's equations. Common channel shapes and examples of flow through contractions and over humps are also summarized.
This document discusses fluid mechanics concepts including:
- Identifying vocabulary related to fluid mechanics and energy conservation.
- Explaining physical properties of fluids like density, pressure, and viscosity.
- Recognizing types of fluid flows like laminar, turbulent, compressible, incompressible.
- Understanding concepts like no-slip condition, boundary layers, and streamlines.
- Deriving conservation laws for mass and energy in ideal fluids using Bernoulli's equation.
This document summarizes different types of water distribution systems including branching patterns with dead ends, grid patterns, and grid patterns with loops. It discusses the advantages and disadvantages of each system and provides design considerations for water distribution systems such as minimum pipe diameters, velocity ranges, pressure requirements, and fire flow capacities. Hydraulic analysis methods like the dead-end method and Hardy-Cross method are also overviewed to calculate pipe flows and head losses in distribution networks.
The document provides information about the unit II of the course CE6303 - Mechanics of Fluids. It includes topics like fluid statics and kinematics, Pascal's law, hydrostatic equation, buoyancy, meta centre, pressure measurement, fluid mass under relative equilibrium, fluid kinematics, stream, streak and path lines, classification of flows, continuity equation, stream and potential functions, flow nets, and velocity measurement techniques. It also lists 2 marks and 16 marks questions with answers related to these topics at the end.
This study was competent studied earth dams and species and its history and the factors influencing them and the other part of a study of the most important risks that affect earth dams (seepage through earth dams) and how to calculate the leak and methods of their account and types the seepage and forms of cost and what are the ways process is treated with filters.
1. INTRODUCTION TO SEEPAGE THROGH EARTH DAM
2.METHODS CALCULATION SEEPAGE THROGH EARTH
DAM
3. ENTRANCE, DISCHARGE, AND TRANSFARE
CONDITIONSOF LINE OF SEEPAGE
4.SIMULATE THE PRESSURE ON THE EARTH DAM USING SAP 2000 PROGRAM
5.DESIGN FILTER TO CONTROLED THE SPAAGE IN EARTH DAM
Fluid Mech. Presentation 2nd year B.Tech.shivam gautam
This Presentation covers the following topics-
Series,parallel branching pipes,
equivalent pipe length,
moody's chart
for ppt format contact me on gautam.shivam98@yahoo.com
This document discusses fluid flow phenomena and concepts related to boundary layers. It begins by stating the objectives and content of the unit, which includes distinguishing between perfect and viscous fluids, non-Newtonian fluid models, boundary layer formation and separation, and flow patterns and turbulence. It then provides definitions and explanations of key concepts such as external and internal flows, laminar and turbulent flows, the Reynolds number criterion for each, and the formation and development of boundary layers along solid surfaces due to viscosity. Boundary layer transition from laminar to turbulent is also addressed.
This document discusses energy losses that occur in hydraulic systems. It begins by defining laminar and turbulent flows, and introduces the Reynolds number which determines the type of flow. It then explains that greater energy losses occur in turbulent flow compared to laminar flow. The document goes on to describe the Darcy-Weisbach equation for calculating head losses due to friction in pipes. Specific equations are provided to calculate losses for laminar and turbulent flow, taking into account factors like pipe roughness and Reynolds number. The purpose is to analyze energy losses that occur in components like valves and fittings so they can be properly accounted for in system design.
This document discusses the design of irrigation channels. It covers several key points:
1) The design of irrigation channels involves selecting the channel alignment, shape, size, bottom slope, and whether lining is needed. The design determines the cross-sectional area, depth, width, side slopes, and longitudinal slope.
2) Non-alluvial channels are excavated in soils with little silt, like clay or hard loam. They are designed based on maximum permissible velocity to prevent erosion. Manning's equation or Chezy's equation are used.
3) An example problem demonstrates designing a trapezoidal channel in non-erodible material to carry a discharge of 15 cubic meters per second with a
Similar to Examples solutions in open channel flow (20)
This document provides an overview of various branches of civil engineering including structural engineering, transportation engineering, geotechnical engineering, environmental engineering, construction management, quantity surveying, irrigation engineering, and earthquake engineering. It also discusses related topics like surveying, roads, railways, soil mechanics, fluid mechanics, and the roles of civil engineers in different construction projects. The key branches covered are structural design of buildings and bridges, transportation infrastructure like roads and railways, foundation design and geotechnical soil testing, water and wastewater management, construction planning and management, and disaster mitigation.
This document discusses fluid mechanics and hydraulics concepts including:
1. Definitions of density, specific gravity, atmospheric pressure, absolute and gauge pressure.
2. Descriptions of viscosity, laminar flow, turbulent flow, continuity equation, and steady vs unsteady flow.
3. Explanations of surface tension, capillarity, hydrostatic pressure, buoyancy, and center of pressure.
4. Discussions of manometers, energy equations, forces on submerged surfaces, and fluid static forces.
The document contains 7 practice problems for applying Bernoulli's equation to fluid mechanics situations:
1) Determining the diameter of a jet of water flowing from a tank if the water level remains constant
2) Determining if the water level in a tank with inflows and an outflow weir is rising or falling
3) Calculating pressures and drawing hydraulic grade lines for a pipe system with and without a nozzle
4) Analyzing forces on a vertical gate from upstream water with varying depths
5) Calculating flow rates and pressures at several points in a branched pipeline system
This document provides conversion factors between British gravitational (BG) units and International System of Units (SI) units for various quantities in fluid mechanics and heat transfer. It lists units for length, area, mass, density, force, pressure, temperature, velocity, power, viscosity, volume, and flow rate. For each quantity, it specifies the conversion factor to multiply the BG unit by to obtain the equivalent SI unit. The list of conversion factors is extensive and covers many common units needed for engineering calculations involving fluid properties, forces, heat transfer, and fluid flow behaviors.
Manometers and Pitot tubes are devices used to measure fluid pressure and velocity. A manometer uses a liquid column to measure pressure differences, while a Pitot tube uses a pressure tap to measure flow velocity based on Bernoulli's equation. A manometer can be a simple U-tube or inclined design, while orifices are openings that can be classified by size, shape, and flow characteristics. A Pitot tube has a open end facing flow and static pressure taps, allowing velocity measurement. These devices are essential tools for analyzing fluid systems.
This document contains 5 questions regarding fluid mechanics. Question 1 involves calculating the torque and power required to overcome viscous resistance in a rotating shaft. Question 2 involves calculating pressure drop, head loss, and power required for a given water flow rate through a pipe and orifice system. Question 3 determines the necessary counterweight to balance a water gate. Question 4 calculates the water level in a tank given pump specifications and a triangular weir. Question 5 determines if a hydraulic machine is a pump or turbine and calculates its power output or input.
This document provides information and examples for calculating surface areas and volumes of rectangular and round tanks, as well as clarifier loading calculations. It includes formulas and step-by-step worked examples for determining surface area of rectangles and circles, and volume of rectangular and cylindrical tanks, including those with conical bottoms. Clarifier detention time is defined as the time it takes for water to travel from inlet to outlet.
1) The document presents the solution to calculating the force in a strut connecting two points on a small dam given information about the dam geometry and hydrostatic forces.
2) It also provides examples of calculating forces on structures like gates and stops subjected to hydrostatic forces from water, including determining the minimum volume of concrete needed to balance these forces.
3) The solutions involve applying principles of equilibrium, calculating hydrostatic force components, and summing moments. Analytical expressions for determining forces are developed.
The document describes a calculation to determine the height (H) of oil in a rectangular tank at which a hinged gate will just begin to rotate counterclockwise. The gate is subjected to an upward force from the oil (F1) and a leftward force from the air pressure (F2). F1 is calculated based on the oil density, area of the gate, and height of the oil column. F2 is given as the air pressure times the gate area. Setting F1 equal to F2 and solving for H gives the critical height at which rotation will occur.
The document discusses several fluid mechanics problems involving pipes, valves, pumps, and Venturi meters. It provides the relevant equations, diagrams, and step-by-step workings to calculate pressure, velocity, discharge, and other flow parameters for each problem.
The document also contains an Arabic passage discussing philosophical concepts like thinking outside the box and challenging preconceived notions.
The document contains questions related to open channel flow, pipe flow, and hydraulic structures. It asks the reader to calculate parameters like normal depth, critical depth, flow depth, head loss, force on structures, and more for channels, pipes and hydraulic elements based on given cross-sections, slopes, roughness and discharge. It also contains multiple choice questions testing understanding of concepts like Darcy-Weisbach equation, Chezy's formula, relationship between EGL, HGL and velocity head.
The document appears to be a 14-page final exam for a Hydraulic I course taught by Dr. Ezzat El-sayed G. SALEH in January 2017. It contains multiple pages of questions related to hydraulics for students taking the CVE 215 Hydraulic I course final.
The document contains lecture notes on hydraulics from Minia University in Egypt. It defines key terms related to fluid mechanics such as density, viscosity, laminar and turbulent flow, compressibility, and surface tension. It also provides the continuity equation and defines different types of fluid flow such as steady, uniform, rotational, and one, two, and three-dimensional flow. The notes conclude by listing the Bernoulli equation and its assumptions.
The document is a study sheet on Bernoulli's equation and its applications. It contains 7 practice problems applying Bernoulli's equation to calculate things like water flow rates, pressures at different points, and forces on gates. Diagrams illustrate the hydraulic systems and students are asked to calculate values, sketch graphs, and determine if water levels are rising or falling. The problems involve nozzles, pipes, weirs, and cylinders to demonstrate applications of Bernoulli's equation in hydraulics.
This document provides an overview of various topics in civil engineering, including the different branches and their applications. It discusses surveying, structural engineering, transportation engineering, geotechnical engineering, construction management, irrigation engineering, earthquake engineering, and the roles of civil engineers in construction projects like buildings and dams. The key information presented includes the different types of structures, loads, soils, roads, and the purposes and methods of each civil engineering specialty.
This document discusses Pelton wheel turbines. It begins with an overview of Pelton wheels and their components. It then provides explanations of key concepts such as impulse turbines, velocity diagrams, effective head, maximum power output, and hydraulic efficiency. Practical considerations for Pelton wheel design like optimal bucket angles are also covered. Finally, it discusses turbine selection and the typical range of specific speeds for different turbine types.
This document defines and describes different types of fluid flows. It discusses ideal and real fluids, Newtonian and non-Newtonian fluids, laminar and turbulent flow, steady and unsteady flow, uniform and non-uniform flow, compressible and incompressible flow, rotational and irrotational flow, and viscous and non-viscous flow. Key fluid properties like viscosity, density, and compressibility are covered. Examples are provided to illustrate different fluid types and flows.
This document contains diagrams and questions related to fluid mechanics:
1) It shows diagrams of different devices moving in fluid and asks whether each will move in the positive or negative x-direction assuming equal pressure at the entrance and exit.
2) It shows a diagram of a sprinkler and asks to determine the torque required to prevent its rotation given the fluid velocity and distance from the point of rotation.
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4) It asks which factors the pressure at the summit of a siphon depends on out of liquid density
The document discusses hydraulic grade lines (HGL) and energy grade lines (EGL), which are tools for representing energy in hydraulic systems. It notes that three key equations - discharge and continuity, energy, and momentum - are fundamental to solving most hydrodynamic problems. HGLs and EGLs provide a visual representation of energy along a flow path to help identify points of concern in design and analysis. Examples are given of how HGLs and EGLs change with factors like pipe diameter, valves, nozzles, pumps, and turbines.
This is an overview of my current metallic design and engineering knowledge base built up over my professional career and two MSc degrees : - MSc in Advanced Manufacturing Technology University of Portsmouth graduated 1st May 1998, and MSc in Aircraft Engineering Cranfield University graduated 8th June 2007.
Data Communication and Computer Networks Management System Project Report.pdfKamal Acharya
Networking is a telecommunications network that allows computers to exchange data. In
computer networks, networked computing devices pass data to each other along data
connections. Data is transferred in the form of packets. The connections between nodes are
established using either cable media or wireless media.
A high-Speed Communication System is based on the Design of a Bi-NoC Router, ...DharmaBanothu
The Network on Chip (NoC) has emerged as an effective
solution for intercommunication infrastructure within System on
Chip (SoC) designs, overcoming the limitations of traditional
methods that face significant bottlenecks. However, the complexity
of NoC design presents numerous challenges related to
performance metrics such as scalability, latency, power
consumption, and signal integrity. This project addresses the
issues within the router's memory unit and proposes an enhanced
memory structure. To achieve efficient data transfer, FIFO buffers
are implemented in distributed RAM and virtual channels for
FPGA-based NoC. The project introduces advanced FIFO-based
memory units within the NoC router, assessing their performance
in a Bi-directional NoC (Bi-NoC) configuration. The primary
objective is to reduce the router's workload while enhancing the
FIFO internal structure. To further improve data transfer speed,
a Bi-NoC with a self-configurable intercommunication channel is
suggested. Simulation and synthesis results demonstrate
guaranteed throughput, predictable latency, and equitable
network access, showing significant improvement over previous
designs
Sri Guru Hargobind Ji - Bandi Chor Guru.pdfBalvir Singh
Sri Guru Hargobind Ji (19 June 1595 - 3 March 1644) is revered as the Sixth Nanak.
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Sikhs to be Saints and Soldier.
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Online train ticket booking system project.pdfKamal Acharya
Rail transport is one of the important modes of transport in India. Now a days we
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tickets of the railways to travel from a particular source to the destination.
Sachpazis_Consolidation Settlement Calculation Program-The Python Code and th...Dr.Costas Sachpazis
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2. Explain clearly what you understand by:
The “most economical section” & “critical depth” for flow in a channel.
What is specific energy curve & Unite discharge curve? Draw net sketches.
3. A prismatic channel of symmetric trapezoidal section, 1600 mm deep and with top and
bottom widths 3 m and 0.6 m respectively carries water at a rate of 2.6 m3 s–1. Manning’s n
may be taken as 0.012 m–1/3 s.
Estimate:
(a) the normal depth at a slope of 1 in 2500 is:
------------------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------------------
---------------------------------------------------
(b) the Froude number at the normal depth is
-----------------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------------------
---------------------------------------------------
(c) the critical depth is:
-----------------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------------------
--------------------------------------------------
(d) the critical slope is:
------------------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------------------
---------------------------------------------------
4. A channel of semi-circular cross-section, radius 0.7 m, carries water at a rate of
0.8 m3 s–1. Manning’s “n” is 0.013 m–1/3 s.
the normal depth (relative to the bottom of the channel) at a slope of 2% is:
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------
the Froude number at the normal depth is:
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------
the critical depth is:
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------
5. A prismatic channel, with the cross-section shown, has a stream wise slope of 1 in 50.
Estimate:
The value of Manning’s “n” is:
----------------------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------
if a flow rate is 2 m3 /S and the flow depth (measured from the lowest point of the channel) is
0.6 m,
the depth in the channel at a flow rate of 3 m3 /S is:
----------------------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------
the Froude number at the flow rate (mentioned above, Q = 3 m3 /s ), is:
----------------------------------------------------------------------------------------------------------------------------
----------------------------------------------------------------------------------------------------------------------------
-------------------------------------------------------
State whether the channel slope is steep or mild for the flow rate (mentioned above, Q = 3
m3 /s), justifying your answer.
----------------------------------------------------------------------------------------------------------------------------
----------------------------------------------------------------------------------------------------------------------------
------------------------------------------------------
7. A rectangular channel of width 5 m carries a discharge of 8 m3 s–1. The stream wise slope of
the channel is 1.0x10–4 and Manning’s roughness coefficient may be taken as 0.015 m-1/3 s.
At one point there is a localized narrowing to width 2 m. Assuming a long undisturbed fetch
upstream,
the depth of flow far upstream of the narrow point is:
---------------------------------------------------------------------------------------------------------------------------
---------------------------------------------------------------------------------------------------------------------------
------------------------------------------------------
the critical depth and the critical specific energy at the narrow point is:
---------------------------------------------------------------------------------------------------------------------------
---------------------------------------------------------------------------------------------------------------------------
------------------------------------------------------
Determine the water depths at the narrow point and at stations just up and downstream
of the contracted section if the channel bed in the contracted section is: (i) the same as
the main channel;
(ii) raised by 0.75 m;
(iii) lowered by 0.75 m. (you may assume that no hydraulic jump occurs immediately
downstream of the narrow section.)
8. Water is conveyed at 12 m3 s–1 through a rectangular channel of width 5
m, stream wise slope 0.01% and Manning’s “n” = 0.016. At one point the
channel narrows to a width of 2 m. Assuming that normal-flow conditions
prevail upstream, calculate:
the normal depth in the main channel;
the critical depth at the narrow point and show that the flow does not
become critical here;
the actual water depth at the narrow point is:
the minimum height by which the bed of the constricted section must
be raised locally in order to force critical conditions there is:
the depths at the narrow point and in the main channel just up- and
downstream of the constricted section if the bed is raised as in part (d)
is:
(Assume that no hydraulic jumps occur here.)
9. Water is conveyed at 11 m3.s–1 through a long rectangular channel of
width 4 m, stream wise slope 2×10–3 and Manning’s “n” = 0.02 m–1/3 s.
At one point the channel narrows to a width of 2.5 m. Calculate:
the normal depth and critical depth in the main channel are:
the critical depth at the narrow point and show that the flow does
become critical here is:
the water depths at stations just up and downstream of the
contraction are:
the depth by which the bed of the constricted section must be sunk
locally in order to just prevent the occurrence of critical conditions
there are:
10. A river consists of a rectangular channel of width 5 m. At one point the
piers of a simple beam bridge cause a local narrowing to width 3 m. The
bottom of the bridge deck is 1.7 m above the bed of the river.
When the river flow is 11 m3 s–1 the constriction of the channel by the
bridge causes a subcritical to supercritical flow transition. Calculate the
depths of water upstream, downstream and under the centre of the
bridge, stating any assumptions made.
At the flow rate above, a hydraulic jump occurs a short distance
downstream of the bridge. Find the depth of flow immediately
downstream of the hydraulic jump.
Show that if the river flow is 22 m3 s–1 then the flow passage beneath
the bridge will be completely choked.
11. A sluice gate controls the flow in a channel of width 2.5 m. If the
depths of water upstream and downstream of the gate are 1.4 m
and 0.25 m, respectively, with net calculation:
the discharge will be:
the Froude numbers upstream and downstream of the sluice
gate are:
.
12. Water passes under a sluice gate in a horizontal channel of width 2m.
The depths of flow on either side of the sluice gate are 1.8 m and 0.3 m.
A hydraulic jump occurs a short distance downstream. Assuming no
energy loss at the gate, calculate:
the force on the gate;
the depth of flow downstream of the hydraulic jump;
the fraction of the fluid energy that is dissipated in the jump
13. Which one of the following is correct?
the frictional resistance depends on the nature of the surface area of contact
the frictional resistance is independent of the nature of the surface area of
contact
the frictional resistance depends on the nature of the surface area of contact for
laminar flows but is independent of the nature of the surface area of contact for
turbulent flows
the frictional resistance is independent of the nature of the surface area of
contact for laminar flows but depends on the nature of the surface area of
contact for turbulent flows
Answer: d
Explanation:
According to the laws of fluid friction, the frictional resistance is independent of
the nature of the surface area of contact for laminar flows but depends on the
nature of the surface area of contact for turbulent flows.
14. A liquid flows through pipes 1 and 2 with the same flow velocity. If the ratio of their
pipe diameters D1 : D2 be 3:2, what will be the ratio of the head loss in the two
pipes?
3:2
9:4
2:3
4:9
Answer: c
Explanation:
According to Darcy-Weisbach formula, ℎ𝑓 = 𝑓
𝐿
𝐷
×
𝑉2
2 𝑔
Where,
ℎ𝑓 : the head loss in the pipe,
𝑓 : the co-efficient of friction,
𝐿 : the length,
𝐷 : the diameter and
𝑉 : is the flow velocity.
Thus, 𝒉𝒇, 𝟏 ∶ 𝒉𝒇, 𝟐 = 𝑫𝟐 ∶ 𝑫𝟏 = 𝟐 ∶ 𝟑.
15. A liquid flows through two similar pipes 1 and 2. If the ratio of their flow
velocities V1 : V2 be 2:3, what will be the ratio of the head loss in the
two pipes?
a) 3:2
b) 9:4
c) 2:3
d) 4:9
Answer: d
Explanation:
According to Darcy-Weisbach formula, ℎ𝑓 = 𝑓
𝐿
𝐷
×
𝑉2
2 𝑔
where
ℎ𝑓 : the head loss in the pipe,
𝑓 : the co-efficient of friction,
𝐿 : the length,
𝐷 : the diameter and
𝑉 : the flow velocity.
Thus, 𝒉𝒇, 𝟏 ∶ 𝒉𝒇, 𝟐 & 𝑽𝟏 ∶ 𝑽𝟐 = 𝟒 ∶ 𝟗.
16. A liquid flows with the same velocity through two pipes “1” and “2” having
the same diameter. If the length of the second pipe be twice that of the
first pipe, what should be the ratio of the head loss in the two pipes?
1:2
2:1
1:4
4:1
Answer: a
Explanation:
According to Darcy-Weisbach formula, ℎ𝑓 = 𝑓
𝐿
𝐷
×
𝑉2
2 𝑔
where
ℎ𝑓: the head loss in the pipe,
𝑓 : the co-efficient of friction,
𝐿 : the length,
𝐷 : the diameter and
𝑉 : the flow velocity.
Thus, 𝒉𝒇,𝟏 = 𝒉𝒇,𝟐 & 𝑳𝟏 = 𝑳𝟐 = 𝟏 ∶ 𝟐.
17. Which one of the following is correct?
Darcy-Weisbach formula is generally used for head loss in flow through both
pipes and open channels
Chezy’s formula is generally used for head loss in flow through both pipes and
open channels
Darcy-Weisbach formula is generally used for head loss in flow through both
pipes and Chezy’s formula for open channels
Chezy’s formula is generally used for head loss in flow through both pipes and
Darcy-Weisbach formula for open channels
Answer: c
Explanation:
Darcy-Weisbach formula is generally used for head loss in flow through both
pipes as it takes into consideration the flow velocity whereas Chezy’s formula is
used for open channels as it considers the pressure difference.
18. Which one of the following is correct?
the frictional resistance is always dependent on the nature of the surface area of
contact
the frictional resistance is always independent of the nature of the surface area
of contact
the frictional resistance is dependent on the nature of the surface area of contact
when the liquid flows at a velocity less than the critical velocity
the frictional resistance is independent of the nature of the surface area of
contact when the liquid flows at a velocity less than the critical velocity
Answer: d
Explanation:
Frictional resistance is dependent on the nature of the surface area of contact. But,
when the liquid flows at a velocity less than the critical velocity, a thin stationary film
of the liquid is formed on the supporting surface. Hence, the frictional resistance
becomes independent of the nature of the surface of contact.
19. The frictional resistance for fluids in motion is
proportional to the velocity in laminar flow and to the square of the
velocity in turbulent flow
proportional to the square of the velocity in laminar flow and to the
velocity in turbulent flow
proportional to the velocity in both laminar flow and turbulent flow
proportional to the square of the velocity in both laminar flow and
turbulent flow
Answer: c
Explanation:
The major loss for the flow through the pipes is due to the frictional resistance
between adjacent fluid layers sliding over each other. This resistance arises due to
the presence of viscous property of the fluid.
20. The head loss at the entrance of the pipe is that at it’s exit
equal to
half
twice
four times
Answer: b
Explanation:
According to Darcy-Weisbach formula, ℎ𝑓 = 𝑓
𝐿
𝐷
×
𝑉2
2 𝑔
hi = 0.5V2/ 2g and ho = V2 / 2g,
Where:
hi : the head loss at pipe entrance,
ho : the head loss at pipe exit and
V : the flow velocity.
Thus hi = 0.5 ho.
21. Which of the following is true?
the slope of EGL will always be greater than that of the axis of the pipe
the slope of EGL will always be smaller than that of the axis of the pipe
the slope of EGL will always be equal to that of the axis of the pipe
the slope of EGL will always be independent of that of the axis of the
pipe
Answer: d
Explanation:
EGL is obtained by plotting total head at various points along the axis of the pipe. Z
+
𝑃
𝜌 𝑔
+
𝑉2
2 𝑔
= 𝐻
Where:
H : the total head,
P ⁄ g : the pressure head,
z : the potential head, , and
V2 / 2g : the velocity head.
Hence, there is no relation whatsoever between the slope of EGL and that of the
axis of the pipe.
22. Which of the following is true?
HGL always drops in the direction of flow
HGL always rises in the direction of flow
HGL always remains constant in the direction of flow
HGL may or may not in the direction of flow
Answer: d
Explanation:
HGL is obtained by plotting Piezometric head at various points along the
axis of the pipe. Since pressure may either rise or fall in the direction of
flow, HGL may or may not change in that direction.
23. The vertical intercept between EGL and HGL is equal to
a) pressure head
b) potential head
c) kinetic head
d) Piezometric head
Answer: c
Explanation:
EGL is obtained by plotting total head and HGL is obtained by plotting Piezometric
head at various points along the axis of the pipe.
Hp = P ⁄ g + z = H
Where:
H : the total head,
P ⁄ g : the pressure head,
z :the potential head,
Hp : the Piezometric head, and
V2 / 2g is the velocity head.
H – Hp = V2/ 2g, the vertical intercept between EGL and HGL is equal to the kinetic
head.
24. The slope of HGL will be:
greater than that of EGL for a pipe of uniform cross-section
smaller than that of EGL for a pipe of uniform cross-section
equal to that of EGL for a pipe of uniform cross-section
independent of that of EGL for a pipe of uniform cross-section
Answer: c
Explanation:
The vertical intercept between EGL and HGL is equal to the kinetic head.
For a pipe of uniform cross-section, there will be no change in the velocity
of flow across the pipe. Since the kinetic head remain constant, the slope of
HGL will be equal to that of EGL.
25. For a nozzle, the vertical intercept between EGL and HGL
increases
decreases
remains constant
may increase or decrease
Answer: a
Explanation:
The vertical intercept between EGL and HGL is equal to the kinetic head. For a
nozzle, the cross-sectional area decreases in the direction of flow leading to an
increase in the velocity of flow across the pipe. Since the kinetic head increases, the
vertical intercept between EGL and HGL will increase.
26. For a diffuser, the vertical intercept between EGL and HGL
increases
decreases
remains constant
may increase or decrease
Answer: b
Explanation:
The vertical intercept between EGL and HGL is equal to the kinetic head. For a
diffuser, the cross-sectional area increases in the direction of flow leading to a
decrease in the velocity of flow across the pipe. Since the kinetic head decreases,
the vertical intercept between EGL and HGL will decrease.
27. Which of the following is true?
the slope of EGL will always be greater than that of the axis of the
pipe
the slope of EGL will always be smaller than that of the axis of the
pipe
the slope of EGL will always be equal to that of the axis of the pipe
the slope of EGL will always be independent of that of the axis of the
pipe
Answer: d
Explanation:
EGL is obtained by plotting total head at various points along the axis of the pipe.
Z +
𝑃
𝜌 𝑔
+
𝑉2
2 𝑔
= 𝐻
where
H : the total head,
𝑃
𝜌 𝑔
: the pressure head,
Z :the potential head, , and
V2 / 2g is the velocity head.
Hence, there is no relation whatsoever between the slope of EGL and that of the
axis of the pipe.
28. Pump transfers the mechanical energy of a motor or of an engine into
_________ of a fluid.
a. pressure energy
b. kinetic energy
c. either pressure energy or kinetic energy
d. pressure energy, kinetic energy or both.
ANSWER: pressure energy, kinetic energy or both (C)
Which of the following is NOT a type of positive displacement pumps?
a. Reciprocating pump
b. Rotary displacement pump
c. Centrifugal pump
d. None of the above.
ANSWER: Centrifugal pump
32. An apparatus for raising, driving or compressing fluids is called
_________
a) Piston
b) Pump
c) Compressor
d) Force drive
Answer: (b)
Explanation: A pump is a device used to transfer or force the liquid
against gravity. There are different types of pumps based on the
requirements and the pumps are designed for different loads.
33. ________ pumps produce a head and a flow by increasing the velocity of
the liquid with the help of the rotating vane impeller.
a) Displacement pumps
b) Positive pumps
c) Centrifugal pumps
d) Rotating pumps
Answer: (c)
Explanation: Centrifugal pumps produce a head and a flow by
increasing the velocity of the liquid with the help of the rotating vane
impeller. Centrifugal pumps include radial, axial and mixed flow units.
34. The two types of pumps behave very differently regarding pressure head
and flow rate.
a) True
b) False
Answer: (a)
Explanation: There are two types of basic pumps. One is the centrifugal
pump and the other one is positive displacement pump. Centrifugal pump is
also called as a roto-dynamic pump. These two pumps behave very
differently with respect to flow rates and pressure head.
35. What are the pumps with one or more impellers called?
a) ANSI process pumps
b) API process pumps
c) Centrifugal pumps
d) Positive displacement pumps
Answer:(c)
Explanation: The general name for pumps with one or more impellers is
called centrifugal pumps. Many types and configurations of centrifugal
pumps are used for different applications.
36. How many impellers does a multistage centrifugal pump have?
a) Zero
b) One
c) Exactly two
d) Two and more
Answer: (a)
Explanation: At each stage in the centrifugal pump, the fluid is directed
to towards the center. The energy usage in pumping installation is
determined by Friction characteristics. Thus, it is the most suitable
option.
37. Formation of bubbles in an impeller is called ______
a) Cavities
b) Defects
c) Friction
d) Heat burn
Answer: (a)
Explanation: Formation of bubbles in an impeller is called as its as its
cavities. These cavities develop intense shockwaves in the impeller.
38. With the increase in the flow rate, efficiency ______
a) Decreases
b) Increases
c) Remains same
d) Independent
Answer: (b)
Explanation: With the increase in the flow rate, efficiency increases. The
unit of flow rate in a centrifugal pump is m3/s. It is denoted as ‘Q’. It
plays an important role to determine the efficiency of the pump.
39. Discharge of a centrifugal pump is proportional to .......
a)-. Impeller diameter(D)
b)- D 2
C)- D 3
d)- 1/D 3
e)- 1/D 2
Answer: (b). D 2
Total Energy gradient line (E.G.L.) represents the sum of .......
A)- Pressure head and kinetic head
B)- Kinetic head and datum head
C)- Pressure head and datum head
d)- Pressure head, kinetic head and datum head
d)- Pressure head, kinetic head and datum head
40. Cavitation can take place in case of ......
a)- Pelton wheel
b)- Francis turbine
C)- Reciprocating pump
d)- Centrifugal pump
e)-.Both Francis turbine and reciprocating pump
Answer: e) Both Francis turbine and reciprocating pump
In Kaplan turbine runner, the number of blades is generally of the
order......
a) - 2-4
b) - 4-8
C )- .8-16
d )-16-24
Answer. (d) 16-24
41. Cavitation can take place in case of ......
a)- Pelton wheel
b)- Francis turbine
C)- Reciprocating pump
d)- Centrifugal pump
e)-.Both Francis turbine and reciprocating pump
Answer: e) Both Francis turbine and reciprocating pump
In Kaplan turbine runner, the number of blades is generally of the
order......
a) - 2-4
b) - 4-8
C )- .8-16
d )-16-24
Answer. (d) 16-24
42. A draft tube is used with .......
a) - Impulse turbine
b) - Pelton wheel turbine
C) - Reaction turbine
d) - Very high specific speed turbine
e) - Both Francis turbine and reciprocating pump
Answer : C)- Reaction turbine
Specific speed of a turbine depends upon .........
a) - Speed, power and discharge
b) - Discharge and power
C) - Speed and heat
d) - Speed, discharge and heat
e) - Speed, power and heat
Answer: e) - Speed, power and heat
43. Francis turbine is best suited for .........
a) - Medium head application from 24 to 180 m
b) - Low head installation up to 30 m
C) - High head installation above 180 m
d) - All types of heads
Answer : a) - Medium head application from 24 to 180 m
Reaction turbines are used for ......
a) - Low head
b) - High head
C) - High head and low discharge
d) - High head and high discharge
e) - Low head and high discharge
Answer: e) - Low head and high discharge
44. Impellers for high heads usually have .........
a) - High specific speed
b) - Low specific speed
C) - Medium specific speed
d) - Variable specific speed
Answer: b) - Low specific speed
Which of the following pumps is used for pumping viscous fluids......
a) - Centrifugal pump
b) - Screw pump
C) - Reciprocating pump
d) - Jet pump
Answer: b) - Screw pump.
45. For small discharge and high heads which pump is preferred ......
a) - Centrifugal type
b) - Reciprocating type
C) - Axial flow type
d) - Radial flow type.
Answer: b) - Reciprocating type
Cavitation in hydraulic turbine results in .......
a) - Noise and vibration
b) - Reduction of discharge
c) - Drop in output and efficiency
d) - Rough surface.
Answer: d) - Rough surface
46. For Flood control and irrigation applications the pump generally used
is.......
a) - Centrifugal type
b) - Reciprocating type
c) - Axial flow type
d) -Radial flow type.
Answer: c) - Axial flow type
Higher specific speed (161 to 500 ) of centrifugal pump indicates that
the pump is .........
a) - Axial type
b) - Mixed flow type
c) - Axial flow
d) - Any of the above.
Answer: a) - Axial type
47. Higher specific speed (300 to 1000 ) of turbine indicates that the turbine
is......
a) - Pelton wheel
b) - Kaplan
c) - Francis
d) - Any of the above.
Answer: b) - Kaplan
Pilot tube is used for measurement of .......
a) - Pressure
b) - Flow
c) - Velocity at a point
d) – Discharge.
Answer: c) - Velocity at a point
48. The flow in pipe is laminar if .........
a) - Reynolds number is equal to 2500
b) - Reynolds number is equal to 4200
c) - Reynolds number is more than 2500
d) - None of the above.
Answer: d) None of the above.
A stream line is a line ......
a) - Which is along the path of a particle
b) - Which is always parallel to the main direction of flow
c) - Across which there is no flow
d) - On which tangent drawn at any point gives the direction of velocity.
Answer: c) - Across which there is no flow.
49. Continuity equation deals with the law of conservation of .......
a) - Mass
b) - Momentum
c) - Energy
d) - None of the above.
Answer: a) - Mass
50. WORKING PRINCIPLE OF IMPULSE TURBINE
In Impulse Turbine, there are some fixed nozzles and moving blades
are present on a disc mounted on a shaft.
Moving blades are in symmetrical order. The flow enters the turbine
casing with some pressure. After that, it passes through one or more
no. of fixed nozzles into the turbine. The relative velocity of flow at the
outlet of the moving blades is same as the inlet to the blades.
During Expansion, flow's pressure falls. Due to high-pressure drop in
the nozzles the velocity of flow increases.
51. This high-velocity jet of flow flows through fixed nozzles and it strikes the
blade with constant pressure.
An impulse turbine, produced only impulsive force to the blades.
Now blades are starting to move in the same direction of the flow.
Due to change in momentum, turbine's shaft is starting to rotate.
52.
53. WORKING PRINCIPLE OF IMPULSE REACTION STEAM TURBINE:
Working principle of Impulse Reaction turbine depends on reaction force produced
by steam. Here steam flows through the nozzles at the end of the tubes and it is
supported on the bearings. The outlet relative velocity of steam is much less than at
the inlet to the blades.
54.
55. Impulse Turbine Reaction Turbine
1) In impulse Turbine, only impulsive
force strikes to the blades fixed to the
rotor
1) In reaction turbine, vector sum of
impulsive and reactive force strikes
the blades fixed to the rotor.
2) Steam expands completely when it
passes through the nozzles and its
pressure remains constant.
2) pressure can't expand fully. It partially
expands when it pass through the
nozzles
and rest on the rotor blades.
3) Blades are symmetrical shape. 3) Blades are asymmetrical shape.
4) Since the velocity of stream is high,
speed is high in impulse turbine.
4) But reaction turbine speed is much
lower than impulse turbine because
steam velocity is lower in reaction
turbine as compared to impulse
turbine.
Difference Between Impulse Turbine and Reaction Turbine
56. Impulse Turbine Reaction Turbine
5) For producing same power, the
number of stages required are much
less.
5) It require more stages to develop
same power.
6) The blade efficiency curve is high.
6) The blade efficiency curve is lower
than impulse turbine.
57. TOP Hydraulic Machines - Mechanical Engineering Multiple
choice the correct answer of the following Questions and Answers List
Reciprocating pumps are no more to be seen in industrial applications (in
comparison to centrifugal pumps) because of:
(a) high initial and maintenance cost
(b) lower discharge
(c) lower speed of operation
(d) necessity of air vessel
(e) all of the above.
Ans.: a
In a centrifugal pump casing, the flow of water leaving the impeller, is:
(a) rectilinear flow
(b) radial flow
(c) free vortex motion
(d) forced vortex
(e) none of the above.
Ans.: c
58. Head developed by a centrifugal pump depends on:
(a) impeller diameter
(b) speed
(c) fluid density
(d) type of casing
(e) (a) and (b) of the above.
Ans.: e
For starting an axial flow pump, its delivery valve should be:
(a) closed
(b) open
(c) depends on starting condition and flow desired
(d) could be either open or closed
(e) partly open and partly closed.
Ans.: b
The efficiency of a centrifugal pump is maximum when its blades are:
(a) straight
(b) bent forward
(c) bent backward
(d) bent forward first and then backward
(e) bent backward first and then forward.
Ans.: c
59. In a centrifugal pump casing, the flow of water leaving the:
(a) radial
(b) radial
(c) centrifugal
(d) rectilinear
(e) vortex.
Ans.: e
Centrifugal pump is started with its delivery valve:
(a) kept fully closed
(b) kept fully open
(c) irrespective of any position
(d) kept 50% open
(e) none of the above.
Ans.: a
Axial flow pump is started with its delivery valve:
(a) kept fully closed
(b) kept fully open
(c) irrespective of any position
(d) kept 50% open
(e) none of the above.
Ans.: b
60. When a piping system is made up primarily of vertical lift and very little pipe
friction, the pump characteristics should be:
(a) horizontal
(b) nearly horizontal
(c) steep
(d) first rise and then fall
(e) none of the above.
Ans.: c
One horsepower is equal to:
(a) 102 watts
(b) 75 watts
(c) 550 watts
(d) 735 watts
(e) 33000 watts.
Ans.: d
Multistage centrifugal pumps are used to obtain:
(a) high discharge
(b) high head
(c) pumping of viscous fluids
(d) high head and high discharge
(e) high efficiency.
Ans.: b
61. When a piping system is made up primarily of friction head and very little of vertical lift,
then pump characteristics should be:
(a) horizontal
(b) nearly horizontal
(c) steep
(d) first rise and then fall
(e) none of the above.
Ans.: b
In a single casing, multistage pump running at constant speed, the capacity rating is to
be slightly lowered. It can be
done by:
(a) designing new impeller
(b) trimming the impeller size to the required size by machining
(c) not possible
(d) some other alterations in the impeller
(e) none of the above.
Ans.: b
62. If a pump is handling water and is discharging a certain flow Q at a constant total
dynamic head requiring a definite B.H.P., the same pump when handling a liquid of
specific gravity 0.75 and viscosity nearly same as of water would discharge:
(a) same quantity of liquid
(b) 0.75 Q
(c) Q/0.75
(d) 1.5 Q
(e) none of the above.
Ans.: a
63. The horse power required in above case will be:
(a) same
(b) 0.75 B.H.P.
(c) B.H.P./0.75
(d) 1.5 B.H.P.
(e) none of the above.
Ans.: b
Low specific speed of a pump implies it is:
(a) centrifugal pump
(b) mixed flow pump
(c) axial flow pump
(d) any one of the above
(e) none of the above.
Ans.: a
The optimum value of vane exit angle for a centrifugal pump impeller is:
(a) 10-15°
(b) 20-25°
(c) 30-40°
(d) 50-60°
(e) 80-90°.
Ans.: b
64. In a centrifugal pump, the liquid enters the pump:
(a) at the top
(b) at the bottom
(c) at the center
(d) from sides
(e) none of the above.
Ans.: c
For small discharge at high pressure, following pump is preferred:
(a) centrifugal
(b) axial flow
(c) mixed flow
(d) propeller
(e) reciprocating.
Ans.: e
In centrifugal pumps, maximum efficiency is obtained when the blades are:
(a) straight
(b) bent forward
(c) bent backward
(d) radial
(e) given aero foil section.
Ans.: c
65. Motion of a liquid in a volute casing of a centrifugal pump is an example of:
(a) rotational flow
(b) radial
(c) forced spiral vortex flow
(d) forced cylindrical vortex flow
(e) spiral vortex flow.
Ans.: e
For very high discharge at low pressure such as for flood control and irrigation
applications, following type of pump is Preferred:
(a) centrifugal
(b) axial flow
(c) reciprocating
(d) mixed flow
(e) none of the above.
Ans.: b
Medium specific speed of a pump:
(a) centrifugal pump
(b) mixed flow pump
(c) axial flow pump
(d) any one of the above
(e) none of the above.
Ans.: b
66. High specific speed of a pump implies it is:
(a) centrifugal pump
(b) mixed flow pump
(c) axial flow pump
(d) any one of the above
(e) none of the above.
Ans.: c
Indicator diagram of a reciprocating pump is a graph between:
(a) flow vs. swept volume
(b) pressure in cylinder vs. swept volume
(c) flow vs. speed
(d) pressure vs. speed
(e) swept volume vs. speed.
Ans.: b
Low specific speed of turbine implies it is:
(a) propeller turbine
(b) Francis turbine
(c) impulse turbine
(d) any one of the above
(e)none of the above.
Ans.: c
67. Any change in load is adjusted by adjusting following parameter on turbine:
(a) net head
(b) absolute velocity
(c) blade velocity
(d) flow
(e) relative velocity of flow at inlet.
Ans.: d
Runaway speed of a hydraulic turbine is:
(a) full load speed
(b) the speed at which turbine runner will be damaged
(c) the speed if the turbine runner is allowed to revolve freely without
load and with the wicket gates wide open
(d) the speed corresponding to maximum overload permissible
(e) none of the above.
Ans.: c
The maximum number of jets generally employed in impulse turbine without jet
interference is:
(a) 4
(b) 6
(c) 8
(d) 12
(e) 16.
Ans.: b
68. Medium specific speed of turbine implies it is:
(a) propeller turbine
(b) Francis turbine
(c) impulse turbine
(d) any one of the above
(e) none of the above.
Ans.: b
High specific speed of turbine implies it is:
(a) propeller turbine
(b) Francis turbine
(c) impulse turbine
(d) any one of the above
(e) none of the above.
Ans.: a
The specific speed of turbine is defined as the speed of a unit:
(a) of such a size that it delivers unit dis-charge at unit head
(b) of such a size that it delivers unit dis-charge at unit power
(c) of such a size that it requires unit power per unit head
(d) of such a size that it produces unit horse power with unit head
(e) none of the above.
Ans.: d
69. Puck up the wrong statement about centrifugal pump:
(a) discharge a diameter
(b) head a speed 2
(c) head a diameter
(d) Power a speed 3
(e) none of the above is wrong.
Ans.: a
A turbine pump is basically a centrifugal pump equipped additionally with:
(a) adjustable blades
(b) backward curved blades
(c) vanned diffusion casing
(d) inlet guide blades
(e) totally submerged operation facility.
Ans.: c
Casting of a centrifugal pump is designed so as to minimize:
(a) friction loss
(b) cavitation
(c) static head
(d) loss of kinetic energy
(e) starting time.
Ans.: d
70. In reaction turbine, draft tube is used:
(transport water downstream without eddies
(b) to convert the kinetic energy to flow energy by a gradual expansion of
the flow cross-section
(c) for safety of turbine
(d) to increase flow rate
(e) none of the above (a) to (d).
Ans.: b
Guide angle as per the airfoil theory of Kaplan turbine blade design is defined as the
angle between:
(a) lift and resultant force
(b) drag and resultant force
(c) lift and tangential force
(d) lift and drag
(e) resultant force and tangential force.
Ans.: a
Francis turbine is best suited for
(a) medium head application from 24 to 180 m
(b) low head installation up to 30 m
(c) high head installation above 180 m
(d) all types of heads
(e) none of the above.
Ans.: a
71. The flow rate in gear pump:
(a) increases with increase in pressure
(b) decreases with increase in pressure
(c) more or less remains constant with in-crease in pressure
(d) unpredictable
(e) none of the above.
Ans.: c
Impulse turbine is generally fitted:
(a) at the level of tail race
(b) little above the tail race
(c) slightly below the tail race
(d) about 2.5 m above the tail race to avoid cavitation
(e) about 2.5 m below the tail race to avoid cavitation.
Ans.: b
Francis, Kaplan and propeller turbines fall under the category of:
(a) Impulse turbines
(b) Reaction turbines
(c) Axial flow turbines
(d) Mixed flow turbines
(e) Reaction-cum-impulse turbines.
Ans.: b
72. Reaction turbines are used for:
(a) low head
(b) high head
(c) high head and low discharge
(d) high head and high discharge
(e) low head and high discharge.
Ans.: e
The discharge through a reaction turbine with increase in unit speed:
(a) increases
(b) decreases
(c) remains unaffected
(d) first increases and then decreases
(e) first decreases and then increases.
Ans.: b
The angle of taper on draft tube is:
(a) greater than 15°
(b) greater than 8°
(c) greater than 5°
(d) less than 8°
(e) less than 3°.
Ans.: d
73. Specific speed for reaction turbines ranges from:
(a) 0 to 4.5
(b) 10 to 100
(c) 80 to 200
(d) 250 to 300
(e) none of the above.
Ans.: b
In axial flow fans and turbines, fluid enters and leaves as follows:
(a) radially, axially
(b) axially, radially
(c) axially, axially
(d) radially, radially
(e) combination of axial and radial.
Ans.: c
Which place in hydraulic turbine is most susceptible for cavitation
(a) inlet of draft rube
(b) blade inlet
(c) guide blade
(d) penstock
(e) draft tube exit.
Ans.: a
74. 48. Air vessels in reciprocating pump are used to
(a) smoothen flow
(b) reduce acceleration to minimum
(c) increase pump efficiency
(d) save pump from cavitation
(e) increase pump head.
Ans: b
49. Saving of work done and power by fitting an air vessel to single acting
reciprocating pump is of the order of
(a) 39.2%
(b) 49.2%
(c) 68.8%
(d) 84.8%
(e) 91.6%.
Ans: d
50. Saving of work done and power by fitting an air vessel to double acting
reciprocating pump is of the order of
(a) 39.2%
(b) 49.2%
(c) 68.8%
(d) 84.8%
(e) 91.6%.
Ans: a
75. 51. According to fan laws, for fans having constant wheel diameter, the air or gas
capacity varies
(a) directly as fan speed
(b) square of fan speed
(c) cube of fan speed
(d) square root of fan speed
(e) none of the above.
Ans: a
52. According to fan laws, for fans having constant wheel diameter, the pressure
varies
(a) directly as fan speed
(b) square of fan speed
(c) cube of fan speed
(d) square root of fan speed
(e) none of the above.
Ans: b
53. According to fan laws, for the fans having constant wheel diameters, the power
demand varies
(a) directly as fan speed
(b) square of fan speed
(c) cube of fan speed
(d) square root of fan speed
(e) none of the above.
Ans: c
76. According to fan laws, at constant speed and capacity, the pressure and power
vary:
(a) directly as the air or gas density
(b) inversely as square root of density
(c) inversely as density
(d) as square of density
(e) as square root of density.
Ans.: a
According to fan laws, at constant pressure, the speed capacity and power vary:
(a) directly as the air or gas density
(b) inversely as square root of density
(c) inversely as density
(d) as square of density
(e) as square root of density.
Ans.: b
According to fan laws, at constant weight of air or gas, the speed, capacity and
pressure vary:
(a) directly as the air or gas density
(b) inversely as square root of density
(c) inversely as density
(d) as square of density
(e) as square root of density.
Ans.: c
77. Pressure intensifier increases the pressure in proportion to:
(a) ratio of diameters
(b) square of ratio of diameters
(c) inverse ratio of diameters
(d) square of inverse ratio of diameters
(e) fourth power of ratio of diameters.
Ans.: b
A hydraulic accumulator normally consists of:
(a) two cylinders, two rams and a storage device
(b) a cylinder and a ram
(c) two co-axial rams and two cylinders
(d) a cylinder, a piston, storage tank and control valve
(e) special type of pump with storage device and a pressure regulator.
Ans.: b
A hydraulic intensifier normally consists of:
(a) two cylinders, two rams and a storage device
(b) a cylinder and a ram
(c) two co-axial rams and two cylinders
(d) a cylinder, a piston, storage tank and control valve
(e) special type of pump with storage device and a pressure regulator.
Ans.: c
78. Hydraulic accumulator is used for:
(a) accumulating oil
(b) supplying large quantities of oil for very short duration
(c) generally high pressures to operate hydraulic machines
(d) supplying energy when main supply fails
(e) accumulating hydraulic energy.
Ans: d
Maximum impulse will be developed in hydraulic ram when:
waste valve closes suddenly
supply pipe is long
supply pipe is short
ram chamber is large
supply pipe has critical diameter,
Ans:
79. Spray heads in an agricultural spraying system are to be supplied with water
through 500 ft of drawn aluminum tubing from an engine-driven pump. In its most
efficient operating range, the pump output is 1500 Gpm at a discharge pressure
not exceeding 65 psi (gauge). For satisfactory operation, the sprinklers must
operate at 30 psi (gauge) or higher pressure. Minor losses and elevation changes
may be neglected.
Determine the smallest standard pipe size that can be used.
81. Both tanks of Fig. 1 have a liquid depth “z”.
Tank (a) discharges a jet of diameter “D” through the rounded orifice from
whence it falls freely,
whereas tank (b) has a pipe with rounded entrance connected to it, and
after a length “L”, it discharges a jet also of diameter “D”.
Which of the systems has the greater discharge through it? In
answering this question first compare the velocities and discharges at
points 1 and 2 in system (a) with the corresponding points in system (b).
If the depth “z” in the tank of Fig. 1b is 5m, determine the maximum
length “L” of connecting pipe which may be used without the
occurrence of cavitation if the liquid is water at (a) 20°C; (b) 70°C. What
is the discharge in each case if the pipe diameter is 20 cm?
82.
83. (a) Consider a large reservoir of diameter “D” filled with a liquid to a height “h” (see
Fig. 1). The reservoir is discharging through a pipe attached to its base. The pipe
has a length “L” and diameter “d”. The pressure on the liquid surface of
the reservoir is Pt and the pressure at the exit of the pipe is Pe. The exit flow
velocity is “Ve” ,
Find an expression for the outlet velocity Ve at any instant of time as a function
of Pe – Pt, the liquid height h at any instant, and the pipe dimensions.
(Assume uniform flow at liquid surface and at the pipe discharge)
A 4–in.–diameter pipe, 1000. ft long, is attached to a reservoir 30 ft below the
surface. The pipe has a sharp edged inlet. Take an average value of the friction
factor to be f = 0.032. Assuming that the head is maintained relatively constant,
find the steady-state value of the exit velocity.
If the pipe has been closed off until t = 0, find the time after opening for the flow
velocity to reach 90 per cent of the steady-state velocity. The reservoir head is
again assumed to be constant.
84.
85. A pump is to be used to provide water with a velocity 6.50 m. s-1 at
atmospheric pressure through a 7.5– cm. diameter pipe to a building 150 m
above sea level, the water coming from a reservoir at sea level (see
Figure).
Determine the pump horsepower required. The density of water can be
taken as constant at 1000 kgm/ m3. Moreover, assume negligible
change in the internal energy of the water as it flows through the pipe.
87. 1. The water surface profile for the flow d/s of a sluice gate in a channel with mild
slope is
a. M-1
b. M-2
c. M-3
d. None of the above.
2. At the control section, the depth is known
a. True
b. False
3. Subcritical flow always occurs when the
a. Depth of flow is less than the critical depth
b. Slope is mild
c. Depth is more than the critical depth
d. None of the above.
4. The standard step method aims to solve
a. The continuity equation
b. The energy equation
c. The momentum equation
d. None of the above
88. 5. When the depth of water increases in the direction of flow then the surface
profile is classified as back water curve and when it decreases then it is called
as draw down curve.
a. True
b. Fals.
6.In a sustaining slope منحدر يف
تداممس
) ( the bottom slope is always
a) Zero
b) Negative
c) Positive
d) Goes from positive to negative.
7. When bottom slope is greater than critical slope the channel slope is termed as
a) Horizontal
b) Mild
c) Critical
d) Steep.
Answers:-
1(c) 2(a) 3(c) 4(a) 5(a) 6(c) 7(d)
89. A Pelton wheel is supplied with 0.035 m3/s of water
under a head of 92 m. The wheel rotates at 725 rpm and the velocity
coefficient of the nozzle is 0.95. The efficiency of the wheel is 82% and the
ratio of bucket speed to jet speed is 0.45. Determine the following:
1. Speed of the wheel,
2. Wheel to jet diameter ratio,
3. Dimensionless power specific speed of the wheel
90.
91.
92.
93. Water is taken from a lake by a triangular channel, with side slope of
1V:2H. The channel has a bottom slope of 0.01, and a Manning’s
roughness coefficient of 0.014. The lake level is 2.0 m above the channel
entrance, and the channel ends with a free fall. Determine :
I. The discharge in the channel,
II. The water-surface profile and the length of it by using the direct
integration method.
94.
95.
96. 2. The water-surface profile and the length of it by using the direct
integration method. • The water surface profile will be S-2 type, and the
depth of flow will change between the limits: 1.01y0≤y ≤ycr.
97. A triangular channel has an apex angle of 60° and carries a flow with a velocity of
2.0 m/s and depth of 1.25 m.
(a) Is the flow subcritical or supercritical?
(b) b) What is the critical depth?
(c) What is the specific energy?
(d) What is the alternate depth possible for this specific energy?
(yc = 1.148 m, E = 1.454 m, y = 1.06 m)
98. An undershot sluice controls the flow in a long rectangular channel of
width 2.5 m, Manning’s roughness coefficient n = 0.012 m3/ s and stream
wise slope 0.002. The depths of uniform flow upstream and downstream
of the gate are 1.8 m and 0.3 m, respectively.
(a) Assuming no losses at the sluice, find the volume flow rate, Q.
(b) Find the normal and critical depths in the channel.
(c) Compute the distance from the sluice gate to the hydraulic jump,
assuming normal depth downstream of the jump. Use two steps in
the gradually-varied-flow equation.
99. An undershot sluice is used to control the flow of water in a long wide
channel of slope 0.003 and Manning’s roughness coefficient 0.012 m3/ s.
The flow rate in the channel is 2 m3/ s per meter width.
(a) Calculate the normal depth and critical depth in the channel and show
that the channel is hydro dynamically “steep” at this flow rate.
(b) The depth of flow just downstream of the sluice is 0.4 m. Assuming no
head losses at the sluice calculate the depth just upstream of the
sluice.
(c) Sketch the depth profile along the channel, indicating clearly any flow
transitions brought about by the sluice and indicating where water
depth is increasing or decreasing.
(d) Use 2 steps in the gradually-varied flow equation to determine how far
upstream of the sluice a hydraulic jump will occur.
100. A long, wide channel has a slope of 1:2750 with a Manning’s n of 0.015 m –
1/3 s. It carries a discharge of 2.5 m 3 s –1 per meter width, and there is a
free overfall at the downstream end. An undershot sluice is placed a
certain distance upstream of the free overfall which determines the nature
of the flow between sluice and overfall. The depth just downstream of the
sluice is 0.5 m.
(a) Determine the critical depth and normal depth.
(b) Sketch, with explanation, the two possible gradually-varied flows
between sluice and overfall.
(c) Calculate the particular distance between sluice and overfall which
determines the boundary between these two flows. Use one step in the
gradually-varied-flow equation.
101. Physically, integration should start at a control point and proceed:
Forward in ‘x’, if the flow is supercritical (upstream control)
C P Q
Backward in ‘x’, if the flow is subcritical (downstream control). There
are two main classes of method:
Q
102. There are two main classes of method:
:Standard-step methods: solve for depth ‘h’, at specified distance
intervals Δx.
Direct-step methods:
solve for distance x at specified depth intervals “Δh”. (One advantage is
that they can calculate profiles starting from a critical point where (1 - 𝐹𝑒
2
=
0), and standard step methods would fail).
h1
h2
h3
h4
h5
ho
∆ 𝒉
∆ 𝒉
∆ 𝒙 ∆ 𝒙
∆ 𝒉