The document describes the design of a forebay for a hydropower system. It begins by outlining the key components and functions of a forebay. It then provides design guidelines and parameters to consider, such as volume, depth, width, and spillway size. Two design examples are presented. The first designs a forebay with a discharge of 2 cubic meters per second and the second designs one with a discharge of 12 cubic meters per second conveyed by two penstocks. Both examples calculate the necessary dimensions and design characteristics of the forebay based on the given parameters.
Silt excluders are structures used to reduce silt entering canals. They work by skimming off the upper layers of flowing water, which contain less silt, while diverting the lower, silt-rich layers through tunnels. Key aspects of silt excluder design include the tunnels covering some but not all of the undersluice bays and being flushed with the head regulator crest. The efficiency of silt excluders depends on factors like the amount of water diverted through the tunnels and the grade of sediment.
The document discusses different types of canals including contour canals, ridge canals, and side slope canals. It describes how canals are classified based on alignment and position. The key parts of a canal system are described including main canals, branch canals, distributaries, and water courses. Methods for fixing canal alignment and designing canal cross-sections are outlined. Different types of canal lining materials and their purposes are also summarized.
Gravity dams are structures designed so that their own weight resists external forces. Concrete is the preferred material. Forces acting on the dam include water pressure, uplift pressure, earthquake forces, silt pressure, wave pressure, and ice pressure. The dam's weight counters these forces. Dams are checked when full and empty, accounting for load combinations. Gravity dams can fail due to overturning, crushing, tension cracks, or sliding along foundation planes. Design aims to prevent failure from these modes.
This document discusses methods for estimating peak or flood discharge in rivers. It describes 6 main approaches: 1) Using physical conditions from past floods, 2) Flood discharge formulae based on catchment area, 3) Flood frequency studies using probability concepts, 4) The unit hydrograph method, 5) The rational formula, and 6) The modified rational formula which includes a storage coefficient. Examples are provided for each method to illustrate how to estimate peak discharge values.
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
Diversion headworks are structures constructed at the head of a canal to divert river water into the canal. They include weirs or barrages that raise the water level, as well as other components like canal head regulators, divide walls, fish ladders, and scouring sluices. The objectives of diversion headworks are to raise water levels, form water storage, control silt entry, and regulate water levels during different seasons. Key considerations for siting diversion headworks include river characteristics, elevation, foundation stability, and access for construction materials.
This document discusses the key components of hydropower projects including penstocks, power houses, and tailraces. It describes the different types of penstocks such as exposed, embedded, and underground and their advantages and disadvantages. A power house contains the mechanical and electrical equipment needed to convert the kinetic energy of water into electricity. Tailraces return water back to the river after it has passed through turbines in the power house.
Silt excluders are structures used to reduce silt entering canals. They work by skimming off the upper layers of flowing water, which contain less silt, while diverting the lower, silt-rich layers through tunnels. Key aspects of silt excluder design include the tunnels covering some but not all of the undersluice bays and being flushed with the head regulator crest. The efficiency of silt excluders depends on factors like the amount of water diverted through the tunnels and the grade of sediment.
The document discusses different types of canals including contour canals, ridge canals, and side slope canals. It describes how canals are classified based on alignment and position. The key parts of a canal system are described including main canals, branch canals, distributaries, and water courses. Methods for fixing canal alignment and designing canal cross-sections are outlined. Different types of canal lining materials and their purposes are also summarized.
Gravity dams are structures designed so that their own weight resists external forces. Concrete is the preferred material. Forces acting on the dam include water pressure, uplift pressure, earthquake forces, silt pressure, wave pressure, and ice pressure. The dam's weight counters these forces. Dams are checked when full and empty, accounting for load combinations. Gravity dams can fail due to overturning, crushing, tension cracks, or sliding along foundation planes. Design aims to prevent failure from these modes.
This document discusses methods for estimating peak or flood discharge in rivers. It describes 6 main approaches: 1) Using physical conditions from past floods, 2) Flood discharge formulae based on catchment area, 3) Flood frequency studies using probability concepts, 4) The unit hydrograph method, 5) The rational formula, and 6) The modified rational formula which includes a storage coefficient. Examples are provided for each method to illustrate how to estimate peak discharge values.
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
Diversion headworks are structures constructed at the head of a canal to divert river water into the canal. They include weirs or barrages that raise the water level, as well as other components like canal head regulators, divide walls, fish ladders, and scouring sluices. The objectives of diversion headworks are to raise water levels, form water storage, control silt entry, and regulate water levels during different seasons. Key considerations for siting diversion headworks include river characteristics, elevation, foundation stability, and access for construction materials.
This document discusses the key components of hydropower projects including penstocks, power houses, and tailraces. It describes the different types of penstocks such as exposed, embedded, and underground and their advantages and disadvantages. A power house contains the mechanical and electrical equipment needed to convert the kinetic energy of water into electricity. Tailraces return water back to the river after it has passed through turbines in the power house.
1. Dams are constructed across rivers to store flowing water for uses like hydropower, irrigation, water supply, flood control, and navigation.
2. The key forces acting on a gravity dam include its self-weight, which provides stability, and water pressure from the reservoir, which acts to overturn the dam. Uplift, earthquake loads, silt pressure, and ice pressure are other important forces that must be estimated based on assumptions and available data.
3. The weight of the dam per unit length is calculated based on the cross-sectional area and unit weight of the concrete or masonry used. The total weight acts at the centroid of the cross-section and is the main stabil
This document provides an introduction to flood frequency analysis, which uses historical flood data to estimate the probability and recurrence intervals of future floods of given magnitudes. It discusses how flood frequency analysis is necessary for cost-effective design of bridges, dams, and other structures, as well as flood insurance and zoning. Two common methods for collecting flood data are described: annual peaks and partial duration series. Statistical approaches like the Weibull formula are commonly used to analyze the data and construct flood frequency curves showing the relationship between discharge magnitude and probability or recurrence interval.
Spillways are structures used to release surplus flood waters from a reservoir in a controlled manner. The main types of spillways include ogee or overflow spillways, chute spillways, morning glory spillways, and siphon spillways. To determine spillway capacity, engineers study past flood data and rainfall records to calculate the maximum probable flood, then add a margin of safety like 25%. This establishes the required discharge capacity. Energy dissipators like stilling basins are also important to safely discharge flood waters downstream.
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 presentation has prepared as per the syllabus of Mumbai University.
Go through the presentation, if you like it then share it with your friends and classmates.
Thank you :)
Cross drainage works are structures constructed where canals cross natural drainages like rivers or streams. There are several types of cross drainage works depending on the relative bed levels of the canal and drainage. The document discusses determining the maximum flood discharge of a drainage using various empirical formulas and methods. It also covers topics like fluming of canals, which involves contracting the canal width to reduce the size of cross drainage structures.
A weir is a solid structure built across a river to raise the water level and divert water into canals. There are different types of weirs including masonry weirs with vertical drops, rock fill weirs with sloping aprons, and concrete weirs with downstream slopes. Weirs can fail due to subsurface piping, uplift pressure, surface water suction or scouring. Remedies include installing sheet piles and ensuring sufficient floor thickness and length. A barrage is similar to a weir but uses gates rather than a solid structure to control water levels. Barrages are more expensive than weirs but allow better control of water levels and less silting during floods by raising the gates.
This document discusses methods for estimating peak runoff and time of concentration using the rational method for small drainage basins with green infrastructure. It presents the rational method equation and variables, then describes equations for estimating runoff coefficient, rainfall intensity, and time of concentration based on factors like soil type, slope, and drainage area. Graphs show relationships between the unified time of concentration equation and the rational method when varying coefficients, rainfall amounts, and basin characteristics. The areas under curve intersections provide insight into limitations of the rational method for runoff calculations.
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
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.
this is my presentation of hydraulic and water resources engineering. I have discussed in this ppt about network density for given rain gauge and calculations and index of witness.
This document provides an overview of the hydraulic design considerations for barrages. It discusses key aspects of barrage design including sub-surface flow calculations to determine seepage pressure, force, and exit gradients. It also covers surface flow hydraulics to determine the waterway length. Critical design elements like cut-offs, scour depth, block protections are explained. Emphasis is given to ensuring safety against piping failure and sand boilling. The document concludes that model studies are necessary before prototype construction due to uncertainties in soil properties.
The document discusses various elements of a water conductor system for hydropower projects. It describes intake structures, including trash racks and gates. It discusses open channels like canals and pressure tunnels. It provides details on penstocks, including types (buried vs exposed), design considerations, and factors for determining alignment. The key components discussed are intake, head race tunnel, surge tank, penstock, and their functions in conveying water from the source to the hydropower plant turbines.
050218 chapter 7 spillways and energy dissipatorsBinu Karki
The document discusses different types of spillways and energy dissipaters used in dams. It describes overflow or ogee spillways, chute spillways, and other spillway types. The main purposes of spillways are to safely release surplus water from the reservoir and regulate floods. Energy dissipaters, like stilling basins, are structures that reduce the high kinetic energy of water flowing from spillways to prevent erosion. Hydraulic jumps, baffle blocks, and deflector buckets are common dissipater types discussed in the document. Design considerations like discharge calculations, basin length, and tailwater conditions are also covered.
This document discusses various types of canal regulation works including canal falls, escapes, regulators, and outlets. It describes the necessity and types of canal falls, which are constructed when the natural ground slope is steeper than the designed canal bed slope. The types of falls discussed include ogee falls, stepped falls, vertical falls, rapid falls, straight glacis falls, trapezoidal notch falls, well or cylinder notch falls, Montague type falls, and Inglis or baffle falls. The document also discusses canal escapes, head regulators, cross regulators, silt control devices, and canal outlets/modules. In particular, it explains the functions and construction of head regulators and cross regulators.
The document discusses the design of gravity dams. It begins with basic definitions related to gravity dam geometry and forces that act on gravity dams, such as water pressure, weight of the dam, uplift pressure, and pressure due to earthquakes. It then covers stability analyses to prevent overturning, sliding, crushing, and tension. Finally, it addresses designing the dam section to be economical while satisfying stability requirements, and categorizing dams as low or high based on height.
This document provides information about hydroelectric power plants. It discusses the key components of hydroelectric power plants including the catchment area, reservoir, dam, waterways consisting of tunnels and penstocks, power house containing turbines and generators, and tailrace. It also describes different types of dams, turbines, classifications of hydroelectric plants based on water availability and head, and factors to consider when selecting a site for a hydroelectric power plant such as water availability, storage, head of water, distance from load center, and access. In summary, the document outlines the essential components and characteristics of hydroelectric power generation systems as well as considerations for project planning and development.
This document provides information on hydroelectric power plants. It discusses the essential components which include a catchment area, reservoir, dam, intake house, waterways, power house, and tailrace. It describes the different types of dams and turbines used. Hydroelectric power is a renewable source of energy since water is continuously available from rainfall and rivers. While hydroelectric power plants have many advantages like low operating costs, they also have disadvantages such as high initial costs and reduced power production during drought seasons.
1. Dams are constructed across rivers to store flowing water for uses like hydropower, irrigation, water supply, flood control, and navigation.
2. The key forces acting on a gravity dam include its self-weight, which provides stability, and water pressure from the reservoir, which acts to overturn the dam. Uplift, earthquake loads, silt pressure, and ice pressure are other important forces that must be estimated based on assumptions and available data.
3. The weight of the dam per unit length is calculated based on the cross-sectional area and unit weight of the concrete or masonry used. The total weight acts at the centroid of the cross-section and is the main stabil
This document provides an introduction to flood frequency analysis, which uses historical flood data to estimate the probability and recurrence intervals of future floods of given magnitudes. It discusses how flood frequency analysis is necessary for cost-effective design of bridges, dams, and other structures, as well as flood insurance and zoning. Two common methods for collecting flood data are described: annual peaks and partial duration series. Statistical approaches like the Weibull formula are commonly used to analyze the data and construct flood frequency curves showing the relationship between discharge magnitude and probability or recurrence interval.
Spillways are structures used to release surplus flood waters from a reservoir in a controlled manner. The main types of spillways include ogee or overflow spillways, chute spillways, morning glory spillways, and siphon spillways. To determine spillway capacity, engineers study past flood data and rainfall records to calculate the maximum probable flood, then add a margin of safety like 25%. This establishes the required discharge capacity. Energy dissipators like stilling basins are also important to safely discharge flood waters downstream.
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 presentation has prepared as per the syllabus of Mumbai University.
Go through the presentation, if you like it then share it with your friends and classmates.
Thank you :)
Cross drainage works are structures constructed where canals cross natural drainages like rivers or streams. There are several types of cross drainage works depending on the relative bed levels of the canal and drainage. The document discusses determining the maximum flood discharge of a drainage using various empirical formulas and methods. It also covers topics like fluming of canals, which involves contracting the canal width to reduce the size of cross drainage structures.
A weir is a solid structure built across a river to raise the water level and divert water into canals. There are different types of weirs including masonry weirs with vertical drops, rock fill weirs with sloping aprons, and concrete weirs with downstream slopes. Weirs can fail due to subsurface piping, uplift pressure, surface water suction or scouring. Remedies include installing sheet piles and ensuring sufficient floor thickness and length. A barrage is similar to a weir but uses gates rather than a solid structure to control water levels. Barrages are more expensive than weirs but allow better control of water levels and less silting during floods by raising the gates.
This document discusses methods for estimating peak runoff and time of concentration using the rational method for small drainage basins with green infrastructure. It presents the rational method equation and variables, then describes equations for estimating runoff coefficient, rainfall intensity, and time of concentration based on factors like soil type, slope, and drainage area. Graphs show relationships between the unified time of concentration equation and the rational method when varying coefficients, rainfall amounts, and basin characteristics. The areas under curve intersections provide insight into limitations of the rational method for runoff calculations.
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
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.
this is my presentation of hydraulic and water resources engineering. I have discussed in this ppt about network density for given rain gauge and calculations and index of witness.
This document provides an overview of the hydraulic design considerations for barrages. It discusses key aspects of barrage design including sub-surface flow calculations to determine seepage pressure, force, and exit gradients. It also covers surface flow hydraulics to determine the waterway length. Critical design elements like cut-offs, scour depth, block protections are explained. Emphasis is given to ensuring safety against piping failure and sand boilling. The document concludes that model studies are necessary before prototype construction due to uncertainties in soil properties.
The document discusses various elements of a water conductor system for hydropower projects. It describes intake structures, including trash racks and gates. It discusses open channels like canals and pressure tunnels. It provides details on penstocks, including types (buried vs exposed), design considerations, and factors for determining alignment. The key components discussed are intake, head race tunnel, surge tank, penstock, and their functions in conveying water from the source to the hydropower plant turbines.
050218 chapter 7 spillways and energy dissipatorsBinu Karki
The document discusses different types of spillways and energy dissipaters used in dams. It describes overflow or ogee spillways, chute spillways, and other spillway types. The main purposes of spillways are to safely release surplus water from the reservoir and regulate floods. Energy dissipaters, like stilling basins, are structures that reduce the high kinetic energy of water flowing from spillways to prevent erosion. Hydraulic jumps, baffle blocks, and deflector buckets are common dissipater types discussed in the document. Design considerations like discharge calculations, basin length, and tailwater conditions are also covered.
This document discusses various types of canal regulation works including canal falls, escapes, regulators, and outlets. It describes the necessity and types of canal falls, which are constructed when the natural ground slope is steeper than the designed canal bed slope. The types of falls discussed include ogee falls, stepped falls, vertical falls, rapid falls, straight glacis falls, trapezoidal notch falls, well or cylinder notch falls, Montague type falls, and Inglis or baffle falls. The document also discusses canal escapes, head regulators, cross regulators, silt control devices, and canal outlets/modules. In particular, it explains the functions and construction of head regulators and cross regulators.
The document discusses the design of gravity dams. It begins with basic definitions related to gravity dam geometry and forces that act on gravity dams, such as water pressure, weight of the dam, uplift pressure, and pressure due to earthquakes. It then covers stability analyses to prevent overturning, sliding, crushing, and tension. Finally, it addresses designing the dam section to be economical while satisfying stability requirements, and categorizing dams as low or high based on height.
This document provides information about hydroelectric power plants. It discusses the key components of hydroelectric power plants including the catchment area, reservoir, dam, waterways consisting of tunnels and penstocks, power house containing turbines and generators, and tailrace. It also describes different types of dams, turbines, classifications of hydroelectric plants based on water availability and head, and factors to consider when selecting a site for a hydroelectric power plant such as water availability, storage, head of water, distance from load center, and access. In summary, the document outlines the essential components and characteristics of hydroelectric power generation systems as well as considerations for project planning and development.
This document provides information on hydroelectric power plants. It discusses the essential components which include a catchment area, reservoir, dam, intake house, waterways, power house, and tailrace. It describes the different types of dams and turbines used. Hydroelectric power is a renewable source of energy since water is continuously available from rainfall and rivers. While hydroelectric power plants have many advantages like low operating costs, they also have disadvantages such as high initial costs and reduced power production during drought seasons.
Spillways are designed to safely pass excess water from a reservoir to prevent overtopping of a dam. They come in many forms depending on site conditions but commonly include an overflow structure like an ogee crest to control reservoir levels. Proper spillway capacity is essential for dam safety as inadequate capacity contributes to 40% of dam failures. Spillway design considers hydrologic factors, hydraulic performance including discharge coefficients, and structural aspects like cost-effectiveness. Gates may be added to overflows to allow flexible reservoir operation while preventing overtopping during floods.
This document provides an overview of hydro power plant components and types. It discusses the three types of power houses: surface, semi-underground, and underground. Surface power houses have components on the surface but are limited by topography. Semi-underground power houses combine advantages of surface and underground. Underground power houses are located entirely inside mountains with access tunnels. The document also summarizes the main components of hydro power stations including dams/barrages, water conductor systems, and power houses as well as different types of hydro power projects.
This document provides information about hydroelectric power plants. It discusses the essential components of hydroelectric plants including the catchment area, reservoir, dam, waterways, powerhouse, and tailrace. It describes the functions of these components and classifications such as type of dam. The document also discusses hydraulic turbines and components within the powerhouse such as the generator, transformer, and penstock. It provides advantages and disadvantages of hydroelectric power.
This document discusses various types of canal regulation works including cross regulators, head regulators, canal escapes, silt control devices, canal outlet works, and flow meters.
It defines cross regulators and head regulators as structures used to control water flow from a main canal to an off-taking channel. It also describes different types of canal escapes used to discharge surplus water. Finally, it discusses canal outlet works and how flow meters like Parshall flumes are used to measure water flow in irrigation channels.
This document provides guidance on stormwater detention storage design. It discusses the types of detention (dry, extended dry, wet), factors to consider in detention storage design like location and size, and methods for estimating preliminary detention storage volumes. The key methods discussed are the rational hydrograph method, Wycoff and Singh method, and the NRCS TR-55 method, which are used to provide initial estimates of storage needs based on pre-development and post-development peak flows and hydrologic parameters. Final detention storage design requires simultaneously sizing the storage volume and outlet structures using storage routing procedures.
IES Academy Fluid Machine by S K Mondal.pptSubbuSuni
This document provides an overview of the key components of hydroelectric power projects. It explains that hydroelectric power plants capture the energy of falling water to generate electricity using a turbine to convert kinetic energy to mechanical energy, and a generator to convert that to electrical energy. The major components include a dam/reservoir to create head, a water intake to divert water, a penstock to transport water to the powerhouse under pressure, and a powerhouse containing a turbine, generator, and other equipment to convert the energy and produce electricity. It then provides more details on components like trash racks, surge shafts, penstocks, spillways, desilting basins, draft tubes, and the turbine-generator assembly.
- Hydraulic ram pumps use a small fall of water to lift a fraction of the supply flow to a greater height, transferring energy from a larger flow falling through a small head to a smaller flow lifted through a higher head.
- They work through a phenomenon called water hammer, where a sudden decrease in flow pressure causes rapid pressure increases that force open delivery valves.
- An air chamber improves efficiency by allowing delivery to continue after valves close and cushions pressure shocks that could damage pump components.
- Hydraulic ram pumps use a small head of falling water to lift a fraction of the supply flow to a greater height, transferring over 50% of the energy of the driving flow to the delivery flow.
- They work by using the "water hammer" phenomenon where falling water builds up pressure when a valve closes suddenly, forcing open another valve and pumping water up a delivery pipe.
- Hydraulic ram pumps are mechanically simple, requiring only two valves, and have very low maintenance needs, making them reliable for pumping small volumes of water to high elevations.
Design Principles that are involved in the Design of Flow over an Ogee Crest ...Venkataraju Badanapuri
The ogee-crested spillway’s ability to pass flows efficiently and safely, when properly designed and constructed, with
relatively good flow measuring capabilities, has enabled engineers to use it in a wide variety of situations as a water discharge structure
(USACE, 1988; USBR, 1973). The ogee-crested spillway’s performance attributes are due to its shape being derived from the lower surface of an aerated nappe flowing over a sharp-crested weir.
5. Conduits, Intake, Power house and Accessories.ppthussenbelew
This document provides information on various components used in hydroelectric power generation systems, including conduits, intakes, power houses, and accessories. It describes the different types of conduits like canals, tunnels, pipelines and penstocks used to transport water. Intakes allow water to flow into conduits while preventing debris. Power houses house the generating equipment and can be surface or underground. Accessories include surge tanks to prevent water hammer in penstocks, which are closed conduits that supply water under pressure to turbines.
This document discusses the planning and design of lift irrigation schemes. It begins by explaining why lift irrigation schemes have become more significant given limitations of conventional gravity schemes. It then covers various components of lift irrigation schemes including civil structures, electro-mechanical and hydro-mechanical components. The document provides guidance on key aspects of planning lift irrigation schemes including hydrology, alignment, hydraulic particulars, pump selection and surge protection systems. It emphasizes the importance of carefully planning the scheme components and accounting for factors like pumping head, discharge requirements and surge analysis to ensure efficient performance of the lift irrigation system.
Variable head meters use different principles and designs to measure fluid flow velocity or discharge rate. Pitot tubes use stagnation pressure to measure flow velocity. They consist of a bent glass tube placed in flow, where the height of liquid rise indicates stagnation pressure head. Orifice meters measure flow rate using a differential manometer and the pressure drop across an orifice plate. Venturi meters also use differential pressure but have a converging-diverging nozzle shape to reduce head losses. Weirs and notches are open channel flow measurement devices where flow rate correlates to upstream water depth. Flumes are specially designed open channels also used for flow measurement.
This document describes a 10MW hydro power plant located in Drung Tangmarg, Jammu and Kashmir. It discusses the key components of hydro power plants including the dam and reservoir, spillway, forebay, surge tank, penstock, trash rack, power house, and circuit breakers. It provides details on the specific components used at this power plant, such as the Francis turbine, 39,176 KVA synchronous generator, main inlet valve, bypass valve, guide vanes, and draft tube. The conclusions emphasize the importance of tapping small hydro power potential across India to support the country's development goals.
The document discusses the components of a hydropower water conveyance system. It describes the different types of intakes used for run-of-river and reservoir projects. It also discusses the main components of the water conducting system, including open channels, tunnels, penstocks, and surge tanks. Design considerations for these components aim to minimize head loss and sediment entry while preserving water energy throughout the system.
Pumping stations are necessary to lift wastewater in certain situations, such as when sewage needs to be pumped over ridges or into treatment plants at higher elevations. A pumping station contains elements like grit channels, screens, a wet well, dry well housing pumps, and rising mains to transport sewage to higher gravity sewers. Proper design considers flow rates, sediment removal, pump access and reliability, and connections to discharge sewage safely.
Official Final Report Volterix COMPLETEKyler Lucas
This report evaluates the feasibility of a run-of-river hydroelectric system in Fintry, BC using Shorts Creek. Flow rate data collected shows sufficient flow for power generation. A diversion structure and Coanda screen would divert up to 1.14 m3/s into a penstock, with excess returning to the creek. A 15kW turbine was selected to operate under a 30m pressure head. Generated power would be stored in Tesla batteries and used to power sustainable homes constructed from reused shipping containers, with the development designed to have a total consumption of 108,209 kWh/yr, matching the hydroelectric output. Licenses and approvals are required for the project.
This document provides details about a water supply and sanitation project in Mujhung VDC, Palpa district, Nepal. It discusses the background and objectives of the project, which aims to provide safe water in adequate quantities at low cost. Surveying of the area was conducted using equipment such as an Abney level and measuring tape. The service area has access via Siddhartha Highway and contains suitable vegetation and geology. A gravity-fed water system is proposed, with components like an intake, collection chamber, break pressure tank, distribution chamber, and reservoir tank to supply water from the source to the community via pipelines.
Water-Powered Water Pumping Systems for Livestock WateringFifi62z
This document discusses two types of water-powered water pumping systems: hydraulic rams and sling pumps. Hydraulic rams use the kinetic energy of flowing water and the principle of water hammer to pump water to higher elevations. Sling pumps use the rotational motion of flowing water to turn a helically wound hose that pumps water. Both systems can pump small amounts of water but require continuous water flow and storage for livestock needs. Plans and considerations for constructing and using these systems are provided.
Sachpazis_Consolidation Settlement Calculation Program-The Python Code and th...Dr.Costas Sachpazis
Consolidation Settlement Calculation Program-The Python Code
By Professor Dr. Costas Sachpazis, Civil Engineer & Geologist
This program calculates the consolidation settlement for a foundation based on soil layer properties and foundation data. It allows users to input multiple soil layers and foundation characteristics to determine the total settlement.
Data Communication and Computer Networks Management System Project Report.pdfKamal Acharya
Networking is a telecommunications network that allows computers to exchange data. In
computer networks, networked computing devices pass data to each other along data
connections. Data is transferred in the form of packets. The connections between nodes are
established using either cable media or wireless media.
This study Examines the Effectiveness of Talent Procurement through the Imple...DharmaBanothu
In the world with high technology and fast
forward mindset recruiters are walking/showing interest
towards E-Recruitment. Present most of the HRs of
many companies are choosing E-Recruitment as the best
choice for recruitment. E-Recruitment is being done
through many online platforms like Linkedin, Naukri,
Instagram , Facebook etc. Now with high technology E-
Recruitment has gone through next level by using
Artificial Intelligence too.
Key Words : Talent Management, Talent Acquisition , E-
Recruitment , Artificial Intelligence Introduction
Effectiveness of Talent Acquisition through E-
Recruitment in this topic we will discuss about 4important
and interlinked topics which are
Covid Management System Project Report.pdfKamal Acharya
CoVID-19 sprang up in Wuhan China in November 2019 and was declared a pandemic by the in January 2020 World Health Organization (WHO). Like the Spanish flu of 1918 that claimed millions of lives, the COVID-19 has caused the demise of thousands with China, Italy, Spain, USA and India having the highest statistics on infection and mortality rates. Regardless of existing sophisticated technologies and medical science, the spread has continued to surge high. With this COVID-19 Management System, organizations can respond virtually to the COVID-19 pandemic and protect, educate and care for citizens in the community in a quick and effective manner. This comprehensive solution not only helps in containing the virus but also proactively empowers both citizens and care providers to minimize the spread of the virus through targeted strategies and education.
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,
followed by a review of the history and progression of
NLP. Subsequently, we delve into the current state of
the art by presenting diverse NLP applications,
contemporary trends, and challenges. Finally, we
discuss some available datasets, models, and
evaluation metrics in NLP.
Cricket management system ptoject report.pdfKamal Acharya
The aim of this project is to provide the complete information of the National and
International statistics. The information is available country wise and player wise. By
entering the data of eachmatch, we can get all type of reports instantly, which will be
useful to call back history of each player. Also the team performance in each match can
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Sri Guru Hargobind Ji - Bandi Chor Guru.pdfBalvir Singh
Sri Guru Hargobind Ji (19 June 1595 - 3 March 1644) is revered as the Sixth Nanak.
• On 25 May 1606 Guru Arjan nominated his son Sri Hargobind Ji as his successor. Shortly
afterwards, Guru Arjan was arrested, tortured and killed by order of the Mogul Emperor
Jahangir.
• Guru Hargobind's succession ceremony took place on 24 June 1606. He was barely
eleven years old when he became 6th Guru.
• As ordered by Guru Arjan Dev Ji, he put on two swords, one indicated his spiritual
authority (PIRI) and the other, his temporal authority (MIRI). He thus for the first time
initiated military tradition in the Sikh faith to resist religious persecution, protect
people’s freedom and independence to practice religion by choice. He transformed
Sikhs to be Saints and Soldier.
• He had a long tenure as Guru, lasting 37 years, 9 months and 3 days
2. Design of Forebay
PRESENTED BY HADIQA QADIR
2K22-MS-HIE-02
CIVIL ENGINEERING DEPARTMENT (CED), UCE&T, BZU, MULTAN
2
3. OUTLINE Of The Topic
Components Of Hydropower
Introduction Of Forebay
Function Of Forebay
Components Of Forebay
Hydraulic and Hydrological design aspects
Design Flowchart
Design Guidelines
Design Steps
Design Parameters
Design Case I
Design Case II
3
4. Components of Hydro Power System
The scheme in which water is supplied to hydro power system has the following components.
Main parts:
1. Head work
2. Intake structure
3. Head race (canal)
4. Forebay
5. Head pond
6. Penstock
7. Power house
8. Tail race
4
5. Introduction of Forebay
Forebay is a structure like a small reservoir located at the end
of the water passage from the reservoir and before the water is
fed to penstock.
We can define it as,
An impoundment immediately upstream of a diversion dam
or hydroelectric plant intake, where water is temporarily
stored before going into penstock.
5
6. Introduction of Forebay
A forebay is required in the case of run-of river plants at the upstream of
diversion work.
When canal leads water to the turbines the section of the canal in front of
turbines is enlarged to create forebay.
The reservoir acts as forebay when penstock takes water directly from it.
Some projects, such as those associated with a large dam having a deep
power intake, may have no specifically designed forebay. Again, other
projects may need more than one forebay; for example, a forebay at the
entrance to the headrace canal and a second forebay at the power intake at
the downstream end of the headrace canal
6
8. Introduction of Forebay
The forebay temporarily stores water for supplying the same to the
turbines.
The storage of water in forebay is decided based on required water
demand in that area. This is also used when the load requirement
in intake is less.
It forms the transition between the reservoir or conveyance canal
and the power intake and as such is designed to facilitate the
necessary entry flow conditions at the power intake.
8
9. Components of Forebay
Entrance Bay or Basin/Tank Body
Escape weir/spillway
Fine Trash rack
Flushing gate
Water level control system
Penstock Inlet
9
spillway
11. Components of Forebay
Escape weir/spillway
Spillway is constructed to act as a safety valve. It discharge the
overflow water to the d/s side when forebay is full. The preferred
location for the escape weir is in the rim of the forebay tank. Where this
is not practical for topographic reasons the escape weir should be
located at the nearest suitable site upstream of the forebay tank.
A simple overflow weir is recommended with a design head that can be
contained within the normal canal freeboard. Weir discharge should be
routed towards a natural water course of adequate capacity or a ditch
provided that is suitably protected against erosion.
11
12. Components of Forebay
Fine Trash rack
The fine trash racks are used to protect the turbine from small debris. They
can also, in some cases, prevent fish or eel to pass through it.
Flushing Gate
The accumulated debris has to be flushed out from time to time. It is used
to facilitate flush out of any sediment or debris that might settle in the
bottom of the forebay tank and can be drawn in to the penstock. This can
be done by opening the flushing gate or valve. In this manner the material
is allowed to return to the river bed.
12
13. Components of Forebay
Water level control system:
A water level control system requires that real time water level
measurements in the forebay tank and tailrace canal be transmitted
to the turbine governor. In the water level control mode the governor
will estimate the inflow to the forebay tank and adjust the wicket
gates to correct for difference between turbine and canal flows so as
to maintain forebay tank levels within a prescribed range. A float
type water level gauge with electronic data transmitter is used for
this purpose.
13
Wicket gate is are the series of adjustable
vanes used to guide water in turbines.
14. Functions of Forebay
Provide a volume of stored water to permit water level control of turbine operation.
Reduces the entry of air into penstock pipe, which in turn could cause cavitation (explosion of the trapped
air bubbles under high pressure)
Flow adjustment: the forebay tank and escape weir facilitate the adjustment of turbine discharge due to
system load changes by diverting surplus flow over the escape weir back into the river.
Water level control: For small hydro plants connected to the grid it is convenient to match turbine output to
available flow, thereby maximizing use of available water.
14
15. Hydraulic and Hydrological design
aspects
Fish exclusion
Flow characteristics including flow patterns and velocity distribution in the forebay, and particularly at the
approach to the power plant intake.
The submergence required at the intake and any depth requirements at sluiceways
Minimization of hydraulic losses
15
16. Flow Chart to design forebay
16
Submergence head is the minimum level of
water required above the penstock pipe to
prevent the entry of air into penstock pipes
Retention time is the time during which
turbine will be shutdown and water will be
stored in forebay. It is taken as 3-4 minutes.
18. Design Guide Lines of Forebay
The design discharge for power generation is linked to the turbine and the diameter of the pipe and the
velocity of the flow in the penstock linked to the penstock design.
Set the width of the forebay. As a thumb rule, to start the design, it can be assumed that the length of the
forebay will be 2 to 2.5 times this size. However according to the required volume of water above the
penstock and to meet the site conditions the designer may have to change this ratio.
Set the clearance of the penstock from the bottom of the forebay. This is to avoid that particles and
sediments settled in the forebay get in the penstock. The minimum clearance is 0.30 m. While, 0.50 to 1 m
is a common and reasonable value to use.
18
19. Design Guide Lines of Forebay
For the design of the forebay it is considered that it should be available (to cope with the flow variations in
the turbine during normal operation conditions) a buffer volume equivalent to 15 seconds of supply at the
design flow. This is also automatically calculated as well as its corresponding depth of water.
Set the discharger coefficient of the spillway. This depends on the shape of the crest and spillway.
Set the depth of water over the crest of the spillway. Have in mind that the higher the water depth the
smaller will be the crest length of the spillway. The spillway is designed to spill all the design flow in
case the powerhouse is shut down and no flow is going through the penstock.
Set the freeboard for the spillway. This is a safety margin in case higher flows than the design flow arrive
to the forebay. Consider a value that is half the water depth over the weir crest. This will increase, if
necessary, in 50% of the discharge capacity of the spillway
19
20. Design Guide Lines of Forebay
The length of the spillway is automatically calculated using the previous input data and the weir equation.
It has to be noted that this value must be smaller than the length of the forebay.
Note that the crest of the spillway will be placed 0.05 m above the Normal Water Level(NWL) so that
small changes in the flow or fluctuations or turbulence in the water surface (like wind) do not cause an
immediate spilling.
The spillway should be sized such that it can release the entire design flow when required. This is because
if the turbine valve is closed during emergencies, the entire design flow will have to be spilled from the
forebay until the operator reaches the intake or other control structures upstream of the forebay.
20
21. Design Guide Lines of Forebay
The trash rack at the forebay should be placed at 1:3 slope for both efficient hydraulic
performance and ease of cleaning.
To minimize headless and blockage, the recommended velocity through the trash rack is 0.6 m/s.
but a maximum of 1 m/s could be used.
Set the angle of the transition walls at the entrance of the penstock. This transition must be
smooth so mild angles are recommended (around 20%). However to fit site conditions the values
can be adjusted.
21
22. Design Steps of Forebay
Calculate
discharge
through
forebay
Assume
detention
time if not
given
Calculate
volume of
forebay
Assume
free
board
and
settling
Height
Calculate
submerge
nce head
above
penstock
Calculate
total
depth of
forebay
Calculate
width of
forebay
for normal
and worst
case
Calculate
length of
forebay
for total
head
22
23. FOREBAY DESIGN PARAMETERS
23
Design Discharge = Qd
Forebay Discharge= Qf = 2(Qd)
Volume Of Forebay = V = Qf x t x 60
Detention time = t (3-4 minutes)
Limiting Velocity In Forebay = Vf (0.2-0.6 m/s)
Submergence Head = Hs, Hs >1.5
𝑉𝑝2
2𝑔
Or 0.5 Vp 𝐷𝑝0.5
Diameter of Penstock = Dp or 𝜑
Total Head/ Depth Of Forebay = H = H-drawdown + Hs + dia of penstock
+ Freeboard + minimum bottom height H
Total Head in worst condition = Hw = Hs + dia of penstock
H-drawdown/H-downsurge = Vp
𝐿 𝐴𝑝
𝑔 𝐴𝑓
, but we will take it 0 in our design examples
24. Design Case-1
Design a forebay with Design discharge of 2mᶟ/s, flow is carried into a penstock of diameter 1.5m. Limiting velocity is
0.3m/s.
Solution
Step1: Discharge through the forebay = Qf =2(Qd) = 2x2=4 mᶟ /s
Assume detention time, t = 3 min
Step 2: Volume of forebay = V = Qf * t*60 = 4*3*60 =720 mᶟ
Step 3: Determination of Total Head/depth of forebay = H-downsurge + Hs + Diameter of Penstock + Freeboard +
minimum bottom height
take Free board = 1m Settling height/Bottom height = 1m,
Diameter of Penstock = 1.5m (given)
24
25. Solution
For Submergence Head, Hs
Hs >1.5
𝑽𝒑𝟐
𝟐𝒈
Or 0.5 Vp 𝑫𝒑𝟎.𝟓
(Select Greater Value)
Vp = Velocity In Penstock,
We Know that Q=A*V ; Area Of Penstock = (𝜋𝐷2
)/4 = 𝜋*1.52
/4 = 1.766m²
Vp = Qd/Ap = 2/1.766 =1.1325 m/s
Then, Hs is
=(1.5 *1.13^2)/(2*9.81)=0.0977m
Or
= 0.5*(1.13)*(1.5)^0.5=0.69m
25
26. Solution
Taking Greater Value,
Hs = 0.69m ≈ 0.7m
Also, assume H-downsurge = 0
Total Head/depth of forebay = H-downsurge + Hs + Diameter of Penstock + Freeboard + minimum bottom
H = 0+0.7+1.5+1+1 = 4.2m
Step 4: Determination of Forebay Width
For normal case B= Qf/(H*Vf) = 4/(4.2*0.3) =3.175m
Also assumed Vf = 0.3 m/s
For worst case
Total Head against worst cond = Hw = Hs + diameter of Penstoke = 0.7+1.5 = 2.2m
B՛ = Qf/(Hw*Vf) = 4/(2.2*0.3) = 6.06 m (Select greater value of B)
26
27. Solution
Step 5 Determination of Length of forebay against worst case
L= volume/(Bw*H) = 720/(6.06*2.2) = 55m
Dimensions of forebay = (55m*6.06m*4.2m)
Step 6 Determination of Spillway Length (Ls)
As we know that discharge eq for spillway is
Qf = Cd*L* (𝑯𝒄)𝟏.𝟓
Take head over crest of spillway, H-spillway = 0.5m, Cd = 1.7
So, Ls = Qf/(Cd*(𝑯𝒄)𝟏.𝟓
) = 4/(1.7*0.5^1.5) = 6.65m ≈ 7m
L-spillway < L-forebay
27
28. Solution
Step 7: Design Check
Check 1 Since, L-spillway < L-forebay (OK)
Check 2: Let’s check for limiting velocity, for which forebay and
settling depth are not considered,
Vf = Qf/(Bw*Hw) = 4/(6.06*2.2) = 0.3 m/s (OK)
Note: Here “V” which we calculated is the average horizontal flow
velocity of the water inside the forebay after the water enters in the
forebay. It is the velocity of water along the length of forebay.
28
29. Design Case-2
Design a forebay with turbine discharge 12 m3/s. Water conveyed from forebay to powerhouse by 2
penstock of 2m diameter each. The retention time is 3 minutes and limiting velocity is 0.2m/s.
Solution
Qd = 12 mᶟ/s
Diameter of penstock = 2m
Discharge in each penstock = qd = 12/2= 6mᶟ/s
Discharge for forebay = 2* Qd = 2*12 = 24mᶟ/s
Given retention time, t = 3 min
Area of penstock = Ap = (pi*2^2)/4 = 3.1415 m²
Velocity in penstock, Vp = qd/ap = 6/3.1415= 1.91m/s
Given Limiting velocity (Vf) = 0.2m/s
29
30. Solution
Volume of forebay (V) = Qf *t*60
= 24*3*60 = 4320 mᶟ
For height (H)
take Free board = 1m Settling height = 1m,
And submergence head, Hs
Hs >1.5
𝑉𝑝2
2𝑔
Or 0.5 Vp 𝐷𝑝0.5 (Select Greater Value)
Then, Hs is =(1.5 *1.91^2)/(2*9.81)=0.278m Or = 0.5*(1.91)*(2)^0.5=1.47m
Take greater value, Hs = 1.47m
30
31. Solution
Total head/depth of forebay = H- downsurge + Hs + diameter of penstock + freeboard +minimum bottom
height
H = 0+1.47+2+1+1 = 5.47m
For Width,
For normal case, B = Qf/(H*V) = 24/(5.47*0.2) = 21.937m
For worst case,
Total head against worst case= Hw = Hs + diameter of penstoke = 1.47+2 = 3.47m
B՛= Qf/(H*V) =24/(3.47*0.2) = 34.5 m
For length
L= volume/(Bw*H) = 4320/(34.5*3.47) = 36m
Dimensions of forebay = (36m*34.5m*5.47m)
31
32. Solution
For Length of spillway (Ls),
Qf = Cd*L* 𝑯𝒔𝟏.𝟓
Take head over crest for spillway= Hc = 0.5m
Coefficient of discharge = Cd = 1.7
Then, Ls = Qf/(Cd*𝑯𝒄𝟏.𝟓) = 24/(1.7*0.5^1.5) = 9.98m ≈ 10m
Since, L-spillway < L-forebay (OK)
Let’s check for limiting velocity, for which forebay and settling depth are not considered,
V = Qf/(Bw*Hw) = 24/(34.5*3.47) = 0.21 m/s > 0.2m/s (OK)
Note: Here “V” which we calculated is the average horizontal flow velocity of the water inside the forebay after the
water enters in the forebay. It is the velocity of water along the length of forebay.
32
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