This document discusses optimal and efficient channel cross-sections for open channel flow. It defines an optimal channel section as having minimum construction costs, considering excavation and lining costs. An efficient channel section maximizes discharge for a given cross-sectional area and roughness. The most hydraulically efficient shape allows the greatest flow for a given area. Formulas for uniform flow like Chezy and Manning equations are presented to calculate velocity and discharge as a function of roughness, slope, hydraulic radius and other variables. Examples are given to demonstrate computing the most efficient dimensions for a rectangular channel.
Flood routing is a technique to determine flood hydrographs downstream using data from upstream locations. As a flood wave moves through a river channel or reservoir, it is modified due to storage effects, resulting in attenuation of the peak and lag of the outflow hydrograph. Common flood routing methods include Modified Puls, Kinematic Wave, Muskingum, and Muskingum-Cunge. Dynamic routing uses the full St. Venant equations and requires numerical solutions. Selection of an appropriate routing method depends on characteristics of the channel/reservoir reach and complexity of analysis.
Hydraulic Exponent for Critical flow computationZeeshanSoomro7
This document discusses the computation of critical flow for open channel flow. It defines hydraulic exponent as the parameter M in the relation Z2=CyM, where Z is the section factor and y is the flow depth. For a trapezoidal channel, the hydraulic exponent M is derived to be 3. An example problem is presented to demonstrate calculating the critical depth, area, and velocity of a trapezoidal channel carrying 400 cubic feet per second using both algebraic and graphical methods. Both methods result in a critical depth of approximately 2.15 feet.
Engineering Hydrology deals with the occurrence, distribution, and movement of water on Earth. It studies the hydrologic cycle and water balance. Some key topics covered are:
- Precipitation measurement using rain gauges
- Estimating rainfall and adjusting records at stations with missing data
- Calculating average rainfall over an area using Thiessen polygons and isohyetal analysis
- Measuring evaporation and pan coefficients
- Quantifying infiltration rates using Horton's equation
The document provides information on various hydrological concepts and calculation methods through examples, including problems estimating rainfall, determining optimum rain gauge density, calculating lake evaporation losses, and quantifying infiltration depths and rates.
This document contains a syllabus for a hydrology course. It includes sections on catchment area, the water budget equation, and two examples. The catchment area section defines it as the area draining into a stream. The water budget equation accounts for precipitation, surface runoff, groundwater flow, evaporation, transpiration, and change in storage over a time period. Example 1 applies the water budget equation to a lake. Example 2 calculates runoff and non-runoff amounts for a storm event in a small catchment.
The document discusses open channel flow, providing definitions and key equations. It begins by defining an open channel as a channel with a free surface not fully enclosed by solid boundaries. Important equations for open channel flow are then presented, including Chezy's and Manning's equations for calculating velocity and discharge using variables like hydraulic radius, channel slope, and roughness coefficients. Factors influencing open channel flow like channel shape, surface roughness, and flow regime (e.g. laminar vs turbulent) are also addressed.
This document provides an overview of rating curves, which relate water stage to discharge in open channels. It discusses the measurement of stage and discharge, different types of rating curves, factors that affect rating curves, and extrapolation techniques. The key points are:
1. Stage is measured using staff gauges, sensors, or other devices, while discharge is typically measured using current meters, weirs, flumes or other hydraulic structures.
2. Rating curves can be developed for steady, uniform flow or non-steady, non-uniform flow. Factors like vegetation growth, sedimentation, and variable backwater can impact the curve.
3. Extrapolation is often needed to estimate peak or low discharges beyond
- Open channel flow occurs in natural settings like rivers and streams as well as human-made channels. It is characterized by a free surface boundary.
- Flow can be uniform, gradually varied, or rapidly varied depending on changes in depth and velocity over distance. Uniform flow maintains constant depth and velocity.
- Important parameters include the Froude number, specific energy, and wave speed. Hydraulic jumps and critical flow occur when the Froude number is 1.
- Flow is controlled using underflow gates, overflow gates, and weirs. Measurement relies on critical flow assumptions at weirs.
Flood routing is a technique to determine flood hydrographs downstream using data from upstream locations. As a flood wave moves through a river channel or reservoir, it is modified due to storage effects, resulting in attenuation of the peak and lag of the outflow hydrograph. Common flood routing methods include Modified Puls, Kinematic Wave, Muskingum, and Muskingum-Cunge. Dynamic routing uses the full St. Venant equations and requires numerical solutions. Selection of an appropriate routing method depends on characteristics of the channel/reservoir reach and complexity of analysis.
Hydraulic Exponent for Critical flow computationZeeshanSoomro7
This document discusses the computation of critical flow for open channel flow. It defines hydraulic exponent as the parameter M in the relation Z2=CyM, where Z is the section factor and y is the flow depth. For a trapezoidal channel, the hydraulic exponent M is derived to be 3. An example problem is presented to demonstrate calculating the critical depth, area, and velocity of a trapezoidal channel carrying 400 cubic feet per second using both algebraic and graphical methods. Both methods result in a critical depth of approximately 2.15 feet.
Engineering Hydrology deals with the occurrence, distribution, and movement of water on Earth. It studies the hydrologic cycle and water balance. Some key topics covered are:
- Precipitation measurement using rain gauges
- Estimating rainfall and adjusting records at stations with missing data
- Calculating average rainfall over an area using Thiessen polygons and isohyetal analysis
- Measuring evaporation and pan coefficients
- Quantifying infiltration rates using Horton's equation
The document provides information on various hydrological concepts and calculation methods through examples, including problems estimating rainfall, determining optimum rain gauge density, calculating lake evaporation losses, and quantifying infiltration depths and rates.
This document contains a syllabus for a hydrology course. It includes sections on catchment area, the water budget equation, and two examples. The catchment area section defines it as the area draining into a stream. The water budget equation accounts for precipitation, surface runoff, groundwater flow, evaporation, transpiration, and change in storage over a time period. Example 1 applies the water budget equation to a lake. Example 2 calculates runoff and non-runoff amounts for a storm event in a small catchment.
The document discusses open channel flow, providing definitions and key equations. It begins by defining an open channel as a channel with a free surface not fully enclosed by solid boundaries. Important equations for open channel flow are then presented, including Chezy's and Manning's equations for calculating velocity and discharge using variables like hydraulic radius, channel slope, and roughness coefficients. Factors influencing open channel flow like channel shape, surface roughness, and flow regime (e.g. laminar vs turbulent) are also addressed.
This document provides an overview of rating curves, which relate water stage to discharge in open channels. It discusses the measurement of stage and discharge, different types of rating curves, factors that affect rating curves, and extrapolation techniques. The key points are:
1. Stage is measured using staff gauges, sensors, or other devices, while discharge is typically measured using current meters, weirs, flumes or other hydraulic structures.
2. Rating curves can be developed for steady, uniform flow or non-steady, non-uniform flow. Factors like vegetation growth, sedimentation, and variable backwater can impact the curve.
3. Extrapolation is often needed to estimate peak or low discharges beyond
- Open channel flow occurs in natural settings like rivers and streams as well as human-made channels. It is characterized by a free surface boundary.
- Flow can be uniform, gradually varied, or rapidly varied depending on changes in depth and velocity over distance. Uniform flow maintains constant depth and velocity.
- Important parameters include the Froude number, specific energy, and wave speed. Hydraulic jumps and critical flow occur when the Froude number is 1.
- Flow is controlled using underflow gates, overflow gates, and weirs. Measurement relies on critical flow assumptions at weirs.
The document provides an overview and instructions for a training package on open channel flow for students of environmental engineering, outlining key concepts such as classifications of open channel flow, hydraulic elements, and examples of applying Manning's equation and Chezy equation to determine channel dimensions and flow parameters. The objectives are for students to understand flow in open channels, how to calculate area, hydraulic radius and depth using Manning and Chezy equations, and the concept of hydraulic jump.
This document discusses floods and methods for estimating peak flood discharge. It begins by defining a flood and design flood. It then describes various methods for estimating peak flood discharge, including using physical indicators, empirical formulas, unit hydrographs, the rational method, and flood frequency studies. As an example of applying the rational method, it calculates the peak discharge for a culvert project in Alberta, Canada with a 50-year return period. It also provides an example of using Gumbel's extreme value distribution to estimate flood discharges with 100-year and 150-year return periods based on annual maximum flood data from 1951-1977.
This document discusses techniques for measuring stream flow. There are two main categories of measurement: direct determination using area-velocity methods, dilution techniques, electromagnetic and ultrasonic methods; and indirect determination using hydraulic structures like weirs, flumes and gates or slope-area methods. Velocity is an important aspect measured using current meters, which are the most commonly used instruments. Current meters consist of rotating cups or propellers connected to mechanisms that count revolutions to determine flow velocity. Floating objects can also be used to estimate surface velocities. Accurate stream flow measurement is important for hydrologic studies.
Analysis of runoff for vishwamitri river watershed using scs cn method and ge...vishvam Pancholi
1) The document analyzes runoff for the Vishwamitri River watershed in India using remote sensing and geographic information systems. Various thematic maps were prepared including land use/land cover, soils, slope, and a weighted curve number map was calculated.
2) Runoff was estimated from 1990-2013 using the SCS-CN method. Average annual rainfall varied from 336-2170 mm while average annual runoff varied from 49.5-800.2 mm.
3) The study demonstrated the effective use of GIS and remote sensing to analyze watershed characteristics and estimate runoff for the Vishwamitri River watershed.
This document discusses a civil engineering hydrology course and an assignment on flood routing. It provides definitions for reservoir routing and stream flow routing. Reservoir routing determines outflow based on known inflow using storage curves. Stream flow routing considers storage in a reach from the inflow, outflow, and their difference using the Muskingum Method. The document includes an example problem applying the Muskingum Method to route a flood through a stream reach. It provides the coefficients, computations, and results in a table and graph showing a reduction in peak outflow and a delay in the time of peak outflow.
This document discusses hydrologic design storms and methods for developing design precipitation hyetographs. It defines key hydrologic concepts like return period, depth-duration-frequency curves, and SCS design storm methods. The SCS method involves selecting a standard SCS rainfall distribution type curve based on location and scaling it using the design storm depth to develop a hyetograph for the given duration and return period. The document provides an example of applying the SCS method to develop a 25-year, 24-hour hyetograph for Harris County, Texas.
This document describes Snyder's synthetic unit hydrograph method. Snyder's method allows computation of key hydrograph characteristics using watershed properties. These include:
1. Lag time, which is related to watershed time of concentration based on length and slope.
2. Hydrograph duration, which is typically 1/5.5 of the lag time.
3. Peak discharge, which is related to watershed area, storage coefficient, and time parameters.
4. Other hydrograph properties like width can also be estimated using the peak discharge and empirical coefficients. The synthetic hydrograph provides an estimate of watershed runoff for both gauged and ungauged locations.
This document provides an overview of ground water hydrology. It defines key terms like aquifers, aquitards, the water table, porosity, permeability and discusses the movement and storage of groundwater. It explains that groundwater is an important source of water, especially in arid areas, and outlines the water balance concept and different zones of subsurface water like the saturated and aeration zones.
This document discusses precipitation measurement and estimation. It begins by defining precipitation and its different types. It then discusses various methods for measuring precipitation, including manual and automatic rain gauges. It emphasizes the importance of establishing a raingauge network according to WMO recommendations to spatially average precipitation measurements over a region. The document concludes by outlining different methods that can be used to estimate missing precipitation data, including station averaging, normal ratio, inverse distance weighting, and regression techniques.
Cross section of the canal, balancing depth and canal fslAditya Mistry
1) The document discusses the cross section of irrigation canals, including configurations for cutting, filling, and partial cutting/filling. It describes the main components of a canal cross section such as side slopes, berms, and banks.
2) Balancing depth is defined as the depth of cutting where the quantity of excavated earth equals the amount required to form the canal banks, resulting in the most economical cross section.
3) Canal FSL (Full Supply Level) refers to the normal maximum operating water level of a canal when not affected by floods, corresponding to 100% capacity.
- The document discusses equations for analyzing groundwater flow in confined and unconfined aquifers.
- For confined aquifers, the continuity equation is integrated over the aquifer thickness to derive an equation using transmissivity. Examples are presented of steady horizontal and radial flow.
- For unconfined aquifers, Dupuit assumptions are used and the continuity equation is solved for steady 1D flow using the water table elevation. Worked examples are provided for both confined and unconfined cases.
This document discusses open channel flow. It begins by defining open channel flow as flow where the surface is open to the atmosphere, with only atmospheric pressure at the surface. It then classifies open channel flows as being either artificial or natural channels. It further classifies flows as being steady or unsteady, uniform or non-uniform, laminar or turbulent, subcritical, critical, or supercritical. The document also discusses gradually varied and rapidly varied flow, and defines geometric properties of open channels such as depth, width, perimeter, and hydraulic radius. It concludes by discussing the most economical channel sections.
This document discusses methods for measuring stream flow, including direct and indirect techniques. Direct measurement involves area-velocity methods where velocity is measured at different depths and the area is calculated. Indirect methods include using hydraulic structures like weirs that relate stage to discharge, and slope-area methods using the Manning and continuity equations. Developing a stage-discharge rating curve allows estimating discharge from stage readings over time. Backwater effects and unsteady flow can impact ratings and require adjustments.
The document summarizes the objectives, methodology, and results of a study analyzing the morphometric characteristics and river training needs of the Venkatapura river watershed in India. The objectives were to understand the river's behavior, protect surrounding areas from flooding, and minimize bank erosion. Tools like ArcGIS and HEC-RAS were used to analyze watershed parameters, model steady flows, and identify critical cross-sections. Key findings included a drainage density and bifurcation ratio indicating a moderate watershed, sinuosity suggesting some meandering, and critical sections found to change course or overtop banks during 100-year flows. Preventive bank protection structures were recommended.
Khan Mujiburrehman is a senior resources/infrastructure engineer with a bachelor's degree in civil engineering and a master's degree in water infrastructure. He is a LEED AP with over 15 years of experience in hydrologic and hydraulic modeling. The document provides the rational formula and SCS curve number method to calculate peak stormwater runoff from a drainage area. It includes the standard assumptions and steps to determine runoff coefficients, time of concentration, rainfall intensities, and peak flows. An example calculation applies these methods to estimate the peak discharge from a new development area.
1) Open channel flow occurs when a surface of flow is open to the atmosphere, with only atmospheric pressure acting on the surface. Examples include rivers, streams, irrigation canals, and storm drains.
2) Open channel flows are classified based on whether the flow properties change over time (steady vs unsteady) or location (uniform vs non-uniform). Uniform steady flow has a constant depth at all locations and times.
3) The governing forces in open channel flows are inertia, viscosity, and gravity. Flow type is determined by the relative magnitudes of these forces, which can be laminar or turbulent depending on the Reynolds number, or subcritical or supercritical depending on the Froude number.
Lacey's regime theory states that the dimensions and slope of a channel are uniquely determined by the discharge, silt load, and erodibility of the soil material. A channel is in regime if there is no scouring or silting. Lacey proposed equations to calculate parameters like velocity, slope, and dimensions based on variables like discharge, silt factor, and side slopes. The theory has limitations as the conditions of true regime cannot be achieved and parameters like silt grade/load are not clearly defined. Lacey also developed shock theory accounting for form resistance due to bed irregularities.
The document provides an overview of open channel hydraulics and discharge measuring structures. It discusses:
- Uniform and non-uniform open channel flow conditions, including gradually varied, rapidly varied, subcritical, critical and supercritical flows.
- Basic equations for uniform flow such as the continuity, energy and momentum equations.
- Hydraulic principles and formulas used to design channels and structures, including the Chezy and Manning's equations.
- Characteristics of gradually varied flow and methods for analyzing water surface profiles.
- Phenomena such as flow over a hump, through a contraction, and hydraulic jumps; and equations for analyzing conjugate depths.
Uniform flow occurs in open channels when the water depth and cross-sectional area remain constant. It can only exist in channels with constant cross-sectional shape, slope, and discharge. Two common formulas used to calculate uniform flow are the Chezy and Manning's equations. The Manning's formula uses a roughness coefficient to account for channel materials. Normal depth is the critical depth at which flow just becomes uniform. Compound channels have multiple flow depths and calculating discharge involves dividing the channel into subsections. Critical slope is the minimum slope required for uniform flow at critical depth. When designing irrigation canals, parameters like roughness, slope, section shape, and depth-width ratios must be considered.
Uniform Flow: Basic concepts of free surface flows,
velocity and pressure distribution,
Mass, energy and momentum principle for prismatic and non-prismatic channels,
Review of Uniform flow: Standard equations,
hydraulically efficient channel sections,
compound sections,
Energy-depth relations:
Concept of specific energy, specific force,
critical flow, critical depth,
hydraulic exponents, and
Channel transitions.
An open channel is a conduit in which a liquid flows with a free surface.
The free surface is actually an interface between the moving liquid and an overlying fluid medium and will have constant pressure.
In civil engineering applications; water is the most common liquid with air at atmospheric pressure as the overlying fluid.
The prime motivating force for open channel flow is gravity.
An open channel is a conduit in which a liquid flows with a free surface.
The free surface is actually an interface between the moving liquid and an overlying fluid medium and will have constant pressure.
In civil engineering applications; water is the most common liquid with air at atmospheric pressure as the overlying fluid.
The prime motivating force for open channel flow is gravity.
An open channel is a conduit in which a liquid flows with a free surface.
The free surface is actually an interface between the moving liquid and an overlying fluid medium and will have constant pressure.
In civil engineering applications; water is the most common liquid with air at atmospheric pressure as the overlying fluid.
The prime motivating force for open channel flow is gravity.
The document provides an overview and instructions for a training package on open channel flow for students of environmental engineering, outlining key concepts such as classifications of open channel flow, hydraulic elements, and examples of applying Manning's equation and Chezy equation to determine channel dimensions and flow parameters. The objectives are for students to understand flow in open channels, how to calculate area, hydraulic radius and depth using Manning and Chezy equations, and the concept of hydraulic jump.
This document discusses floods and methods for estimating peak flood discharge. It begins by defining a flood and design flood. It then describes various methods for estimating peak flood discharge, including using physical indicators, empirical formulas, unit hydrographs, the rational method, and flood frequency studies. As an example of applying the rational method, it calculates the peak discharge for a culvert project in Alberta, Canada with a 50-year return period. It also provides an example of using Gumbel's extreme value distribution to estimate flood discharges with 100-year and 150-year return periods based on annual maximum flood data from 1951-1977.
This document discusses techniques for measuring stream flow. There are two main categories of measurement: direct determination using area-velocity methods, dilution techniques, electromagnetic and ultrasonic methods; and indirect determination using hydraulic structures like weirs, flumes and gates or slope-area methods. Velocity is an important aspect measured using current meters, which are the most commonly used instruments. Current meters consist of rotating cups or propellers connected to mechanisms that count revolutions to determine flow velocity. Floating objects can also be used to estimate surface velocities. Accurate stream flow measurement is important for hydrologic studies.
Analysis of runoff for vishwamitri river watershed using scs cn method and ge...vishvam Pancholi
1) The document analyzes runoff for the Vishwamitri River watershed in India using remote sensing and geographic information systems. Various thematic maps were prepared including land use/land cover, soils, slope, and a weighted curve number map was calculated.
2) Runoff was estimated from 1990-2013 using the SCS-CN method. Average annual rainfall varied from 336-2170 mm while average annual runoff varied from 49.5-800.2 mm.
3) The study demonstrated the effective use of GIS and remote sensing to analyze watershed characteristics and estimate runoff for the Vishwamitri River watershed.
This document discusses a civil engineering hydrology course and an assignment on flood routing. It provides definitions for reservoir routing and stream flow routing. Reservoir routing determines outflow based on known inflow using storage curves. Stream flow routing considers storage in a reach from the inflow, outflow, and their difference using the Muskingum Method. The document includes an example problem applying the Muskingum Method to route a flood through a stream reach. It provides the coefficients, computations, and results in a table and graph showing a reduction in peak outflow and a delay in the time of peak outflow.
This document discusses hydrologic design storms and methods for developing design precipitation hyetographs. It defines key hydrologic concepts like return period, depth-duration-frequency curves, and SCS design storm methods. The SCS method involves selecting a standard SCS rainfall distribution type curve based on location and scaling it using the design storm depth to develop a hyetograph for the given duration and return period. The document provides an example of applying the SCS method to develop a 25-year, 24-hour hyetograph for Harris County, Texas.
This document describes Snyder's synthetic unit hydrograph method. Snyder's method allows computation of key hydrograph characteristics using watershed properties. These include:
1. Lag time, which is related to watershed time of concentration based on length and slope.
2. Hydrograph duration, which is typically 1/5.5 of the lag time.
3. Peak discharge, which is related to watershed area, storage coefficient, and time parameters.
4. Other hydrograph properties like width can also be estimated using the peak discharge and empirical coefficients. The synthetic hydrograph provides an estimate of watershed runoff for both gauged and ungauged locations.
This document provides an overview of ground water hydrology. It defines key terms like aquifers, aquitards, the water table, porosity, permeability and discusses the movement and storage of groundwater. It explains that groundwater is an important source of water, especially in arid areas, and outlines the water balance concept and different zones of subsurface water like the saturated and aeration zones.
This document discusses precipitation measurement and estimation. It begins by defining precipitation and its different types. It then discusses various methods for measuring precipitation, including manual and automatic rain gauges. It emphasizes the importance of establishing a raingauge network according to WMO recommendations to spatially average precipitation measurements over a region. The document concludes by outlining different methods that can be used to estimate missing precipitation data, including station averaging, normal ratio, inverse distance weighting, and regression techniques.
Cross section of the canal, balancing depth and canal fslAditya Mistry
1) The document discusses the cross section of irrigation canals, including configurations for cutting, filling, and partial cutting/filling. It describes the main components of a canal cross section such as side slopes, berms, and banks.
2) Balancing depth is defined as the depth of cutting where the quantity of excavated earth equals the amount required to form the canal banks, resulting in the most economical cross section.
3) Canal FSL (Full Supply Level) refers to the normal maximum operating water level of a canal when not affected by floods, corresponding to 100% capacity.
- The document discusses equations for analyzing groundwater flow in confined and unconfined aquifers.
- For confined aquifers, the continuity equation is integrated over the aquifer thickness to derive an equation using transmissivity. Examples are presented of steady horizontal and radial flow.
- For unconfined aquifers, Dupuit assumptions are used and the continuity equation is solved for steady 1D flow using the water table elevation. Worked examples are provided for both confined and unconfined cases.
This document discusses open channel flow. It begins by defining open channel flow as flow where the surface is open to the atmosphere, with only atmospheric pressure at the surface. It then classifies open channel flows as being either artificial or natural channels. It further classifies flows as being steady or unsteady, uniform or non-uniform, laminar or turbulent, subcritical, critical, or supercritical. The document also discusses gradually varied and rapidly varied flow, and defines geometric properties of open channels such as depth, width, perimeter, and hydraulic radius. It concludes by discussing the most economical channel sections.
This document discusses methods for measuring stream flow, including direct and indirect techniques. Direct measurement involves area-velocity methods where velocity is measured at different depths and the area is calculated. Indirect methods include using hydraulic structures like weirs that relate stage to discharge, and slope-area methods using the Manning and continuity equations. Developing a stage-discharge rating curve allows estimating discharge from stage readings over time. Backwater effects and unsteady flow can impact ratings and require adjustments.
The document summarizes the objectives, methodology, and results of a study analyzing the morphometric characteristics and river training needs of the Venkatapura river watershed in India. The objectives were to understand the river's behavior, protect surrounding areas from flooding, and minimize bank erosion. Tools like ArcGIS and HEC-RAS were used to analyze watershed parameters, model steady flows, and identify critical cross-sections. Key findings included a drainage density and bifurcation ratio indicating a moderate watershed, sinuosity suggesting some meandering, and critical sections found to change course or overtop banks during 100-year flows. Preventive bank protection structures were recommended.
Khan Mujiburrehman is a senior resources/infrastructure engineer with a bachelor's degree in civil engineering and a master's degree in water infrastructure. He is a LEED AP with over 15 years of experience in hydrologic and hydraulic modeling. The document provides the rational formula and SCS curve number method to calculate peak stormwater runoff from a drainage area. It includes the standard assumptions and steps to determine runoff coefficients, time of concentration, rainfall intensities, and peak flows. An example calculation applies these methods to estimate the peak discharge from a new development area.
1) Open channel flow occurs when a surface of flow is open to the atmosphere, with only atmospheric pressure acting on the surface. Examples include rivers, streams, irrigation canals, and storm drains.
2) Open channel flows are classified based on whether the flow properties change over time (steady vs unsteady) or location (uniform vs non-uniform). Uniform steady flow has a constant depth at all locations and times.
3) The governing forces in open channel flows are inertia, viscosity, and gravity. Flow type is determined by the relative magnitudes of these forces, which can be laminar or turbulent depending on the Reynolds number, or subcritical or supercritical depending on the Froude number.
Lacey's regime theory states that the dimensions and slope of a channel are uniquely determined by the discharge, silt load, and erodibility of the soil material. A channel is in regime if there is no scouring or silting. Lacey proposed equations to calculate parameters like velocity, slope, and dimensions based on variables like discharge, silt factor, and side slopes. The theory has limitations as the conditions of true regime cannot be achieved and parameters like silt grade/load are not clearly defined. Lacey also developed shock theory accounting for form resistance due to bed irregularities.
The document provides an overview of open channel hydraulics and discharge measuring structures. It discusses:
- Uniform and non-uniform open channel flow conditions, including gradually varied, rapidly varied, subcritical, critical and supercritical flows.
- Basic equations for uniform flow such as the continuity, energy and momentum equations.
- Hydraulic principles and formulas used to design channels and structures, including the Chezy and Manning's equations.
- Characteristics of gradually varied flow and methods for analyzing water surface profiles.
- Phenomena such as flow over a hump, through a contraction, and hydraulic jumps; and equations for analyzing conjugate depths.
Uniform flow occurs in open channels when the water depth and cross-sectional area remain constant. It can only exist in channels with constant cross-sectional shape, slope, and discharge. Two common formulas used to calculate uniform flow are the Chezy and Manning's equations. The Manning's formula uses a roughness coefficient to account for channel materials. Normal depth is the critical depth at which flow just becomes uniform. Compound channels have multiple flow depths and calculating discharge involves dividing the channel into subsections. Critical slope is the minimum slope required for uniform flow at critical depth. When designing irrigation canals, parameters like roughness, slope, section shape, and depth-width ratios must be considered.
Uniform Flow: Basic concepts of free surface flows,
velocity and pressure distribution,
Mass, energy and momentum principle for prismatic and non-prismatic channels,
Review of Uniform flow: Standard equations,
hydraulically efficient channel sections,
compound sections,
Energy-depth relations:
Concept of specific energy, specific force,
critical flow, critical depth,
hydraulic exponents, and
Channel transitions.
An open channel is a conduit in which a liquid flows with a free surface.
The free surface is actually an interface between the moving liquid and an overlying fluid medium and will have constant pressure.
In civil engineering applications; water is the most common liquid with air at atmospheric pressure as the overlying fluid.
The prime motivating force for open channel flow is gravity.
An open channel is a conduit in which a liquid flows with a free surface.
The free surface is actually an interface between the moving liquid and an overlying fluid medium and will have constant pressure.
In civil engineering applications; water is the most common liquid with air at atmospheric pressure as the overlying fluid.
The prime motivating force for open channel flow is gravity.
An open channel is a conduit in which a liquid flows with a free surface.
The free surface is actually an interface between the moving liquid and an overlying fluid medium and will have constant pressure.
In civil engineering applications; water is the most common liquid with air at atmospheric pressure as the overlying fluid.
The prime motivating force for open channel flow is gravity.
Uniform Flow: Basic concepts of free surface flows,
velocity and pressure distribution,
Mass, energy and momentum principle for prismatic and non-prismatic channels,
Review of Uniform flow: Standard equations,
hydraulically efficient channel sections,
compound sections,
Energy-depth relations:
Concept of specific energy, specific force,
critical flow, critical depth,
hydraulic exponents, and
Channel transitions.
This document discusses open channel flow equations and concepts. It introduces the continuity equation, energy equation, and Manning's equation for calculating velocity in uniform open channel flow. It provides sample calculations using Manning's equation and discusses computing a weighted Manning's coefficient for channels with varying roughness.
This document discusses open channel flow, which is the flow of liquid through a conduit with a free surface driven only by gravity. It compares open channel flow to pipe flow, describes different types of open channel flows, parameters used in analysis like hydraulic radius and Froude number, and formulas like Chezy's and Manning's equations used to analyze open channel flow characteristics. Examples are provided to demonstrate how to apply these concepts and formulas to calculate quantities like velocity, discharge, slope, and critical depth in open channel flow problems.
This document provides a 3-paragraph summary of a course on hydraulics:
The course is titled "Hydraulics II" with course number CEng2152. It is a 5 ECTS credit degree program course focusing on open channel flow. Open channel flow occurs when water flows with a free surface exposed to the atmosphere, such as in rivers, culverts and spillways. Engineering structures for open channel flow are designed and analyzed using open channel hydraulics.
The document covers different types of open channel flow including steady and unsteady, uniform and non-uniform flow. It also discusses the geometric elements of open channel cross-sections including depth, width, area and hydraulic radius. Uniform flow
1. The document discusses open channel hydraulics and properties of open channel sections. It describes different types of open channels including natural and artificial channels.
2. Channel geometry and elements such as depth, width, slope, and area are defined. Velocity distribution in open channel sections is non-uniform and varies with depth from the free surface.
3. Methods for measuring velocity using instruments like Pitot tubes and current meters are presented. Velocity distribution coefficients including energy and momentum coefficients are introduced.
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.
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.
This document contains lecture notes on open channel hydraulics. It discusses various topics including classifications of open channel flow, basic principles of hydraulics applied to open channels, flow computation formulas, gradually and rapidly varied flow, unsteady flow, sediment transport, and channel geometry. The objectives of the course are to present principles of hydraulics and apply them to problems in civil, hydraulic, and irrigation engineering. After completing the course, students should understand how to apply hydraulic principles and be able to perform uniform and non-uniform, steady and unsteady flow computations in engineering problems.
Pipe flow involves fluid completely filling a pipe, while open channel flow has a free surface. In pipe flow, pressure varies along the pipe but remains constant at the free surface in open channels. The main driving force is gravity in open channels and pressure gradient in pipes. Flow properties like cross-sectional area and velocity profile differ between the two flow types.
This document provides an overview of open channel flow and hydraulic machinery. It discusses various types of channels and flows, including steady/unsteady, uniform/non-uniform, laminar/turbulent, and subcritical/critical/supercritical flows. It also covers velocity distribution, discharge calculation methods like Chezy's formula and Manning's equation, specific energy and specific energy curves, hydraulic jump, and gradually varied flow. The document concludes with discussing most economical channel sections and example problems.
This document summarizes key concepts in open channel flow. It defines open channels and prismatic channels. It describes different types of flow including steady/unsteady, uniform/non-uniform, and subcritical/supercritical. It also discusses hydraulic and energy gradient lines, specific energy, critical depth, and the Chezy formula for calculating uniform flow velocity. The critical elements are open channel flow types and properties, relationships between flow depth, velocity, and energy, and the Chezy formula for uniform flow.
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This document discusses open channel flow and hydraulic machinery. It covers types of channels, types of flows, velocity distribution, discharge through open channels, most economical channel sections, specific energy and specific energy curves, hydraulic jump, and gradually varied flow. The types of channels discussed are open channels which have a free surface and flow due to gravity. The types of flows covered are steady/unsteady, uniform/non-uniform, laminar/turbulent, and subcritical/critical/supercritical. Discharge is calculated using Chezy's, Manning's, Bazin's and Kutter's formulas. Most economical sections are rectangular, trapezoidal and circular shapes. Specific energy and specific energy curves relate total energy,
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CHUYÊN ĐỀ ÔN TẬP VÀ PHÁT TRIỂN CÂU HỎI TRONG ĐỀ MINH HỌA THI TỐT NGHIỆP THPT ...
Lecture 2.pptx
1. 1. The geometry of the trapezoidal channel is displayed in the figure below
with all the necessary information. Based on the given information calculate
the depth.
3. A given trapezoidal channel has the following dimensions: B=10m, m=1.5,
y=3m, and is designed to carry 40 m3/s. Using the same cross-sectional area
and side slopes, how much would the most efficient cross-section increase
the present hydraulic radius and flow capacity? What would be the
corresponding depth and bed width?
Additional information
n=0.030, S= 1° and
Q=25m3/s
Exercises
2. Derive the most economical section for
rectangular / trapezoidal channel?
3. Optimal (efficient) channel cross section
A section of a channel is said to be most economical when the cost of
construction of the channel is minimum. But the cost of construction of a
channel depends on excavation and the lining.
A channel section is said to be efficient if it gives the maximum discharge
for the given shape, area and roughness.
The most hydraulically-efficient shape of channel is the one which can
pass the greatest quantity of flow for any given area or, equivalently, the
smallest area for a given quantity of flow.
most economical section
As the cost of construction(excavation, channel lining is directly related
with the area of the channel & perimeter.
Dp/dy=0
4. Example
What are the best dimensions y and B for a rectangular brick
channel designed to carry 5 m3/sec of water in uniform flow
with S0 = 0.001, and n = 0.015?
Ans:
5. Velocity distribution in open channels
The measured velocity in an open channel will always vary across the
channel section because of friction along the boundary.
Neither is this velocity distribution usually ax symmetric (as it is in pipe
flow) due to the existence of the free surface. It might be expected to
find the maximum velocity at the free surface where the sheer force is
zero but this is not the case.
The maximum Velocity is usually found just below the surface.
Non scouring and Non silting velocity should have to be designed.
Design consideration
6. *Accurate V is found b/n 0.2 D to 0.8D
*For deep channel Vmax occurs at D/3 form the free surface.
7.
8. 1.4. Uniform Flow in open channel
Uniformflow(steady uniformflow)
The main feature of uniform flow in an open channel is
The discharge, area of flow, depth, and velocity remain constant throughout the reach
The energy line, the water surface line, and the bed line all are parallel in other words, the slopes of the energy line (Sf), the
hydraulic gradient line (Sw), and the bed line (So) are equal
uniform flow is an exact balance between gravity and frictional forces
This is so when there is an exact balance between the gravity and resistance forces
8
9. Uniform flow is considered to be steady only, since unsteady uniform flow is
practically nonexistent. In natural streams, even steady uniform flow is rare, for
rivers and streams in natural states scarcely ever experience a strict uniform flow
condition.
The results obtained from this assumption are understood to be approximate and
general, but they offer a relatively simple and satisfactory solution to many
practical problems.
When flow occurs in an open channel, the water encounters resistance as it flows
downstream. This resistance is generally counteracted by the components of
gravity forces acting on the body of the water in the direction of motion. A uniform
flow will be developed if the resistance is balanced by the gravity forces.
10. • Several equations are available to calculate the rate of flow in an open channel,
Chezy and manning equations are commonly used. They are used for estimating
velocity as well as discharge of channel flow.
• The Continuity equation and manning formula are the two basic equations which
are used for various problems of uniform flow computation.
• the computation consist of discharge, velocity of flow, normal depth, roughness
Coeffiecnt, channel slope, Size of cross section( A ,R, K).
11. Where S0- bed slope of channel , Sw- Water surface slope , S- Slope of EGL
W – Weight of water , 0 – Shear stress, L- Length of channel
11
Uniform flow in open channel
uniform steady and one dimensional flow and
Forces acting on the liquid in the reach b/n two sections
A. Chezy Formula
12. 12
Force due to Gravity in the direction of flow = Wsin
Frictional Force occurs at the bottom = PL
Uniform flow is the exact balance between the gravity and friction force
Wsin = PL
A L sin = P.L But sin = hf/L = S, solving for , V2
From bed shear stress theory o= Kv2
Therefore, kv2=RS,
constant (b/c & k-are constant)
Then V2=
o
o
S
R
S
P
A
.
.
RS
k
2
C
k
This is the Chezy –formula
o
P = perimeter
13. B. Manning Formula
The other the most widely used formula uniform flow in open
channels is that published by the Irish engineer Robert Manning.
V=
A relation between the Chezy’s C and Manning’s n may be
obtained by comparing equations
13
2
1
3
2
0
1
S
R
n
n
R
C
6
1
The Manning equation has the great benefits that it is simple, accurate and
due to it long extensive practical use; there exists a wealth of publicly
available values of n for a very wide range of channels.
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