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,
WEIRS VERSUS BERRAGE
TYPES OF WEIRS
COMPONENT PARTS OF A WEIR
CAUSES OF FAILURE OF WEIRS & THEIR REMEDIES
DESIGN CONSIDERATIONS
DESIGN FOR SURFACE FLOW
DESIGN OF BARRAGE OR WEIR
The document discusses and compares the theories of Kennedy and Lacey regarding stable channel design for irrigation canals. Kennedy's theory is based on the concept of critical velocity to prevent silting, while Lacey's regime theory differentiates between true, initial, and final regimes and introduces the concept of a silt factor. The key differences between the two theories are also summarized.
The document discusses various methods for river training including constructing levees, guide banks, and spurs. Levees are embankments running parallel to rivers that are used to contain flood waters and protect areas from flooding. Guide banks are structures built to confine river flow within a reasonable waterway when constructing bridges or other works. Spurs are embankment structures built transverse to river flow to deflect currents away from banks and prevent erosion. The appropriate river training method depends on the river type, regime, and flow characteristics.
This document discusses specific energy in open channel flows. It defines specific energy as the total energy of a channel flow with respect to the channel bed. Specific energy is useful for analyzing critical flow conditions. For a given discharge, the variation of specific energy with depth forms a cubic parabola with two possible depths of flow (alternate depths). Critical flow occurs at the minimum specific energy where the two depths merge and the Froude number is 1. Equations are provided for calculating specific energy and critical flow properties in rectangular, triangular, and trapezoidal channel cross-sections. Examples demonstrate applying the equations to analyze specific energy, alternate depths, critical depth, and critical flow parameters.
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.
River training involves constructing structures along or across rivers to improve the river and protect its banks. It is necessary due to rivers frequently changing course in alluvial plains, which can erode banks and damage nearby land and property. River training structures are classified as transversal, perpendicular to flow to reduce velocity, or longitudinal, parallel to flow along banks. This document discusses various river training methods like guide banks, embankments, groynes and pitching, which are used to safely direct flood flows, prevent erosion and channel changes, and aid navigation. It provides design criteria for different structures and their components.
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.
WEIRS VERSUS BERRAGE
TYPES OF WEIRS
COMPONENT PARTS OF A WEIR
CAUSES OF FAILURE OF WEIRS & THEIR REMEDIES
DESIGN CONSIDERATIONS
DESIGN FOR SURFACE FLOW
DESIGN OF BARRAGE OR WEIR
The document discusses and compares the theories of Kennedy and Lacey regarding stable channel design for irrigation canals. Kennedy's theory is based on the concept of critical velocity to prevent silting, while Lacey's regime theory differentiates between true, initial, and final regimes and introduces the concept of a silt factor. The key differences between the two theories are also summarized.
The document discusses various methods for river training including constructing levees, guide banks, and spurs. Levees are embankments running parallel to rivers that are used to contain flood waters and protect areas from flooding. Guide banks are structures built to confine river flow within a reasonable waterway when constructing bridges or other works. Spurs are embankment structures built transverse to river flow to deflect currents away from banks and prevent erosion. The appropriate river training method depends on the river type, regime, and flow characteristics.
This document discusses specific energy in open channel flows. It defines specific energy as the total energy of a channel flow with respect to the channel bed. Specific energy is useful for analyzing critical flow conditions. For a given discharge, the variation of specific energy with depth forms a cubic parabola with two possible depths of flow (alternate depths). Critical flow occurs at the minimum specific energy where the two depths merge and the Froude number is 1. Equations are provided for calculating specific energy and critical flow properties in rectangular, triangular, and trapezoidal channel cross-sections. Examples demonstrate applying the equations to analyze specific energy, alternate depths, critical depth, and critical flow parameters.
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.
River training involves constructing structures along or across rivers to improve the river and protect its banks. It is necessary due to rivers frequently changing course in alluvial plains, which can erode banks and damage nearby land and property. River training structures are classified as transversal, perpendicular to flow to reduce velocity, or longitudinal, parallel to flow along banks. This document discusses various river training methods like guide banks, embankments, groynes and pitching, which are used to safely direct flood flows, prevent erosion and channel changes, and aid navigation. It provides design criteria for different structures and their components.
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.
Types- selection of the suitable site for the diversion headwork components
of diversion headwork- Causes of failure of structure on pervious foundation- Khosla’s theory- Design of concrete sloping
glacis weir.
Topics:
1. Types of Gravity Dam
2. Forces Acting on a Gravity Dam
3. Causes of failure of Gravity Dam
4. Elementary Profile of Gravity Dam
5. Practical Profile of Gravity Dam
6. Limiting height of Gravity Dam
7. Drainage and Inspection Galleries
This document provides an overview of different seepage theories used in the design of hydraulic structures. It discusses three main theories: 1) Bligh's creep theory, which assumes seepage follows the base contour of the structure; 2) Lane's weighted creep theory, which applies a weighting factor to horizontal seepage; and 3) Khosla's theory, which models seepage using streamlines and flow nets derived from the Laplace equation. The document explains how each theory can be used to calculate hydraulic gradients, uplift pressures, and ensure safety against piping and structural failure. Examples are provided to demonstrate applying the theories to calculate uplift pressures and required floor thickness at different points.
Topics:
1. Types of Diversion Head Works
2. Weirs and Barrages
3. Layout Diversion Head Works
4. Causes of Failures of Weirs and Barrages on Permeable Foundations
5. Silt Ejectors and Silt Excluders
This document discusses different types of canal falls, which are structures constructed to lower the bed level of a canal. It describes seven common types of falls: ogee fall, rapid fall, trapezoidal fall, stepped fall, montague fall, vertical drop fall, and straight glacis fall. Each type is suitable for different conditions depending on factors like the height of fall, discharge, site topography, and cost. The document provides details on the design and suitability of each type of canal fall.
Chapter 8:Hydraulic Jump and its charactersticsBinu Khadka
The document discusses hydraulic jumps, which occur when flow transitions from supercritical to subcritical. Hydraulic jumps are characterized by an abrupt rise in water surface with turbulence and eddies, dissipating energy. The depths before and after are called conjugate depths. Classification of jumps include undular, weak, oscillating and steady based on Froude number, and free, repelled and submerged based on tailwater depth. Key variables discussed are conjugate depths, jump height and length, and efficiency. Equations are presented for calculating conjugate depths based on conservation of specific force and energy.
This document provides an overview of spillways and flood control works for dams. It discusses the key components and design considerations for spillways, including approach channels, control structures, discharge carriers, terminal structures, and energy dissipaters. It describes different types of spillways like overflow, trough, siphon, and side channel spillways. Design aspects for spillway crest gates like radial and drum gates are covered. The document also discusses intake and outlet works for reservoirs, including their components and functions.
The document discusses the hydraulic jump, which is the rise in water level caused by the transformation from unstable supercritical flow to stable subcritical flow. It causes energy loss due to turbulence and eddies. Applications include mixing chemicals, maintaining downstream water levels for irrigation, and removing air from pipes. The hydraulic jump typically occurs below structures like weirs, due to obstructions, or changes in channel slope. It dissipates surplus energy and creates disturbances like eddies and reverse flow that can remove pollution. The problem finds the depth of flow after a hydraulic jump in a 4m wide channel with a discharge of 16 m3/s, given an upstream depth of 0.5m.
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 contains information about notches and weirs used to measure fluid discharge. It defines notches and weirs, describes common types of each including rectangular, triangular, trapezoidal, and Cippoletti, and provides the key equations for calculating discharge over each type. The main difference between notches and weirs is that notches are openings in tank walls used to measure small discharges, while weirs are larger concrete structures built across rivers or canals to measure larger discharges.
This document provides guidelines for designing irrigation channels, including:
1. Typical canal cross-sections, side slopes, berms, freeboard, banks, and other design elements are described.
2. Methods for calculating balancing depth to minimize earthworks and borrow pits are outlined.
3. The design procedure is demonstrated through an example that involves plotting longitudinal sections, calculating discharges and losses, and using Garret's diagram to determine channel dimensions.
Regulation works are structures constructed to regulate water flow in canals. The main types are head regulators, cross regulators, canal escapes, and canal outlets. Head regulators control water entry into off-taking channels from parent channels. Cross regulators are located downstream of off-takes and help control water levels and closures for repairs. Canal outlets connect distribution channels to field channels and supply water to irrigation fields at regulated discharges.
energy dissipator in hydraulic structure Kiran Jadhav
This document discusses energy dissipators, which are structures that reduce the kinetic energy of water flowing over spillways to prevent erosion. It describes two main types of energy dissipators - stilling basins and bucket dissipators. Stilling basins use either horizontal or sloping concrete aprons and hydraulic jumps to dissipate energy. Bucket dissipators include solid roller, slotted roller, and ski jump designs. The document explains how dissipator selection depends on the relationship between tailwater curve and flow depth. Appropriate dissipators maintain stable hydraulic jumps or direct flow into the air to safely dissipate kinetic energy for different tailwater conditions.
The document discusses gradually varied flow in open channels. It defines gradually varied flow as flow where the depth changes gradually along the channel. It presents the assumptions and governing equations for gradually varied flow analysis. It also describes different types of water surface profiles that can occur, such as mild slope, steep slope, critical slope, and adverse slope profiles. The key methods for analyzing water surface profiles, including direct integration, graphical integration, and numerical integration are summarized.
This document summarizes uniform flow in open channels. It defines open channels as streams not completely enclosed by boundaries with a free water surface. Open channels can be natural or artificial with regular shapes. Uniform flow occurs when the depth, area, velocity and discharge remain constant in a channel with a constant slope and roughness. The Chezy and Manning formulas are presented to calculate mean flow velocity from hydraulic radius, slope and conveyance factors. Examples are given to solve for velocity, flow rate, and channel slope using the formulas.
This document discusses river engineering and types of river training works. It describes guide bank systems, groynes/spurs, and different types of groynes used to control river flows, including permeable tree groynes and pile groynes. The key factors in designing groynes are discussed, such as their length, materials used, and how they can be configured to attract, deflect, or repel river flows and sedimentation. Different specialized groynes are also introduced, such as hockey-shaped, T-headed, and inverted L-shaped groynes.
This document provides an overview of open channel hydraulics. It begins by outlining the key concepts that will be covered, including open channel flow, basic equations like Chezy's and Manning's equations, and the concept of most economical channel sections. The document then defines open channel flow and compares it to pipe flow. It discusses various channel types and flow types in open channels. Empirical formulas for determining coefficients in the open channel flow equations are presented. Examples of applying the Manning's equation to calculate flow rate and velocity are shown. The concept of the most economical channel section is explained for rectangular and trapezoidal channel shapes.
The document describes the components and purposes of weirs and barrages. Weirs and barrages are solid structures built across rivers to raise water levels and divert water into canals. The main differences are that barrages use gates to regulate flow, while weirs use crest height. Barrages are more expensive than weirs. The structures are used to control water levels and flows, prevent flooding, divert water, and train rivers to reduce impacts on canal headworks. Key components include the main body, divide wall, under sluices, fish ladder, sheet piles, apron, and river training works.
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.
Structures placed in channels can control or measure water flow. Common structures include weirs and orifices. Weirs have a crest over which water flows. As head increases, flow increases dramatically for weirs. Sharp-crested weirs come in triangular, rectangular, and trapezoidal shapes. Broad-crested weirs support flow longitudinally. Orifices are openings where flow occurs. At low heads, orifices can act as weirs. Pipes also control flow as head loss from entrance, bends, and friction must be considered. Multiple flow regimes like weir, orifice, and full pipe flow apply for drop inlet spillways depending on head. Rockfill outlets provide energy dissipation
Types- selection of the suitable site for the diversion headwork components
of diversion headwork- Causes of failure of structure on pervious foundation- Khosla’s theory- Design of concrete sloping
glacis weir.
Topics:
1. Types of Gravity Dam
2. Forces Acting on a Gravity Dam
3. Causes of failure of Gravity Dam
4. Elementary Profile of Gravity Dam
5. Practical Profile of Gravity Dam
6. Limiting height of Gravity Dam
7. Drainage and Inspection Galleries
This document provides an overview of different seepage theories used in the design of hydraulic structures. It discusses three main theories: 1) Bligh's creep theory, which assumes seepage follows the base contour of the structure; 2) Lane's weighted creep theory, which applies a weighting factor to horizontal seepage; and 3) Khosla's theory, which models seepage using streamlines and flow nets derived from the Laplace equation. The document explains how each theory can be used to calculate hydraulic gradients, uplift pressures, and ensure safety against piping and structural failure. Examples are provided to demonstrate applying the theories to calculate uplift pressures and required floor thickness at different points.
Topics:
1. Types of Diversion Head Works
2. Weirs and Barrages
3. Layout Diversion Head Works
4. Causes of Failures of Weirs and Barrages on Permeable Foundations
5. Silt Ejectors and Silt Excluders
This document discusses different types of canal falls, which are structures constructed to lower the bed level of a canal. It describes seven common types of falls: ogee fall, rapid fall, trapezoidal fall, stepped fall, montague fall, vertical drop fall, and straight glacis fall. Each type is suitable for different conditions depending on factors like the height of fall, discharge, site topography, and cost. The document provides details on the design and suitability of each type of canal fall.
Chapter 8:Hydraulic Jump and its charactersticsBinu Khadka
The document discusses hydraulic jumps, which occur when flow transitions from supercritical to subcritical. Hydraulic jumps are characterized by an abrupt rise in water surface with turbulence and eddies, dissipating energy. The depths before and after are called conjugate depths. Classification of jumps include undular, weak, oscillating and steady based on Froude number, and free, repelled and submerged based on tailwater depth. Key variables discussed are conjugate depths, jump height and length, and efficiency. Equations are presented for calculating conjugate depths based on conservation of specific force and energy.
This document provides an overview of spillways and flood control works for dams. It discusses the key components and design considerations for spillways, including approach channels, control structures, discharge carriers, terminal structures, and energy dissipaters. It describes different types of spillways like overflow, trough, siphon, and side channel spillways. Design aspects for spillway crest gates like radial and drum gates are covered. The document also discusses intake and outlet works for reservoirs, including their components and functions.
The document discusses the hydraulic jump, which is the rise in water level caused by the transformation from unstable supercritical flow to stable subcritical flow. It causes energy loss due to turbulence and eddies. Applications include mixing chemicals, maintaining downstream water levels for irrigation, and removing air from pipes. The hydraulic jump typically occurs below structures like weirs, due to obstructions, or changes in channel slope. It dissipates surplus energy and creates disturbances like eddies and reverse flow that can remove pollution. The problem finds the depth of flow after a hydraulic jump in a 4m wide channel with a discharge of 16 m3/s, given an upstream depth of 0.5m.
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 contains information about notches and weirs used to measure fluid discharge. It defines notches and weirs, describes common types of each including rectangular, triangular, trapezoidal, and Cippoletti, and provides the key equations for calculating discharge over each type. The main difference between notches and weirs is that notches are openings in tank walls used to measure small discharges, while weirs are larger concrete structures built across rivers or canals to measure larger discharges.
This document provides guidelines for designing irrigation channels, including:
1. Typical canal cross-sections, side slopes, berms, freeboard, banks, and other design elements are described.
2. Methods for calculating balancing depth to minimize earthworks and borrow pits are outlined.
3. The design procedure is demonstrated through an example that involves plotting longitudinal sections, calculating discharges and losses, and using Garret's diagram to determine channel dimensions.
Regulation works are structures constructed to regulate water flow in canals. The main types are head regulators, cross regulators, canal escapes, and canal outlets. Head regulators control water entry into off-taking channels from parent channels. Cross regulators are located downstream of off-takes and help control water levels and closures for repairs. Canal outlets connect distribution channels to field channels and supply water to irrigation fields at regulated discharges.
energy dissipator in hydraulic structure Kiran Jadhav
This document discusses energy dissipators, which are structures that reduce the kinetic energy of water flowing over spillways to prevent erosion. It describes two main types of energy dissipators - stilling basins and bucket dissipators. Stilling basins use either horizontal or sloping concrete aprons and hydraulic jumps to dissipate energy. Bucket dissipators include solid roller, slotted roller, and ski jump designs. The document explains how dissipator selection depends on the relationship between tailwater curve and flow depth. Appropriate dissipators maintain stable hydraulic jumps or direct flow into the air to safely dissipate kinetic energy for different tailwater conditions.
The document discusses gradually varied flow in open channels. It defines gradually varied flow as flow where the depth changes gradually along the channel. It presents the assumptions and governing equations for gradually varied flow analysis. It also describes different types of water surface profiles that can occur, such as mild slope, steep slope, critical slope, and adverse slope profiles. The key methods for analyzing water surface profiles, including direct integration, graphical integration, and numerical integration are summarized.
This document summarizes uniform flow in open channels. It defines open channels as streams not completely enclosed by boundaries with a free water surface. Open channels can be natural or artificial with regular shapes. Uniform flow occurs when the depth, area, velocity and discharge remain constant in a channel with a constant slope and roughness. The Chezy and Manning formulas are presented to calculate mean flow velocity from hydraulic radius, slope and conveyance factors. Examples are given to solve for velocity, flow rate, and channel slope using the formulas.
This document discusses river engineering and types of river training works. It describes guide bank systems, groynes/spurs, and different types of groynes used to control river flows, including permeable tree groynes and pile groynes. The key factors in designing groynes are discussed, such as their length, materials used, and how they can be configured to attract, deflect, or repel river flows and sedimentation. Different specialized groynes are also introduced, such as hockey-shaped, T-headed, and inverted L-shaped groynes.
This document provides an overview of open channel hydraulics. It begins by outlining the key concepts that will be covered, including open channel flow, basic equations like Chezy's and Manning's equations, and the concept of most economical channel sections. The document then defines open channel flow and compares it to pipe flow. It discusses various channel types and flow types in open channels. Empirical formulas for determining coefficients in the open channel flow equations are presented. Examples of applying the Manning's equation to calculate flow rate and velocity are shown. The concept of the most economical channel section is explained for rectangular and trapezoidal channel shapes.
The document describes the components and purposes of weirs and barrages. Weirs and barrages are solid structures built across rivers to raise water levels and divert water into canals. The main differences are that barrages use gates to regulate flow, while weirs use crest height. Barrages are more expensive than weirs. The structures are used to control water levels and flows, prevent flooding, divert water, and train rivers to reduce impacts on canal headworks. Key components include the main body, divide wall, under sluices, fish ladder, sheet piles, apron, and river training works.
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.
Structures placed in channels can control or measure water flow. Common structures include weirs and orifices. Weirs have a crest over which water flows. As head increases, flow increases dramatically for weirs. Sharp-crested weirs come in triangular, rectangular, and trapezoidal shapes. Broad-crested weirs support flow longitudinally. Orifices are openings where flow occurs. At low heads, orifices can act as weirs. Pipes also control flow as head loss from entrance, bends, and friction must be considered. Multiple flow regimes like weir, orifice, and full pipe flow apply for drop inlet spillways depending on head. Rockfill outlets provide energy dissipation
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.
Flow Over A Sharp Crested Weir ExperimentFarhan Sadek
This slide gives a short overview on the experiment mentioned above of Fluid Mechanics (sessional) course which is generally taught in Civil Engineering and Mechanical Engineering.
Contents:
- Introduction
- Theoretical Background
- Methods
- Result
- Application
- Conclusion & Discussion
about dam of archi that is cost effectiveFikaduDebiso
This document provides information on the design of concrete arch dams. Concrete arch dams are rigid structures with an upstream curvature that transmit water and structural loads to the valley sides through arch and cantilever action. They are well suited for narrow valleys. The document discusses design considerations for different types of arch dams including constant radius, constant angle, variable radius, and multiple arch dams. It also covers analysis methods such as thin cylinder theory and elastic arch theory for preliminary stress analysis.
- 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.
This document discusses the hydraulic design of culverts and bridges. It begins by defining culverts and bridges, noting that culverts are designed to allow submergence while bridges are not. It then covers culvert shapes, materials, end treatments, and key terminology. The remainder of the document discusses culvert hydraulic design considerations and approaches, including inlet control, outlet control, and formulas for calculating flow under various conditions. Design procedures are outlined, noting the iterative nature of selecting a culvert size that meets design constraints.
This document discusses the design of open channel sections to convey water flow in the most economical way. It examines rectangular, trapezoidal, triangular, and circular channel cross-sections. For rectangular channels, the most economical section is when the base width is twice the flow depth. For trapezoidal channels, the most economical section is when the side slopes are at an angle of 60 degrees from horizontal and the half top width is equal to the flow depth. Empirical flow equations like Chezy's and Manning's formulas are also presented to estimate normal flow velocities based on hydraulic radius and channel slope.
The document defines and describes bocatomas, which are hydraulic structures built on rivers or canals to extract part or all of the main water flow. It discusses their functions, components, classification, types, design considerations, and operation/maintenance. The key points are:
- Bocatomas extract water flows for uses like public water supply, irrigation, hydroelectric plants, industry, and more.
- They consist of elements like intake gates, sediment removal canals, barrages, traps, energy dissipaters, and spillways.
- Design involves factors such as location, topography, geology, hydrology, and ecology. Hydraulic calculations are also required.
- Pro
This document discusses critical flow in hydraulic engineering. It defines critical flow criteria as when specific energy is minimum, discharge is maximum, and the Froude number equals 1. Critical flow is unstable, and the critical depth is calculated using the section factor formula. The section factor relates water area, hydraulic depth, discharge, and gravitational acceleration. Hydraulic exponent is also discussed as it relates the section factor and critical depth for different channel geometries. Methods for calculating critical depth include algebraic, graphical, and using design charts. The document concludes by defining flow control and characteristics of subcritical, critical, and supercritical flow in a channel.
(1) Drop structures are used in canals to lower the water level along its course. There are several types of drop structures including vertical drops, inclined drops, piped drops, and farm drops.
(2) The main types of vertical drops discussed are the common straight drop, Sarda-type fall, and YMGT-type drop. Inclined drops include common chutes, rapid fall drops, and stepped cascades. Piped drops can be well drops or pipe falls.
(3) Each type has specific design considerations like crest shape and length, basin/stilling pool dimensions, upstream and downstream protections works, and guidelines for selection based on discharge and design head.
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 discusses different types of notches and weirs used for measuring flow rates of liquids. It provides formulas to calculate discharge over rectangular, triangular, trapezoidal, broad crested, narrow crested, and submerged/drowned weirs. Key points include: discharge over a triangular notch or weir is given by Q=8/15Cd tan(θ/2)√2gH(5/2); a broad crested weir has a width at least twice the head and discharge is maximized at Qmax=1.705CdL√2gH(3/2); submerged weirs are divided into a free section and drowned section to calculate total discharge.
The document discusses the design of an ogee spillway for a concrete gravity dam. It describes how shifting the curve of the nappe spillway profile can save concrete by becoming tangential to the downstream dam face. It then provides sample calculations for designing an ogee spillway based on given parameters like discharge rate, dam dimensions, and river levels. These include calculating the design head, developing the upstream and downstream spillway profiles, and considering factors that affect spillway design.
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 discusses the design of open channels. It describes the process of designing channels to prevent silting and scouring. The key steps are determining the depth, bed width, side slopes, and longitudinal slope of the channel based on the discharge and sediment load. It also discusses different channel types and design methods for rigid and erodible channels. The main design methods covered are the permissible velocity method and tractive force method for erodible channels. Design procedures and examples are provided for rectangular and trapezoidal channel sections.
The document discusses open channel design for both rigid boundary and erodible channels. It describes the key steps in designing trapezoidal channels including determining depth, bed width, side slopes, and longitudinal slope. For rigid boundary channels, the most common design approach is to use Manning's equation to select dimensions that produce non-silting, non-scouring velocities. For erodible channels, two common methods are discussed: the permissible velocity method, which ensures the mean flow velocity is below erosion thresholds; and the tractive force method, which involves equating tractive forces to critical shear stresses of the channel material.
This document provides a design summary for a weir on the River Cauvery near Thottilpatti Village in India. It first provides background context on water supply in Vellore District. It then describes the proposed project to tap water from the Cauvery to supply 148, 181, and 215 million liters per day to meet present, intermediate, and ultimate water demand projections. The document outlines the design of the weir using Bligh theory to determine crest levels, weir lengths, water levels, and structural dimensions like floor thickness to prevent undermining. Design calculations for weir dimensions, uplift forces, and sheet pile depths are shown.
Online train ticket booking system project.pdfKamal Acharya
Rail transport is one of the important modes of transport in India. Now a days we
see that there are railways that are present for the long as well as short distance
travelling which makes the life of the people easier. When compared to other
means of transport, a railway is the cheapest means of transport. The maintenance
of the railway database also plays a major role in the smooth running of this
system. The Online Train Ticket Management System will help in reserving the
tickets of the railways to travel from a particular source to the destination.
An In-Depth Exploration of Natural Language Processing: Evolution, Applicatio...DharmaBanothu
Natural language processing (NLP) has
recently garnered significant interest for the
computational representation and analysis of human
language. Its applications span multiple domains such
as machine translation, email spam detection,
information extraction, summarization, healthcare,
and question answering. This paper first delineates
four phases by examining various levels of NLP and
components of Natural Language Generation,
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contemporary trends, and challenges. Finally, we
discuss some available datasets, models, and
evaluation metrics in NLP.
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Networking is a telecommunications network that allows computers to exchange data. In
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2. Weir is a Small over flow-type dam generally used to
increase the level of a river or stream and it is also used to
measure the volumetric rate of water flow.
The discharge relationship for weirs is usually expressed as
Q= 2 /
L is the length of the weir
H is the head over the weir crest
g=9.81 m/sec2
and is the coefficient of discharge
5. 3-Based on effect of size on nappe
(a) Suppressed weir
(b) Contracted weir
4-Based on discharge condition
(a) Free falling weir
(b) Submerged Weir:
5-based on Ratio
(a) Weirs
(b) Sill
6-Special type of proportional weirs
(a) Linear proportional weir or Sutro weir
(b) Quadratic weir
6. (c) Logarithmic weir
(d) Exponential weir
(e) Baseless weir
7-Based on alignment
(a) Normal weir
(b) Side weir
(c) Oblique weir
8-Special type of weir
(a) Flat-Vee weir
(b) Large-Vee weir
(c) Labyrinth Weir
(d) Piano Key Weir(PKW)
(e) Duckbill weir
9. Q= 2 /
L is the length of weir
H is the head over the weir crest
and is the coefficient of discharge
The head H above the crest should be measured on the upstream of the
weir at a distance of 4 to 5 times the maximum head above the crest.
Some of these formulae which are commonly used are described
10.
11.
12.
13. (b.1) Triangular weir
Ventilation of a triangular weir is not necessary.
For measuring low discharge a triangular weir is very useful.
The nappe emerging from a triangular weir has the same shape
for all heads.
15. A trapezoidal weir is a combination of a rectangular and a triangular
weir. As such the discharge over such a weir may be determined by
adding the discharge over the two different types.
16.
17.
18. Q= 2 /
Cipolleti proposed the following equation for discharge
over a Cipolletti weir
Q=1.86L /
19. A parabolic weir is almost similar to spillway section of dam.
The weir body wall for this weir is designed as low dam. A
cistern is provided at downstream.
20. Q= (2 ) /
K is a constant of parabolic profile chosen
depends on head H and shape
Equation of profile is =
21. A circular sharp-crested weir is a circular control section used
for measuring flow in open channels, reservoirs, and tanks.
22. Q=ℵ .
, ℵ= ( ) , =f( )
d is the dia of circle
Given by Stevens (1957)
23.
24. This is the simplest device for flow measurement.
It is more suitable for large discharges.
The width of the weir is taken as the width of
the waterway.
The following equations is used:
5.1
3
2
3
2
HbgCQ cd
25. The discharge coefficient Cd equals 0.89.
To design the weir, H is the only unknown and can be calculated
from the equation.
If the characteristics of the weir are known, the
discharge can be evaluated from the equation.
26. S N Value of h/B Type of weir
1 0<(h/B)≤0.1 Long-crested
2 0.1<(h/B)≤0.4 Broad-created
3 0.4<(h/B)≤ 1.5to 1.9
(upper limit depends on h/p)
Narrow-crested
4 (h/B)≥ 1.5 to 1.9
(Lower limit depends on h/p)
Sharp-crested
29. (a) Free falling weir:
A weir is said to be a free falling weir if downstream liquid level
is below the weir crest.
30. (b) Submerged Weir:
If the downstream liquid level is above the crest level of the
weir the nappe is submerged and the weir is classified as
submerged weir.
31. is the head over weir and
P is the height of weir
32. Q= 2
Type Given By
Sill > 20
1.06(1 + ) / Kandaswamy
and Rouse
0-∞
[
+
+
+ 1
] .
Swamy
Weir ≤5 0.611+0.08 Rehbock
33. If H/P≤ 5.0 it is called Weirs and
H/P> 20 it is act as Sill
= 1.06
= 14.14
= 8.15
= 15
= /
If P=0 the weir is called Zero height Weirs.(By Sherman
,1967)
34. The weirs, in which the discharge is proportional to head, are known as proportional
weirs.
Q∝
(a) Linear Proportional weirs or SUTRO weir
This linear proportional weir was invented by Stout (1897) and modified
later bu Sutro (Pratt, 1914 ). Sutro replaced the infinite wings of the Stout
weir by a rectangular base weir based on graphical methods. Detailed
experiment were conducted on it by Soucek, Mavis, and Howe (1936). This
modified weir, terned the Sutro Weir, achieves a linear discharge-head
relation given by
Q=b(h+ )
b=wK / , K=2 ( ) / and =0.62
b=constant
35.
36. (b) Quadratic Weir
The quadratic weir with an infinite width at the water surface was
first obtained by Haszpra (1965). However, a practical weir with a
finite width designed by Keshava Murthy (1969) achieves a
discharge-head relation given by
38. (c) Logarithmic weir
The logarithmic weir was designed by Govinda Rao and Keshava
Murthy (1966) to achieve a discharge-head relation given by
Q=b ln(1+
/ .
/
)
The weir width become zero at a certain height for a given base
weir and then reaches a negative value.
39. Banks et al. (1968) designed a type of weirs which may be
termed exponential weirs to differentiate them from the
logarithmic weirs. The exponential weirs achieve a discharge-
head relation given by
Q=K
/
40. Two new type of weirs termed as new baseless weirs (designed
as NBW-1 and NBW-2) have been designed by Lakshmana Rao
and Chandrasekaran (1970a,1971) to achieve the discharge-head
relation given by
Q(NBW-1)=Kh ln(1+h/T) and
Q(NBW-2)=Kℎ /
ln(1+h/T)
In which T is a arbitrary dimensional parameter
41.
42. Based on alignment it may be Normal weir ,Side weir and
Oblique weirs.
(a) Normal Weir:
43.
44.
45. (a) Flat-Vee weir.
Flat vee weir are suitable for measuring accurately a wide range of
flows, relatively easy to install, and are economical. Such weir are
designed by modifying slightly the Crump weir.
46. To estimate the regime characteristics of a river in relation to
watershed protection and flood prevention measures. A vee Weir
with a very large apex angle and with very little crest width is
installed with weir crest slightly above the channel bed. Figure
shows the details of a Large vee weir.
47.
48. A labyrinth weir is a linear weir that is folded in plan-view to
increase the crest length for a given channel or spillway width.
Due to the increase in crest length, a labyrinth weir provides an
increase in discharge capacity for a given upstream driving head
relative to traditional linear weir structures. Labyrinth weirs are
particularly well suited for spillway rehabilitation where dam
safety concerns freeboard limitations, and a revised and larger
probable maximum flow have required replacement or
modification of the spillway
49.
50. The Piano Key Weir (PKW) is a particular geometry of weir
associating to a labyrinth shape the use of overhangs to reduce
the basis length. The PKW could thus be directly placed on a
dam crest. Together with its important discharge capacity for
low heads, this geometric feature makes the PKW an interesting
solution for dam rehabilitation. However, its hydraulic design
remains problematic, even at a preliminary stage.
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