This document discusses different types of weirs and their uses. It begins by defining a weir as a small dam commonly used to raise water levels in rivers or streams. It then describes several types of weirs in more detail, including sharp-crested weirs, broad-crested weirs, rectangular weirs, triangular weirs, and trapezoidal weirs. Examples of weirs being used in dams and for measuring water flow are also provided. The document concludes by noting that weirs can be dangerous due to underwater circulation patterns downstream.
A weir is a structure in an open channel that causes water to pool. As flow rate increases, the depth of water above the weir increases. Weirs are classified based on their crest shape as either sharp-crested or broad-crested. Common types of sharp-crested weirs include rectangular, V-notch, and trapezoidal weirs. Broad-crested weirs are robust structures that span the full channel width and are well-suited for measuring river discharge. Flow rate calculations using weirs can provide useful data for applications like flood control, hydroelectric projects, irrigation, and environmental studies.
This document discusses different types of notches and weirs used to measure water flow. It defines notches and weirs, compares the key differences between them, and classifies different types of notches and weirs according to their shape. Empirical formulas are provided for calculating discharge over various notch and weir types. Design specifications and practical applications of notches and weirs are also mentioned.
Weirs are barriers placed in flowing water to alter flow characteristics and measure discharge. They come in various forms smaller than conventional dams. The geometry of the weir crest allows depth of water behind it to be converted to a flow rate using discharge equations. Common weir types include labyrinth, broad crested, sharp crested, compound, and V-notch weirs, each suited to different flow measurement applications. While weirs enable flow measurement, they can also increase oxygen in water and create dangerous hydraulic jumps downstream.
This document provides information about weirs and Parshall flumes. It discusses different types of weirs including sharp-crested weirs like rectangular and V-notch weirs, as well as broad-crested weirs. Formulas are provided for calculating flow rates over these structures. The document also introduces the Parshall flume, which can be used as an alternative to weirs for measuring flow rates while reducing head losses and sediment accumulation. Key features of the Parshall flume design and measurement principles are described.
Spillways are designed to safely pass excess water from a reservoir to prevent overtopping of a dam. They come in many forms depending on site conditions but commonly include an overflow structure like an ogee crest to control reservoir levels. Proper spillway capacity is essential for dam safety as inadequate capacity contributes to 40% of dam failures. Spillway design considers hydrologic factors, hydraulic performance including discharge coefficients, and structural aspects like cost-effectiveness. Gates may be added to overflows to allow flexible reservoir operation while preventing overtopping during floods.
- A spillway is a structure used to provide controlled release of water from a dam to prevent overtopping and potential dam failure.
- There are several common types of spillways including free overfall, ogee overflow, chute, and saddle spillways.
- The required spillway capacity should be equal to the maximum outflow determined from flood routing calculations considering reservoir inflow and storage capacity.
4 Spillway, Sluices and crest gates and how to construct itmv689093
1. The document discusses different types of spillways used in dam design, including ogee, chute, side channel, tunnel, shaft, and siphon spillways. It describes the key components and operating principles of each type.
2. Ogee spillways are the most commonly used and involve guiding water smoothly over a curved crest to glide over the downstream face without breaking contact. Chute spillways use an open channel to convey overflow water downstream. Shaft spillways involve water entering and dropping through a vertical or sloping shaft.
3. Factors in selecting a spillway type include site conditions, whether separate space is available, and capacity requirements. The location of a spillway depends
This document provides an overview of spillways, which are important structural components of dams that evacuate flood waters from reservoirs. It describes several types of spillways, including straight drop, overflow, chute, side channel, shaft, siphon, labyrinth, baffled chute, and cascade spillways. Overflow spillways, also called ogee-crest spillways, are described in more detail. They allow flood waters to pass over the spillway crest and are widely used in gravity, arch, and buttress dams. The design and hydraulic characteristics of overflow spillways are discussed.
A weir is a structure in an open channel that causes water to pool. As flow rate increases, the depth of water above the weir increases. Weirs are classified based on their crest shape as either sharp-crested or broad-crested. Common types of sharp-crested weirs include rectangular, V-notch, and trapezoidal weirs. Broad-crested weirs are robust structures that span the full channel width and are well-suited for measuring river discharge. Flow rate calculations using weirs can provide useful data for applications like flood control, hydroelectric projects, irrigation, and environmental studies.
This document discusses different types of notches and weirs used to measure water flow. It defines notches and weirs, compares the key differences between them, and classifies different types of notches and weirs according to their shape. Empirical formulas are provided for calculating discharge over various notch and weir types. Design specifications and practical applications of notches and weirs are also mentioned.
Weirs are barriers placed in flowing water to alter flow characteristics and measure discharge. They come in various forms smaller than conventional dams. The geometry of the weir crest allows depth of water behind it to be converted to a flow rate using discharge equations. Common weir types include labyrinth, broad crested, sharp crested, compound, and V-notch weirs, each suited to different flow measurement applications. While weirs enable flow measurement, they can also increase oxygen in water and create dangerous hydraulic jumps downstream.
This document provides information about weirs and Parshall flumes. It discusses different types of weirs including sharp-crested weirs like rectangular and V-notch weirs, as well as broad-crested weirs. Formulas are provided for calculating flow rates over these structures. The document also introduces the Parshall flume, which can be used as an alternative to weirs for measuring flow rates while reducing head losses and sediment accumulation. Key features of the Parshall flume design and measurement principles are described.
Spillways are designed to safely pass excess water from a reservoir to prevent overtopping of a dam. They come in many forms depending on site conditions but commonly include an overflow structure like an ogee crest to control reservoir levels. Proper spillway capacity is essential for dam safety as inadequate capacity contributes to 40% of dam failures. Spillway design considers hydrologic factors, hydraulic performance including discharge coefficients, and structural aspects like cost-effectiveness. Gates may be added to overflows to allow flexible reservoir operation while preventing overtopping during floods.
- A spillway is a structure used to provide controlled release of water from a dam to prevent overtopping and potential dam failure.
- There are several common types of spillways including free overfall, ogee overflow, chute, and saddle spillways.
- The required spillway capacity should be equal to the maximum outflow determined from flood routing calculations considering reservoir inflow and storage capacity.
4 Spillway, Sluices and crest gates and how to construct itmv689093
1. The document discusses different types of spillways used in dam design, including ogee, chute, side channel, tunnel, shaft, and siphon spillways. It describes the key components and operating principles of each type.
2. Ogee spillways are the most commonly used and involve guiding water smoothly over a curved crest to glide over the downstream face without breaking contact. Chute spillways use an open channel to convey overflow water downstream. Shaft spillways involve water entering and dropping through a vertical or sloping shaft.
3. Factors in selecting a spillway type include site conditions, whether separate space is available, and capacity requirements. The location of a spillway depends
This document provides an overview of spillways, which are important structural components of dams that evacuate flood waters from reservoirs. It describes several types of spillways, including straight drop, overflow, chute, side channel, shaft, siphon, labyrinth, baffled chute, and cascade spillways. Overflow spillways, also called ogee-crest spillways, are described in more detail. They allow flood waters to pass over the spillway crest and are widely used in gravity, arch, and buttress dams. The design and hydraulic characteristics of overflow spillways are discussed.
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.
Lect. 11 water measure ppt. 2021 Final.pptxfabmovieKhatri
This document discusses different methods for measuring irrigation water, including volumetric, velocity-area, and weirs. The volumetric method involves collecting water in a container for a measured time. The velocity-area method multiplies cross-sectional area by average velocity. Weirs like rectangular, Cipolletti, and 90° V-notch weirs are structures that allow flow measurement based on head over the weir. Formulas are provided to calculate discharge for different measurement structures and examples are worked through.
This document provides information about a student's class project on sluice gates and fish ladders. It includes the aim, objectives, introduction, theory, structure, benefits, features, size, thickness, mechanism, apparatus, and procedure for investigating flow under a sluice gate. It also discusses fish ladders, their function, use in dams, maximum velocity, and purpose in diversion head works.
This document discusses spillways and energy dissipators for dams. It defines spillways as structures used to safely release surplus water from reservoirs. The main types of spillways are main, auxiliary, and emergency spillways. Spillways can also be classified based on their prominent features, such as free overflow, overflow, side channel, open channel, tunnel, shaft, and siphon spillways. Energy dissipators, such as stilling basins and bucket types, are also discussed to reduce the energy of water flowing from spillways. Common energy dissipator types include horizontal and sloping apron stilling basins, and solid roller, slotted roller, and ski jump bucket dissipators.
This document provides information about hydraulic structures and diversion head works. It discusses that a hydraulic structure disrupts natural water flow and examples include dams and weirs. It then describes the key components of diversion head works, including weirs, barrages, under-sluices, divide walls, river training works, fish ladders, and canal head regulators. The purpose and functions of each component are explained. Design considerations for weirs and barrages such as their cost, control of flow, and ability to incorporate transportation are compared.
Estimate coefficient of discharge for rectangular and V notches weirsNabeel Afzal
This document summarizes an experiment to estimate the coefficient of discharge for rectangular and V-notch weirs. The apparatus used includes a hydraulic bench, rectangular notch, V-notch, and stopwatch. The procedure involves measuring the notch dimensions, setting up the apparatus, taking head and flow rate measurements, and calculating the theoretical and actual discharge and coefficient of discharge. Observations were then recorded for different heads for both the rectangular and V-notch weirs.
Irrigation Wter Measurement and Water Conveyance SystemsMd Irfan Ansari
This document discusses soil water and methods for measuring irrigation water. It contains the following key points:
1. Soil can hold water in three ways: gravitational water flows through large pores, capillary water is held in small pores and available to plants, and hygroscopic water forms a thin film around particles and is not available to plants.
2. Common methods to measure irrigation water include the volumetric method, float method, current meter method, and using measuring structures like weirs and orifices.
3. Weirs can be rectangular, trapezoidal, triangular, or broad crested. Water depth over the weir crest is called the head and is used to calculate discharge. Orif
Spillways are structures used to release surplus flood waters from a reservoir in a controlled manner. The main types of spillways include ogee or overflow spillways, chute spillways, morning glory spillways, and siphon spillways. To determine spillway capacity, engineers study past flood data and rainfall records to calculate the maximum probable flood, then add a margin of safety like 25%. This establishes the required discharge capacity. Energy dissipators like stilling basins are also important to safely discharge flood waters downstream.
This document provides an overview of spillways, including:
- Spillways are important structural components of dams that evacuate flood waters from reservoirs.
- The main types of spillways discussed are straight drop, overflow, chute, side channel, shaft, siphon, labyrinth, baffled chute, and cascade spillways.
- Overflow spillways are the most common type and allow flood waters to flow over an ogee-shaped crest. Design considerations for overflow spillways include crest profile, gates, discharge equations, and preventing cavitation.
The document discusses the design of hydraulic structures and spillways. It defines a spillway as a structure used to safely release water from a dam. The key components of a spillway are the approach facility, discharging conduit, and outlet structure. Seven common types of spillways are described: straight drop, ogee, shaft, chute, side channel, siphon, and labyrinth. Advantages include safely discharging large volumes of water to prevent dam overtopping. Energy dissipation methods at the spillway end such as steps, flip buckets, and stilling basins are also outlined to prevent erosion. Safety measures around spillway operation are mentioned.
1. A spillway is a structure constructed near a dam to safely discharge surplus water from the reservoir. Spillways are designed to have sufficient capacity, be structurally sound, and safely discharge water downstream.
2. Ogee spillways are commonly used as they guide water smoothly over the crest, maintaining contact between the water and spillway surface. The downstream profile of an ogee spillway is designed using equations that consider the design head and constants related to the upstream face inclination.
3. The upstream profile of an ogee spillway has a crest with zero slope to ensure continuous flow. Design aims to avoid profiles that are too sharp or broad, which can cause pressure changes and inefficient discharge
Spillways are structures built to safely discharge water from reservoirs when inflow exceeds capacity. There are several types of spillways classified by purpose, control method, and design features. Ogee spillways are commonly used as they efficiently guide water over the crest with minimum turbulence. Proper sizing is critical using hydrologic studies. Gates can control flow and include flashboards, radial gates, and vertical lift gates. Energy dissipation downstream is also important spillway design consideration.
This document discusses various types of canal regulation works including cross regulators, head regulators, canal escapes, silt control devices, canal outlet works, and flow meters.
It defines cross regulators and head regulators as structures used to control water flow from a main canal to an off-taking channel. It also describes different types of canal escapes used to discharge surplus water. Finally, it discusses canal outlet works and how flow meters like Parshall flumes are used to measure water flow in irrigation channels.
This document discusses flow measurement techniques. It begins by describing flow through an orifice and defining related terms like vena contracta. It then discusses hydraulic coefficients like the coefficient of velocity and contraction. Methods for experimentally determining these coefficients are provided. Other flow measurement devices described include Venturimeters, orifice plates, Pitot tubes, and notches/weirs. Equations for calculating flow using these various devices are derived. The document concludes by examining emptying and filling of reservoirs with and without inflow.
The document discusses different types of canal regulation structures used to control water flow and levels in canals. It describes canal falls/drops, which regulate water supply levels when there is a change in canal bed elevation. Distributary head regulators control water supply to off-taking channels, while cross regulators control water levels and downstream discharge. Canal escapes dispose of excess water during heavy rains and canal outlets connect watercourses to distributary channels. Specific types of falls discussed include ogee, rapid, stepped, notch, and vertical drop falls. Design considerations for cross regulators and distributary head regulators include crest length, cutoff depths, and equations to calculate design discharge and head over the regulator.
This document presents a case study on the construction of a 3-row hume pipe culvert in Raisen, Madhya Pradesh, India. A group of 5 civil engineering students from NRI Institute of Science and Technology conducted the study under the guidance of their professor. The report includes details of the culvert design, drawings, cost estimation, and conclusions from the project. The students analyzed the construction of a culvert using 3 rows of 1-meter diameter hume pipes to convey runoff between two locations.
The document provides guidance on safely reaching the apex during difficult root canal treatments. It describes flaring the coronal part of the canal using stainless steel hand files or nickel-titanium rotary instruments to remove restrictions before attempting to reach the apex. Precise techniques are outlined for using files and Gates Glidden drills to shape the canal while avoiding errors that could lead to perforations or ledges. Reaching the apex may then be possible with files that previously could not progress fully.
050218 chapter 7 spillways and energy dissipatorsBinu Karki
The document discusses different types of spillways and energy dissipaters used in dams. It describes overflow or ogee spillways, chute spillways, and other spillway types. The main purposes of spillways are to safely release surplus water from the reservoir and regulate floods. Energy dissipaters, like stilling basins, are structures that reduce the high kinetic energy of water flowing from spillways to prevent erosion. Hydraulic jumps, baffle blocks, and deflector buckets are common dissipater types discussed in the document. Design considerations like discharge calculations, basin length, and tailwater conditions are also covered.
spillway,types of spillways,
Design principles of Ogee spillways ,Spillway gates. Energy
Dissipaters and Stilling Basins Significance of Jump Height Curve and Tail Water Rating
Curve,
USBR and Indian types of Stilling Basins.
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.
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.
Lect. 11 water measure ppt. 2021 Final.pptxfabmovieKhatri
This document discusses different methods for measuring irrigation water, including volumetric, velocity-area, and weirs. The volumetric method involves collecting water in a container for a measured time. The velocity-area method multiplies cross-sectional area by average velocity. Weirs like rectangular, Cipolletti, and 90° V-notch weirs are structures that allow flow measurement based on head over the weir. Formulas are provided to calculate discharge for different measurement structures and examples are worked through.
This document provides information about a student's class project on sluice gates and fish ladders. It includes the aim, objectives, introduction, theory, structure, benefits, features, size, thickness, mechanism, apparatus, and procedure for investigating flow under a sluice gate. It also discusses fish ladders, their function, use in dams, maximum velocity, and purpose in diversion head works.
This document discusses spillways and energy dissipators for dams. It defines spillways as structures used to safely release surplus water from reservoirs. The main types of spillways are main, auxiliary, and emergency spillways. Spillways can also be classified based on their prominent features, such as free overflow, overflow, side channel, open channel, tunnel, shaft, and siphon spillways. Energy dissipators, such as stilling basins and bucket types, are also discussed to reduce the energy of water flowing from spillways. Common energy dissipator types include horizontal and sloping apron stilling basins, and solid roller, slotted roller, and ski jump bucket dissipators.
This document provides information about hydraulic structures and diversion head works. It discusses that a hydraulic structure disrupts natural water flow and examples include dams and weirs. It then describes the key components of diversion head works, including weirs, barrages, under-sluices, divide walls, river training works, fish ladders, and canal head regulators. The purpose and functions of each component are explained. Design considerations for weirs and barrages such as their cost, control of flow, and ability to incorporate transportation are compared.
Estimate coefficient of discharge for rectangular and V notches weirsNabeel Afzal
This document summarizes an experiment to estimate the coefficient of discharge for rectangular and V-notch weirs. The apparatus used includes a hydraulic bench, rectangular notch, V-notch, and stopwatch. The procedure involves measuring the notch dimensions, setting up the apparatus, taking head and flow rate measurements, and calculating the theoretical and actual discharge and coefficient of discharge. Observations were then recorded for different heads for both the rectangular and V-notch weirs.
Irrigation Wter Measurement and Water Conveyance SystemsMd Irfan Ansari
This document discusses soil water and methods for measuring irrigation water. It contains the following key points:
1. Soil can hold water in three ways: gravitational water flows through large pores, capillary water is held in small pores and available to plants, and hygroscopic water forms a thin film around particles and is not available to plants.
2. Common methods to measure irrigation water include the volumetric method, float method, current meter method, and using measuring structures like weirs and orifices.
3. Weirs can be rectangular, trapezoidal, triangular, or broad crested. Water depth over the weir crest is called the head and is used to calculate discharge. Orif
Spillways are structures used to release surplus flood waters from a reservoir in a controlled manner. The main types of spillways include ogee or overflow spillways, chute spillways, morning glory spillways, and siphon spillways. To determine spillway capacity, engineers study past flood data and rainfall records to calculate the maximum probable flood, then add a margin of safety like 25%. This establishes the required discharge capacity. Energy dissipators like stilling basins are also important to safely discharge flood waters downstream.
This document provides an overview of spillways, including:
- Spillways are important structural components of dams that evacuate flood waters from reservoirs.
- The main types of spillways discussed are straight drop, overflow, chute, side channel, shaft, siphon, labyrinth, baffled chute, and cascade spillways.
- Overflow spillways are the most common type and allow flood waters to flow over an ogee-shaped crest. Design considerations for overflow spillways include crest profile, gates, discharge equations, and preventing cavitation.
The document discusses the design of hydraulic structures and spillways. It defines a spillway as a structure used to safely release water from a dam. The key components of a spillway are the approach facility, discharging conduit, and outlet structure. Seven common types of spillways are described: straight drop, ogee, shaft, chute, side channel, siphon, and labyrinth. Advantages include safely discharging large volumes of water to prevent dam overtopping. Energy dissipation methods at the spillway end such as steps, flip buckets, and stilling basins are also outlined to prevent erosion. Safety measures around spillway operation are mentioned.
1. A spillway is a structure constructed near a dam to safely discharge surplus water from the reservoir. Spillways are designed to have sufficient capacity, be structurally sound, and safely discharge water downstream.
2. Ogee spillways are commonly used as they guide water smoothly over the crest, maintaining contact between the water and spillway surface. The downstream profile of an ogee spillway is designed using equations that consider the design head and constants related to the upstream face inclination.
3. The upstream profile of an ogee spillway has a crest with zero slope to ensure continuous flow. Design aims to avoid profiles that are too sharp or broad, which can cause pressure changes and inefficient discharge
Spillways are structures built to safely discharge water from reservoirs when inflow exceeds capacity. There are several types of spillways classified by purpose, control method, and design features. Ogee spillways are commonly used as they efficiently guide water over the crest with minimum turbulence. Proper sizing is critical using hydrologic studies. Gates can control flow and include flashboards, radial gates, and vertical lift gates. Energy dissipation downstream is also important spillway design consideration.
This document discusses various types of canal regulation works including cross regulators, head regulators, canal escapes, silt control devices, canal outlet works, and flow meters.
It defines cross regulators and head regulators as structures used to control water flow from a main canal to an off-taking channel. It also describes different types of canal escapes used to discharge surplus water. Finally, it discusses canal outlet works and how flow meters like Parshall flumes are used to measure water flow in irrigation channels.
This document discusses flow measurement techniques. It begins by describing flow through an orifice and defining related terms like vena contracta. It then discusses hydraulic coefficients like the coefficient of velocity and contraction. Methods for experimentally determining these coefficients are provided. Other flow measurement devices described include Venturimeters, orifice plates, Pitot tubes, and notches/weirs. Equations for calculating flow using these various devices are derived. The document concludes by examining emptying and filling of reservoirs with and without inflow.
The document discusses different types of canal regulation structures used to control water flow and levels in canals. It describes canal falls/drops, which regulate water supply levels when there is a change in canal bed elevation. Distributary head regulators control water supply to off-taking channels, while cross regulators control water levels and downstream discharge. Canal escapes dispose of excess water during heavy rains and canal outlets connect watercourses to distributary channels. Specific types of falls discussed include ogee, rapid, stepped, notch, and vertical drop falls. Design considerations for cross regulators and distributary head regulators include crest length, cutoff depths, and equations to calculate design discharge and head over the regulator.
This document presents a case study on the construction of a 3-row hume pipe culvert in Raisen, Madhya Pradesh, India. A group of 5 civil engineering students from NRI Institute of Science and Technology conducted the study under the guidance of their professor. The report includes details of the culvert design, drawings, cost estimation, and conclusions from the project. The students analyzed the construction of a culvert using 3 rows of 1-meter diameter hume pipes to convey runoff between two locations.
The document provides guidance on safely reaching the apex during difficult root canal treatments. It describes flaring the coronal part of the canal using stainless steel hand files or nickel-titanium rotary instruments to remove restrictions before attempting to reach the apex. Precise techniques are outlined for using files and Gates Glidden drills to shape the canal while avoiding errors that could lead to perforations or ledges. Reaching the apex may then be possible with files that previously could not progress fully.
050218 chapter 7 spillways and energy dissipatorsBinu Karki
The document discusses different types of spillways and energy dissipaters used in dams. It describes overflow or ogee spillways, chute spillways, and other spillway types. The main purposes of spillways are to safely release surplus water from the reservoir and regulate floods. Energy dissipaters, like stilling basins, are structures that reduce the high kinetic energy of water flowing from spillways to prevent erosion. Hydraulic jumps, baffle blocks, and deflector buckets are common dissipater types discussed in the document. Design considerations like discharge calculations, basin length, and tailwater conditions are also covered.
spillway,types of spillways,
Design principles of Ogee spillways ,Spillway gates. Energy
Dissipaters and Stilling Basins Significance of Jump Height Curve and Tail Water Rating
Curve,
USBR and Indian types of Stilling Basins.
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 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.
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.
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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.
• On 25 May 1606 Guru Arjan nominated his son Sri Hargobind Ji as his successor. Shortly
afterwards, Guru Arjan was arrested, tortured and killed by order of the Mogul Emperor
Jahangir.
• Guru Hargobind's succession ceremony took place on 24 June 1606. He was barely
eleven years old when he became 6th Guru.
• As ordered by Guru Arjan Dev Ji, he put on two swords, one indicated his spiritual
authority (PIRI) and the other, his temporal authority (MIRI). He thus for the first time
initiated military tradition in the Sikh faith to resist religious persecution, protect
people’s freedom and independence to practice religion by choice. He transformed
Sikhs to be Saints and Soldier.
• He had a long tenure as Guru, lasting 37 years, 9 months and 3 days
6. A weir is a small overflow-type dam commonly
used to raise the level of a river or stream.
Weirs have been used to create mill ponds in
such places. Water flows over the top of a weir.
7. Some weirs have sluice gates which release
water at a level below the top of the weir.
The crest of an overflow spillway on a large dam
is often called a weir.
9. Sharp-crested weirs are used in the
measurement of irrigation water. The
sharp edge in the crest causes the
water to spring clear of the crest, and
thus accurate measurements can be
made.
10. Broad-crested weirs: are commonly
incorporated in hydraulic structures of various types
and, although sometimes used to measure water
flow, this is usually a secondary function.
11. In simples state weir consists of:
A bulkhead of timber,
Metal or concrete with an opening of fixed dimensions
cut in its top edge (weir notch)
Its bottom edge is the weir crest.
The depth of flow over the crest is called the head (H).
The overflowing sheet of water is known as the nappe.
14. Open-channel discharge measurement structures
(a) Side view of a sharp-crested weir, (b) Front view of a rectangular
weir and (c) Front view of a triangular (V-notch) weir.
Broad-crested weir
27. When the sides of the flow channel act as the
ends of a rectangular weir, no side contraction
exists, and the nappe does not contract from the
width of the channel
A Suppressed Weir is:
30. For a rectangular sharp-crested weir that takes
end contractions into account and neglecting the
velocity of approach, the discharge is determined
by:
Where:
L is the crest length (l), and
n is the number of end contractions
34. In some cases, the weir is made significantly
longer than the width of the river by forming it in a
'U' shape or running it diagonally, instead of the
short perpendicular path.
Weirs are used in conjunction with locks, to
render a river navigable and to provide even flow
for navigation.
Function
35. Weirs are used in conjunction with locks
A long weir is made to allow a lot of water with a
small increase in over flow depth.
36. Broad crested weirs are robust structures (
نشأم
هيلكه
قوي
) that
are generally constructed from reinforced concrete and
which usually span the full width of the channel. They are
used to measure the discharge of rivers, and are much
more suited for this purpose than the relatively flimsy sharp
crested weirs.
Additionally, by virtue of being a critical depth meter, the
broad crested weir has the advantage that it operates
effectively with higher downstream water levels than a
sharp crested weir.
Board Crested Weir
41. A duck bill weir is a type of long-crested weir that is
designed to control water levels.
As shown in the next slide, the design of a duck bill
weir involves a staggered weir crest that has the
appearance of teeth or duck bills. This staggering
effect increases the weir crest length while
minimizing the footprint of the weir.
The result is a smaller weir that is effective at
the upstream water depth.
What is a Duck-bill Weir?
45. Even though the water around weirs can often
appear relatively calm, they are dangerous places to
boat, swim or wade; the circulation patterns on the
downstream side can submerge a person indefinitely.
46. Weirs allow hydrologists and engineers a simple
method of measuring the rate of fluid flow in small to
medium-sized streams, or in industrial discharge
locations.
Since the geometry of the top of the weir is known,
and all water flows over the weir, the depth of water
behind the weir can be converted to a rate of flow.
47. The calculation relies on the fact that fluid will
pass through the critical depth of the flow regime
in the vicinity of the crest of the weir.
A weir will artificially reduce the upstream water
velocity, which can lead to an increase in siltation
(see next slide).
48.
49. The following general rules should be observed in the
construction and installation of weirs.
A weir should be set at right angles to the
direction of flow in a channel that is straight for a
distance upstream from the weir at least ten
times the length of the weir crest.
Construction and Placement
50. The crest and sides of the weir should be
straight and sharp-edged. The crest of the
rectangular and Cipolletti weirs should be level
and the sides should be constructed at exactly
the proper angle with the crest.
Each side of the V-notch weir should make a
45° angle with a vertical line through the vertex
of the notch.
51. Avoid restrictions in the channel below the weir that
would cause submergence. The crest must be
placed higher than the maximum downstream
water surface to allow air to enter below the nappe.
The channel upstream should be large enough to
allow the water to approach the weir in a smooth
stream, free from eddies, and with a mean velocity
not exceeding 0.3 foot per second.
59. Qact Actual discharge,
B Width of the weir,
H Head on the weir,
Cd Coefficient of discharge.
Rectangular Weir Equation
60. A V-shaped notch is a vertical thin plate which is placed
perpendicular to the sides and bottom of a straight channel is
defined as a V-notch sharp-crested weir. The line which bisects
(
ينصف
) the angle of the notch should be vertical and at the same
distance from both sides of the channel .
The V-notch sharp-crested weir is one of the most precise (
دقة
)
discharge measuring devices suitable for a wide range of flow.
In international literature, the V-notch sharp-crested-weir is
frequently referred to as the ‘Thomson weir’.
Triangular or V-Notch Weir
70. A side-flow weir is a structure installed along the
side of a main channel or pipe.
They are used to divert flow during high flow
conditions.
These types of weirs are commonly seen in
irrigation and sewer systems.
71.
72.
73. A V-notch weir is to be designed to measure an
irrigation channel flow. For case in reading the
upstream water-level gage, a reading is desired for
the design flow rate of 150 m3/h. .
What is the appropriate angle for the V notch? Take
Cd = 0.62.
Worked Example
74. The designed flow rate
The actual flow rate for a sharp-crested triangular ( V
notch angle) is
H
76. The rectangular sharp-crested weir shown in the below figure is used to
maintain a relatively constant depth in the channel upstream of the weir.
I. How much deeper will the water be upstream of the weir during a
flood when the flowrate is 45 ft3/s compared to normal conditions
when the flowrate is 30 ft3/s? Assume the weir coefficient remains
constant at Cd = 0.62.
II.Repeat the calculations if the weir of part (a) is replaced by a
rectangular sharp-crested “duck bill” weir that is oriented at an
angle of 30o relative to the channel centerline as shown in Figure.
The weir coefficient remains the same.
Worked Example
77. For case (a):
Q = 30 ft3/s when B = 20 ft, Cwr = 0.62
……………(1)
B
Worked Example
78. If the discharge is increased to Q =45ft3/s
If the discharge is increased to Q =45ft3/s with keeping “B”, Cwr
…………………………….(2)
…………………………….(3)
Worked Example
80. If the discharge is increased to Q =45ft3/s
If the discharge is increased to Q =45ft3/s with keeping “B”, Cwr
…………………………….(2)
…………………………….(3)
Worked Example
97. 97
Specific Energy
“Specific energy: is the total mechanical energy with respect
to the local invert elevation of the channel”.
We can write 𝐸𝑆 = 𝑦 + 𝛼
𝑉2
2 𝑔
=
𝑦 + 𝛼
𝑄 𝐴 2
2 𝑔
≅ 𝑦 +
𝑄 𝐴 2
2 𝑔
(since 𝑉 = 𝑄 𝐴 )
98. For a given cross section, the flow area, A is a function of y, therefore the
specific energy is a function of Q and y,
We can thus study the variation of
98
Specific Energy
𝐸𝑆 ≅ 𝑦 +
𝑄 𝐴 2
2 𝑔
𝑦 𝑎𝑠 𝑎 𝑓𝑢𝑛𝑐𝑡𝑖𝑜𝑛 𝑜𝑓 𝐸𝑆
(Specific energy curve)
𝑦 𝑎𝑠 𝑎𝑓𝑢𝑛𝑐𝑡𝑖𝑜𝑛 𝑜𝑓 𝑄
(Specific Discharge curve)
𝐸𝑆 ≅ 𝑦 +
𝑄 𝐴 2
2 𝑔
For Q =
const
For y =
const.
99. 99
Let us consider a specific energy for a steady flow
𝒁 +
𝑷
𝝆 𝒈
+
𝑽𝟐
𝟐 𝒈 𝟏
= 𝒁 +
𝑷
𝝆 𝒈
+
𝑽𝟐
𝟐 𝒈 𝟐
+ 𝒉𝑳 𝟏 →𝟐
Note that since: 𝑄 = 𝐴. 𝑉 , we can write
𝐸𝑆 = 𝑦 + 𝛼 ∙
𝑉2
2 𝑔
= 𝑦 + 𝛼 ∙
𝑄2
2 𝑔∙ 𝐴2 ≅ 𝑦 +
𝑄2
2 𝑔∙ 𝐴2
Concept of Specific Energy
𝑃
𝜌 𝑔
+
𝑉2
2 𝑔
Specific
energy
Specific energy:
Is the total mechanic energy
with the local invert elevation
of the channel.
100. 100
For a given cross sectional, the flow area ”A” is a function of
”y”. Therefore, the specific energy is a function of “A” & “y”
𝑬𝑺 ≅ 𝒚 +
𝑸𝟐
𝟐 𝒈 ∙ 𝑨𝟐
We can thus study the function of:
𝒚 as a function of 𝑬𝑺
{Specific energy curve}
𝒚 as a function of 𝑸
{Specific discharge curve}
Concept of Specific Energy
for Q constant
for Es constant
101. 101
We wish to plot the specific energy curve ( i.e. ”y” as a function of “Es“ for
constant “Q”) .
𝑬𝑺 ≅ 𝒚 +
𝑸𝟐
𝟐 𝒈∙ 𝑨𝟐
One immediately sees that the curve has two asymptotes
For 𝑦 → 0, we have 𝐴 → 0, 𝑡ℎ𝑒𝑟𝑒𝑓𝑜𝑟𝑒 𝐸𝑆 → ∞
𝐹𝑜𝑟 𝑦 → ∞, we have 𝐴 → ∞, 𝑡ℎ𝑒𝑟𝑒𝑓𝑜𝑟𝑒 𝐸𝑆 → 𝑦
Specific Energy Curve
102. 102
In addition, for a given discharge “Q”, the curve has a minimum value 𝑦𝑐𝑟.
We will see about this minimum later in details.
Some observations imposed:
For a given 𝐸𝑆, there are always ( except when 𝑦𝑐𝑟 = 𝑦) two depths 𝑦1
& 𝑦2. They are called alternate depths.
The depth corresponding to minimum specific energy 𝐸𝑆 𝑚𝑖𝑛. is called
critical depth 𝑦𝑐𝑟.
Minimum specific energy 𝐸𝑆 𝑚𝑖𝑛. increases with increase discharge Q.
There are three possible flow regimes:
1. Sub-critical (𝑦 > 𝑦𝑐𝑟),
2. Critical (𝑦 ≥ 𝑦𝑐𝑟), and
3. Super-critical (𝑦 < 𝑦𝑐𝑟).
109. 109
Critical Depth and its Importance
Critical depth in a channel “𝑦𝑐𝑟” is the flow depth at which:
The specific energy at which “𝐸𝑆 𝑚𝑖𝑛." for a given discharge “Q”.
The discharge is maximum “𝑄𝑚" for a give specific energy “𝐸𝑆 ".
𝐸𝑆 − ℎ𝑐𝑟 =
𝑦ℎ
2
Recall that:
𝑄𝑚 = 2 𝑔 ∙ 𝐸𝑆 − ℎ𝑐𝑟 & 𝑄𝑚 = 2 𝑔 ∙ 𝑦ℎ
The average velocity corresponding to the critical depth
𝑉
𝑐𝑟 = 2 𝑔 ∙ 𝑦ℎ &
𝑉𝑐𝑟
2
2 𝑔
=
𝑦𝑐𝑟
2
112. 112
Chezy and Manning Coefficients
Attention Dimensional Coefficients
Chezy Equation
Manning-Strickler Equation
𝐶 𝐿1 2
∙ 𝑆−1
𝑛 𝐿−1 3
∙ 𝑆−1
Tables are available for various
surfaces
Tables are available for various
surfaces
113. 113
Depth of flow for a given discharge, where the specific
energy is at a minimum,
Occurs when 𝑑𝐸𝑆 𝑑𝑦 = 0 and 𝐹𝑟= 1,
It is important to calculate 𝑦𝑐𝑟 in order to determine if the
flow in the channel will be sub-critical or super-critical,
Can be found through specific energy diagram
Critical Depth
116. 116
Best Hydraulic Section (Most Efficient Cross-section)
What is best hydraulic section?
A section that gives the largest flow area for the smallest
perimeter.
For a rectangular channel,
𝐴 = 𝐵 𝑦 & 𝑃 = 𝐵 + 2 𝑦 ∴ 𝑃 =
𝐴
𝑦
+ 2 𝑦
Let us keep “A” as constant “P” is only a function of “y”. Let
us vary “y” to minimize the perimeter:
𝑑𝑃
𝑑𝑦
= −
𝐴
𝑦2 + 2 = 0 →
𝐴
𝑦2 = 2
→
𝐵 𝑦
𝑦2
= 2 → ∴ 𝐵 = 2𝑦
To obtain best hydraulic section the width must equal
twice the depth.
117. 117
y
B = 2 y
T = 2 r
r
Rectangular Channel Semi-circle Channel
118. 118
The triangular drainage ditch shown in the figure, has a side slope of Z
= 2, Find:
The critical depth, ycr, for a discharge of Q = 0.35 m3/s and the
corresponding minimum specific energy.
Calculate the discharge if the flow depth is y = 0.60 m
(The channel has a Manning’s coefficient of n = 0.025 m-1/3/ S and
a bed slope of So = 0.001.
y
Z
1
T
119. Solution
Froude number for a triangular channel is given by :
𝐹𝑟 =
𝑉
𝑔 ∙ 𝑦ℎ
When the flow is critical, we have: 𝐹𝑟
2 = 1.0 =
𝑄2∙ 𝑇
𝑔 ∙ 𝐴3
𝑦= 𝑦𝑐𝑟
∴
𝑄2
𝑔
=
𝐴3
𝑇 𝑦= 𝑦𝑐𝑟
For a triangular channel, we have
𝐴 = 𝑍 ∙ 𝑦2
& 𝑦ℎ =
𝐴
𝑇
=
𝑍 𝑦2
2 𝑍 𝑦
=
𝑦
2
Substituting into Eq. (1) gives:
𝑄2
𝑔
=
𝐴3
𝑇 𝑦= 𝑦𝑐𝑟
=
𝑍 𝑦2 3
2 𝑍 𝑦
𝑦= 𝑦𝑐𝑟
=
𝑦𝑐𝑟
5
2
∴ 𝑦𝑐𝑟 =
5 2 𝑄2
𝑔
=
5 2 ×0.352
9.81
= 0.362 𝑚
119
121. Solution
The geometric relationships for a trapezoidal channel can be calculated follows:
𝑇 = 𝐵 + 2 𝑍 𝑦 = 2.0 + 2 × 1.5 × 0.56 = 3.68𝑚
𝐴 = 𝑦 𝐵 + 𝑍 𝑦 = 0.56 (2.0 + 1.5 × 0.56) = 1. 59 𝑚2
𝑃 = 𝐵 + 2 𝑦 𝑍2 + 1 = 2.0 + 2 × 0.56 1.5 2 + 1 = 4.02 𝑚
𝑅ℎ = 𝐴 𝑃 = 1.59 4.02 = 2.0 + 2 × 1.5 × 0.56 = 0.396 𝑚
𝑦ℎ = 𝐴 𝑇 = 𝐴 𝑃 = 1.59 3.65 = 0.43 𝑚
121
A trapezoidal channel having a bottom width of B = 2.0 m and side slope of Z =
1.5 carries a uniform flow with a depth of y = 0.56 m. The channel has a bed slope
of So = 0.005 and the coefficient of Manning is 0.03.
What is the discharge of a uniform flow?
What is the regime of flow?
122. 1.5
1.0
y = 0.56 m
T = 0.56 m
B = 2.0 m
The discharge using Manning equation 𝑄 =
𝑘
𝑛
∙ 𝑅ℎ
2 3
∙ 𝑆𝑜
1 2
∙ 𝐴
or
𝑄 =
𝑘
𝑛
∙ 𝑅ℎ
2 3
∙ 𝑆𝑜
1 2
∙ 𝐴
=
1
0.03
× 0.3962 3
× 0.0051 2
× 1.59 = 2.02 𝑚3
/𝑆
To determine the regime of the flow, Froude number for a trapezoidal
channel is given by: 𝐹𝑟 =
𝑉
𝑔×𝑦=𝑦ℎ
=
𝑄
𝐴. 𝑔× 0.435
=
2.02
1.59 × 9.81×0.43
= 0.62
Since 𝐹𝑟 = 0.62 < 1.0, the uniform flow is sub-critical
123. 123
Depth of flow for a given discharge, where the specific
energy is at a minimum,
Occurs when 𝑑𝐸𝑆 𝑑𝑦 = 0 and 𝐹𝑟= 1,
It is important to calculate 𝑦𝑐𝑟 in order to determine if the
flow in the channel will be sub-critical or super-critical,
Can be found through specific energy diagram
Computation of Critical Depth
124. A rectangular laboratory channel has a width of B=2.0 m wide and a
Manning coefficient n = 0.020 m-1/3/ s.
What should be the bed slope to achieve a critical uniform flow in this
channel for a discharge of Q = 3.0 m3/s?
(Hint: critical uniform flow is achieved when uniform flow depth for a
given discharge is equal to critical depth for the same discharge
Froude number for a rectangular channel is given by:
𝐹𝑟 =
𝑉
𝑔 ∙ 𝑦ℎ=𝑦
or 𝐹𝑟
2
= 1.0 =
𝑄2∙ 𝑇
𝑔 ∙ 𝐴3
𝑦= 𝑦𝑐𝑟
=
𝑄2∙𝐵
𝑔 ∙ 𝐵∙𝑦 3
𝑦= 𝑦𝑐𝑟
𝑦𝑐𝑟 =
3 𝑄2
𝑔 ∙ 𝐵2 𝑦𝑐𝑟 =
3 32
9.81×22 =𝟎. 𝟔𝟏𝟐 𝑚
124
Solution
126. Characteristics:
Unstable surface
Series of standing waves
Occurrence
Broad crested weir (and other weirs),
Channel controls (rapid changes in cross-
section),
Over falls,
Change in channel sloe from mild to steep
slope,
Used for flow measurements. 126
Critical Depth 𝑑𝐸𝑠 𝑑𝑦 = 0
128. Specific Energy : Sluice Gate
𝐸𝑆,1 = 𝐸𝑆,2
𝐸𝑆
Given: downstream depth and discharge
Find : Upstream depth ?
𝑦1& 𝑦2 are alternate depths (same specific energy)
Why not use momentum conservation to find 𝑦1????
129. The Hazen–Williams equation is used in the design of water
pipe systems such as fire sprinkler systems, water supply
networks, and irrigation systems. It is named after Allen
Hazen and Gardner Stewart Williams.
The Hazen-Williams equation has the advantage that:
the coefficient C is not a function of the Reynolds number,
but it has the disadvantage that it is only valid for water.
130. Also, it does not account for the temperature or viscosity
of the water.
The Hazen-Williams equation is limited to the flow of
water in pipe larger than 2.0 in. and smaller than 6.0
ft in diameter.
Velocity of flow should not exceed 10.0 ft/s
131.
132. Typical C factors used in design, which take into account
some increase in roughness as pipe ages are as follows:
Material C factor range
Asbestos-cement
Cast iron 10 years
Cast iron 20 years
Cast iron 30 years
Cast iron 40 years
Cast iron new
Cement-Mortar Lined Ductile Iron Pipe
Concrete
Copper
Fiber-reinforced plastic
Galvanized iron
Polyethylene
Polyvinyl chloride (PVC)
Steel
140
107 - 113
89 - 100
75 - 90
64 - 83
130
140
100 - 140
130 - 140
150
120
140
150
90 - 110
133. The general form can be specialized for full pipe flows. Taking
the general form,
Exponentiating each side by 1/0.54 gives (rounding exponents
to 3-4 decimals)
Rearranging gives:
and the discharge Q = A , V
148. A tank of 5 m2 plan area is fitted with a sharp-edged orifice of 5cm
diameter in its base. The coefficient of discharge of the orifice is 0.62.
Calculate:
The time taken for the level in the tank to fall from 2 meters depth to
0.5 meters depth.
If water is now admitted to the tank at a rate of 0.01 m3/s:
calculate the rate at which the surface will be rising when the depth
in the tank is 1 meter and the depth in the tank when the level
becomes steady.
149. An oil (S. G. = 0.92) flows through a vertical tube of 8 in diameter. The
flow is measured by a Venturi tube of 4 in. diameter throat with a U-tube
manometer, containing mercury, as shown in the figure. If Cd = 0.98,
what is:o
(a) the flow, for a manometer reading of 9 in ?
(b) the manometer reading, for a flow of 2 ft3/sec ?
150. A flow nozzle of 6 in diameter is placed in an 18 in diameter pipe. During
calibration the pressure differential was measured to be 10 psi for a flow
of 7.2 cfs and 17 psi for a flow of 9.3 cfs. Determine:
The discharge coefficient of the measuring nozzle (see Figure).
151. A 4-in. by 1-in. nozzle, shown in the figure, is attached to the
end of a 4-in hose line. The velocity of the water leaving the nozzles is 96
fps, the coefficient of velocity, Cv, is 0.96 and the coefficient of contraction,
Cc, is 0.80. Determine:
The necessary pressure at the base of the nozzle.
152. An orifice of area A0 and velocity coefficient Cv = 0.8 is installed in a pipe
of area Ap = 2A0. The pipe is attached to a dam as shown and the water
level in the dam is 100 ft. higher than the outlet from the reservoir. The
contraction coefficient of the orifice is unity. There are no other losses in
the pipe nor between the end of the orifice and the pipe. The velocity
leaving the pipe Vp is to be determined.