This document provides an outline for a presentation on evaluating the performance of desilting basins used in small hydropower plants. It discusses the problems caused by sediment in SHP plants and how desilting basins are used to trap sediment before it reaches turbines. The objective of the study is to evaluate the performance of existing desilting devices and examine the impact of sediment on turbines. Data was collected from 14 SHP sites through site visits. Desilting basin efficiency was evaluated using various methods and compared to observed efficiency. Analysis found the effect of desilting basin efficiency on turbine runners.
This document provides information on spillway and energy dissipator design. It begins with an introduction to spillways, their classification, and factors considered in design. It then focuses on the design of ogee or overflow spillways. It discusses spillway crest profiles, discharge characteristics including effects of approach depth, upstream slope, and submergence. It provides example designs for overflow spillways and calculations for determining spillway length. The key aspects covered are types of spillways, design considerations, standard crest profiles, discharge equations, and worked examples for spillway sizing.
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.
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.
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.
Energy dissipaters are needed when water is released over a spillway to prevent scouring downstream. Various devices can be used, including baffle walls, deflectors, and staggered blocks, which reduce kinetic energy by converting it to turbulence and heat. Hydraulic jumps also dissipate energy by maintaining a high water level downstream. The type of dissipater used depends on the tailwater rating curve in relation to the jump height curve and the flow conditions. Stilling basins, sloping aprons, and roller buckets are suitable for different tailwater classifications.
Dams can be classified in several ways:
1. According to use - storage dams store water, diversion dams divert water into canals, and detention dams control floods.
2. According to hydraulic design - overflow dams allow water over the crest, while non-overflow dams keep water below the top.
3. According to material - rigid dams use materials like concrete that don't deform, while non-rigid earth and rockfill dams settle and deform more.
4. According to structural behavior - examples include gravity, arch, buttress, earthen, and rockfill dams.
This document provides information on spillway and energy dissipator design. It begins with an introduction to spillways, their classification, and factors considered in design. It then focuses on the design of ogee or overflow spillways. It discusses spillway crest profiles, discharge characteristics including effects of approach depth, upstream slope, and submergence. It provides example designs for overflow spillways and calculations for determining spillway length. The key aspects covered are types of spillways, design considerations, standard crest profiles, discharge equations, and worked examples for spillway sizing.
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.
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.
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.
Energy dissipaters are needed when water is released over a spillway to prevent scouring downstream. Various devices can be used, including baffle walls, deflectors, and staggered blocks, which reduce kinetic energy by converting it to turbulence and heat. Hydraulic jumps also dissipate energy by maintaining a high water level downstream. The type of dissipater used depends on the tailwater rating curve in relation to the jump height curve and the flow conditions. Stilling basins, sloping aprons, and roller buckets are suitable for different tailwater classifications.
Dams can be classified in several ways:
1. According to use - storage dams store water, diversion dams divert water into canals, and detention dams control floods.
2. According to hydraulic design - overflow dams allow water over the crest, while non-overflow dams keep water below the top.
3. According to material - rigid dams use materials like concrete that don't deform, while non-rigid earth and rockfill dams settle and deform more.
4. According to structural behavior - examples include gravity, arch, buttress, earthen, and rockfill dams.
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.
The document discusses various components of water conveyance systems for hydropower projects. It begins by defining an open channel as a conduit that transports water with a free surface. It then describes different types of open channels based on shape, natural vs artificial classification, changes in cross-section and slope, and boundary characteristics. The document also discusses intake structures, including their components, functions, types and locations. It concludes by briefly describing pressure flow systems such as tunnels, penstocks, surge tanks and their purposes in hydropower projects.
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.
Spillway crest gates are adjustable gates used to control water flow in reservoir and river systems. They act as barriers to store additional water, allowing the height of dams to be increased and requiring more land acquisition. The main types of spillway gates are dripping shutters, stop logs, radial/tainter gates, drum gates, and vertical lift/rectangle gates. Vertical lift gates are rectangular gates that spin horizontally between grooved piers and can be raised or lowered by a hoisting mechanism to control water flow.
ntake structures are used for collecting water from the surface sources such as river, lake, and reservoir and conveying it further to the water treatment plant. These structures are masonry or concrete structures and provides relatively clean water, free from pollution, sand and objectionable floating material.
The document discusses hydroelectric power plants and how they work. It explains that hydroelectric power harnesses the kinetic energy of moving water to generate electricity. Water turns turbines that are connected to generators, which produce electricity. The key components of hydroelectric plants are dams or reservoirs that store water, penstocks that carry water to turbines under pressure, turbines that convert the water's energy into rotational motion, generators that convert that motion into electricity, and transmission lines to deliver the power. Hydroelectricity is a renewable energy source that does not deplete natural resources.
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.
Types- selection of the suitable site for the diversion headwork components
of diversion headwork- Causes of failure of structure on pervious foundation- Khosla’s theory- Design of concrete sloping
glacis weir.
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.
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.
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.
1. Dams are constructed across rivers to store flowing water and come in various types like earth, rockfill, gravity, steel, timber and arch dams. The selection of dam type depends on site conditions like topography, geology and availability of construction materials.
2. Gravity dams derive their strength from their weight and weight of water pressure pushing them into the ground. They are made of concrete or masonry and work by balancing the water pressure on upstream side with weight and pressure on downstream side.
3. Factors considered in gravity dam design include water pressure, seismic forces, uplift pressure, weight of dam, and ensuring stability against sliding, overturning and cracking. Galleries are provided for drainage,
WEIRS VERSUS BERRAGE
TYPES OF WEIRS
COMPONENT PARTS OF A WEIR
CAUSES OF FAILURE OF WEIRS & THEIR REMEDIES
DESIGN CONSIDERATIONS
DESIGN FOR SURFACE FLOW
DESIGN OF BARRAGE OR WEIR
This document discusses spillways and energy dissipators for dams. It defines spillways as structures used to safely release surplus water from reservoirs. The main types of spillways are main, auxiliary, and emergency spillways. Spillways can also be classified based on their prominent features, such as free overflow, overflow, side channel, open channel, tunnel, shaft, and siphon spillways. Energy dissipators, such as stilling basins and bucket types, are also discussed to reduce the energy of water flowing from spillways. Common energy dissipator types include horizontal and sloping apron stilling basins, and solid roller, slotted roller, and ski jump bucket dissipators.
This document provides an overview of spillways and flood control works for dams. It discusses the key components and design considerations for spillways, including approach channels, control structures, discharge carriers, terminal structures, and energy dissipaters. It describes different types of spillways like overflow, trough, siphon, and side channel spillways. Design aspects for spillway crest gates like radial and drum gates are covered. The document also discusses intake and outlet works for reservoirs, including their components and functions.
Chapter 8:Hydraulic Jump and its charactersticsBinu Khadka
The document discusses hydraulic jumps, which occur when flow transitions from supercritical to subcritical. Hydraulic jumps are characterized by an abrupt rise in water surface with turbulence and eddies, dissipating energy. The depths before and after are called conjugate depths. Classification of jumps include undular, weak, oscillating and steady based on Froude number, and free, repelled and submerged based on tailwater depth. Key variables discussed are conjugate depths, jump height and length, and efficiency. Equations are presented for calculating conjugate depths based on conservation of specific force and energy.
This document provides guidelines for the hydraulic design of small hydro power plants, including the design of head works and intake structures. It discusses three main types of head works: lateral intake, trench intake, and reservoir/canal intakes. For lateral intake head works, guidelines are provided on site selection, determining key elevations, layout, sizing sediment flushing gates, sizing intake trash racks, and designing diversion structures and spillways. References for further information on lateral intake and diversion weir design are also included. The guidelines aim to optimize hydraulic performance while balancing other practical constraints. Hydraulic model studies are recommended for important projects or unusual sites.
This document provides guidelines for the hydraulic design of small hydro power plants, including the design of head works and intake structures. It discusses three main types of head works: lateral intake, trench intake, and reservoir/canal intakes. For lateral intake head works, guidelines are provided on site selection, determining key elevations, layout, sizing sediment flushing gates, sizing intake trash racks, and designing diversion structures and spillways. References for further information on lateral intake and diversion weir design are also included. The guidelines aim to optimize hydraulic performance while balancing other practical constraints. Hydraulic model studies are recommended for important projects or unusual sites.
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.
The document discusses various components of water conveyance systems for hydropower projects. It begins by defining an open channel as a conduit that transports water with a free surface. It then describes different types of open channels based on shape, natural vs artificial classification, changes in cross-section and slope, and boundary characteristics. The document also discusses intake structures, including their components, functions, types and locations. It concludes by briefly describing pressure flow systems such as tunnels, penstocks, surge tanks and their purposes in hydropower projects.
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.
Spillway crest gates are adjustable gates used to control water flow in reservoir and river systems. They act as barriers to store additional water, allowing the height of dams to be increased and requiring more land acquisition. The main types of spillway gates are dripping shutters, stop logs, radial/tainter gates, drum gates, and vertical lift/rectangle gates. Vertical lift gates are rectangular gates that spin horizontally between grooved piers and can be raised or lowered by a hoisting mechanism to control water flow.
ntake structures are used for collecting water from the surface sources such as river, lake, and reservoir and conveying it further to the water treatment plant. These structures are masonry or concrete structures and provides relatively clean water, free from pollution, sand and objectionable floating material.
The document discusses hydroelectric power plants and how they work. It explains that hydroelectric power harnesses the kinetic energy of moving water to generate electricity. Water turns turbines that are connected to generators, which produce electricity. The key components of hydroelectric plants are dams or reservoirs that store water, penstocks that carry water to turbines under pressure, turbines that convert the water's energy into rotational motion, generators that convert that motion into electricity, and transmission lines to deliver the power. Hydroelectricity is a renewable energy source that does not deplete natural resources.
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.
Types- selection of the suitable site for the diversion headwork components
of diversion headwork- Causes of failure of structure on pervious foundation- Khosla’s theory- Design of concrete sloping
glacis weir.
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.
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.
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.
1. Dams are constructed across rivers to store flowing water and come in various types like earth, rockfill, gravity, steel, timber and arch dams. The selection of dam type depends on site conditions like topography, geology and availability of construction materials.
2. Gravity dams derive their strength from their weight and weight of water pressure pushing them into the ground. They are made of concrete or masonry and work by balancing the water pressure on upstream side with weight and pressure on downstream side.
3. Factors considered in gravity dam design include water pressure, seismic forces, uplift pressure, weight of dam, and ensuring stability against sliding, overturning and cracking. Galleries are provided for drainage,
WEIRS VERSUS BERRAGE
TYPES OF WEIRS
COMPONENT PARTS OF A WEIR
CAUSES OF FAILURE OF WEIRS & THEIR REMEDIES
DESIGN CONSIDERATIONS
DESIGN FOR SURFACE FLOW
DESIGN OF BARRAGE OR WEIR
This document discusses spillways and energy dissipators for dams. It defines spillways as structures used to safely release surplus water from reservoirs. The main types of spillways are main, auxiliary, and emergency spillways. Spillways can also be classified based on their prominent features, such as free overflow, overflow, side channel, open channel, tunnel, shaft, and siphon spillways. Energy dissipators, such as stilling basins and bucket types, are also discussed to reduce the energy of water flowing from spillways. Common energy dissipator types include horizontal and sloping apron stilling basins, and solid roller, slotted roller, and ski jump bucket dissipators.
This document provides an overview of spillways and flood control works for dams. It discusses the key components and design considerations for spillways, including approach channels, control structures, discharge carriers, terminal structures, and energy dissipaters. It describes different types of spillways like overflow, trough, siphon, and side channel spillways. Design aspects for spillway crest gates like radial and drum gates are covered. The document also discusses intake and outlet works for reservoirs, including their components and functions.
Chapter 8:Hydraulic Jump and its charactersticsBinu Khadka
The document discusses hydraulic jumps, which occur when flow transitions from supercritical to subcritical. Hydraulic jumps are characterized by an abrupt rise in water surface with turbulence and eddies, dissipating energy. The depths before and after are called conjugate depths. Classification of jumps include undular, weak, oscillating and steady based on Froude number, and free, repelled and submerged based on tailwater depth. Key variables discussed are conjugate depths, jump height and length, and efficiency. Equations are presented for calculating conjugate depths based on conservation of specific force and energy.
This document provides guidelines for the hydraulic design of small hydro power plants, including the design of head works and intake structures. It discusses three main types of head works: lateral intake, trench intake, and reservoir/canal intakes. For lateral intake head works, guidelines are provided on site selection, determining key elevations, layout, sizing sediment flushing gates, sizing intake trash racks, and designing diversion structures and spillways. References for further information on lateral intake and diversion weir design are also included. The guidelines aim to optimize hydraulic performance while balancing other practical constraints. Hydraulic model studies are recommended for important projects or unusual sites.
This document provides guidelines for the hydraulic design of small hydro power plants, including the design of head works and intake structures. It discusses three main types of head works: lateral intake, trench intake, and reservoir/canal intakes. For lateral intake head works, guidelines are provided on site selection, determining key elevations, layout, sizing sediment flushing gates, sizing intake trash racks, and designing diversion structures and spillways. References for further information on lateral intake and diversion weir design are also included. The guidelines aim to optimize hydraulic performance while balancing other practical constraints. Hydraulic model studies are recommended for important projects or unusual sites.
Okay, let me solve this step-by-step:
Given:
Discharge of canal (Q) = 50 cumec
Let's assume:
Bed width (B) = x meters
Depth of water (D) = y meters
Cross-sectional area (A) = B*D + 1.5D^2
Wetted perimeter (P) = B + 3.6D
Hydraulic mean depth (R) = A/P
From the economical section condition:
R = D/2
Equating the two expressions of R and solving:
(B*D + 1.5D^2) / (B + 3
This document provides a rapid assessment of hydropower potential in Gilgit-Baltistan (GB), Pakistan. It summarizes GB's significant water resources, including numerous glacial fed rivers and tributaries of the Indus River. Over 236 perennial streams flow into the Indus and its tributaries in GB. The document identifies GB's existing and under construction hydropower plants. It also analyzes GB's hydropower potential, population growth, and future power demand. Finally, it outlines investment opportunities for private sector run-of-river hydropower projects in GB and provides recommendations for an enabling energy policy to attract investment and promote sustainable development.
This document provides an overview of clean technology investment opportunities in the Czech Republic. It introduces CzechInvest, the Czech Republic's investment and business development agency, and discusses the country's renewable energy policy, incentives for investment, and growth opportunities in various clean technology sectors such as wind, biomass, biofuels, biogas, photovoltaics, and hydro energy. Specific investment statistics and targets for renewable energy sources in the Czech Republic are also presented.
This document provides an overview of hydropower as a renewable energy source. It discusses different types of hydropower technologies including large hydroelectric dams, medium and small hydro, mini hydro, micro hydro, and pico hydro. It also discusses key design aspects of hydropower including head, dams, and the relationship between power output and head and flow. Examples of some of the largest hydroelectric power plants in the world are listed along with their location, year of operation, maximum generation capacity and annual production. The document emphasizes that hydropower is a modern technology that can be improved to make better use of available water resources.
The document discusses the importance of developing a strategic plan for an organization. It states that a strategic plan should outline the organization's mission and vision, identify goals and objectives, and establish strategies and tactics to achieve those goals over the next 3-5 years. The plan helps provide direction and ensures all employees are working towards the same priorities.
The document provides design details for a column base plate, including:
1) Calculations for required plate thickness based on bearing pressure and moments;
2) Tension design calculations for bolts and plate thickness;
3) Shear and bending calculations for a shear key; and
4) Weld design checks.
The summary includes key parameters such as bearing pressure, grade of concrete, permissible stresses, bolt sizes, and plate dimensions.
This document proposes a "Rain Farm" method for desalination that uses evaporation and condensation driven by solar energy. Pilot experiments showed temperatures inside glass evaporation cylinders exceeding 40°C, producing 2-10 ml/hour of desalinated water. The document discusses optimizing cylinder design to maximize evaporation and condensation surfaces while minimizing costs. Several potential designs are presented, aiming to enhance the greenhouse effect and water collection efficiency.
This document summarizes the outcomes of implementing improvements to local Gonchi water management systems in several villages. Some key points:
- Repair works were conducted on damaged Gonchi channels which increased water flow, irrigated more land, and boosted crop yields and incomes for farmers.
- A Gonchi federation was formed to protect local water resources from outside projects and overuse.
- Additional labor and funds from NREGS and revolving funds further strengthened infrastructure and sustainable water management.
- Innovative agricultural practices increased productivity, including using System of Rice Intensification methods, vermicomposting, and non-pesticide management.
This document provides details about the Modikhola Hydropower project in Nepal. It describes the key specifications of the 14.8 MW run-of-river hydropower plant, including details about the civil works like the intake, tunnel, and powerhouse, as well as the mechanical, electrical, control, and protection systems. It also notes some problems like the small size of the settling basin and lack of a SCADA system, and provides recommendations to address these issues.
The document summarizes the process of crude oil distillation. Crude oil is heated through heat exchangers to 550°F and then further heated to 750°F in a furnace before entering the flash zone of an atmospheric fractionator. Reboilers provide heat to the bottom of distillation columns by boiling the liquid to generate vapors that drive the separation process. Temperature above 370-380°F can cause cracking and coking in atmospheric columns, so residue is sent to vacuum distillation where pressure is reduced below vapor pressure to distill the most volatile liquids.
Dialysis is a technique used to separate molecules in solution based on their molecular weight. It involves placing a sample inside a semi-permeable membrane bag and submerging it in a larger volume of buffer solution. Only small molecules can diffuse through the membrane, leaving larger macromolecules concentrated inside the bag. Dialysis is useful for desalting samples, buffer exchange, and purification of biomolecules, though it is a slow process. Variations like pressure dialysis and ultrafiltration allow for faster concentration of samples.
SCG report covering 35+ SHP sites of Himurja (3-5 MW) to be released on October 13, 2014. The report will contain information about project location, catchment area, hydrology, estimated power potential, accessibility, and status of other SHP projects in the same stream (upstream/ downstream). More details about content, projects covered, pricing etc in the attached document. Order your copy before October 10 to get a 20% Early Bird Discount.
Solid phase extraction is the very popular technique currently available for rapid and selective sample preparation. The versatility of SPE allows use of this technique for many purposes, such as purification, trace enrichment, desalting, and class fractionation and etc.
Sediment is any particulate matter that can be transported by fluid flow and eventually deposited. There are four main categories of sediments based on size: gravel, sand, silt, and clay. Incipient motion, or the initial movement of sediment particles, is important to studying sediment transport and channel design. Two main approaches to modeling incipient motion are the shear stress approach and velocity approach. Shields developed a widely used diagram relating the critical shear stress needed to initiate motion to other dimensionless parameters like particle size, fluid properties, and sediment density. White's analysis also models critical shear stress as proportional to particle size. The velocity approach uses field surveys of permissible flow velocities before sediment starts moving in different channel materials.
This document provides guidance for selecting hydraulic turbines and governing systems for hydroelectric projects up to 25 MW. It discusses key site data needed for selection, including net head values. It then classifies and describes the main turbine types - Francis, propeller, Kaplan, and impulse turbines. Selection criteria are outlined based on site parameters like head and flow. Guidelines are provided for selecting turbines for different size ranges from micro-hydro to larger mini and small hydro projects. Performance parameters like efficiency, operating ranges, and cavitation characteristics are also covered. The document concludes with sections on governing systems and examples.
Sedimentation is used in water and wastewater treatment to separate solids from liquid using gravity. It occurs after coagulation and flocculation in water treatment and is used for grit removal, primary clarification, and activated sludge settling in wastewater treatment. Sedimentation basins come in circular, rectangular, or square shapes and have four functional zones - the inlet zone, settling zone, sludge zone, and outlet zone. The design of these zones aims to evenly distribute flow, optimize settling conditions, remove settled sludge efficiently, and minimize resuspension of solids.
IJERA (International journal of Engineering Research and Applications) is International online, ... peer reviewed journal. For more detail or submit your article, please visit www.ijera.com
Farhad Orak presented research on optimizing production from a field in South Pars gas field using nodal analysis and multilateral well design. The field contains four producing gas layers separated by anhydrite layers in a reservoir 400 meters thick. Conventional wells risk water coning issues on the flanks where lower layers are water-filled. The study models a dual opposed multilateral well using nodal analysis, finding production could be optimized to 114 million standard cubic feet per day by increasing tubing size to 6.18 inches, setting wellhead pressure to 2000 psi, assuming 5% water cut and a skin factor of +1. Recommendations include further investigating horizontal branch length and angle to increase reservoir exposure and controlling production
This document contains information about experiments to be conducted in a fluid mechanics and machinery laboratory. It includes the list of 10 experiments that will be performed, which involve determining coefficients of discharge for orifice meters, venturi meters and rotameters, as well as conducting tests on centrifugal pumps, reciprocating pumps, turbines, and more. Instructions are provided for students on laboratory safety and procedures. Details of the required equipment are also listed.
IRJET- Design of Energy Dissipator for Khadakwasla Dam to Control the Vel...IRJET Journal
This document summarizes the design of a ski jump energy dissipator for Khadakwasla Dam in India to control the velocity of water flow and prevent downstream flooding. It provides background on the problem of flooding occurring in 2018 due to high water velocities. It then reviews literature on ski jump dissipators and design codes. The methodology section outlines the design process according to Indian codes, including determining the bucket shape, size, elevation, trajectory length, and scour estimation. Calculations are shown for the bucket parameters, velocity reduction, and training wall dimensions. The conclusions state that a ski jump dissipator is suitable to remove sediments and reduce velocities economically based on the short bucket dimensions and prevention of soil erosion.
International Journal of Engineering and Science Invention (IJESI)inventionjournals
International Journal of Engineering and Science Invention (IJESI) is an international journal intended for professionals and researchers in all fields of computer science and electronics. IJESI publishes research articles and reviews within the whole field Engineering Science and Technology, new teaching methods, assessment, validation and the impact of new technologies and it will continue to provide information on the latest trends and developments in this ever-expanding subject. The publications of papers are selected through double peer reviewed to ensure originality, relevance, and readability. The articles published in our journal can be accessed online.
“HYDRAULIC AND HYDROLOGICAL IMPACT ON BRIDGE”IRJET Journal
This document discusses a study on the hydrological and hydraulic impacts on bridges. It focuses on calculating the 100-year flood discharge at a bridge site in Virginia, USA using various hydrological and hydraulic procedures. These include using the English formula to calculate discharge based on catchment area. Manning's formula is also used to calculate discharge at the 100-year flood level at the defined cross-section, taking into account factors like cross-sectional area, hydraulic gradient, wetted perimeter, and Manning's roughness coefficient. The study aims to ensure the bridge structure is able to withstand floods with a 100-year periodicity without compromising its integrity.
Design and implementation of micro hydro turbine for power generation and its...IRJET Journal
This document describes the design and implementation of a micro hydro turbine system to generate power from a low head water source for domestic use. The system utilizes the potential energy of water stored in an overhead tank located 11.25 meters above the ground. Water flows through a pipe and nozzle to a Pelton turbine, converting its kinetic energy to mechanical power that drives a DC generator. The generator produces electrical energy that is stored in a battery. Testing showed the system could produce 47 watts of power from a water flow of 0.00268 cubic meters per second with a head of 13 meters. The document concludes micro-hydro power is a renewable and cost-effective method to generate electricity for small-scale domestic applications.
Dam Break Analysis of Peringalkuthu Dam, Thrissur Using HEC-RASIRJET Journal
This document summarizes a study that performed dam break analysis of the Peringalkuthu Dam in Thrissur, Kerala, India using the HEC-RAS software. The study collected data on the dam's reservoir capacity and layout. It then modeled dam failure scenarios in HEC-RAS to map flood depth, velocity, and water surface elevation downstream. The study found maximum flood depths of 15-18 meters near the dam, with velocities of 10-15 m/s. It identified populations at risk and produced inundation maps to help emergency response planning.
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performance evaluation of desilting devices
1. Under the guidance of
Dr. Arun Kumar
Alternate Hydro Energy
Centre
IIT Roorkee
1
Presented by
GURDEEP SINGH
2. OUTLINE
2
Problem of sediment in SHP
Desilting basins
Need of Performance Evaluation of Desilting basins
Objective of Study
Methodology Adopted
Analysis and Evaluation
Results
Conclusion
Literature Review
References
3. Problem of sediment in SHP Plants
Sedimentation problem in Hydropower starts from headwork’s to power
house. Each and every Structure intact with water is susceptible and vulnerable
due to sediment laden water.
This problem is more serious in Himalayan region where good potential of
SHP exist.
In the case of run-of-river, a relatively small dam or a barrage is built across a
mountain stream to divert the river water into the intake which in turn feeds
the power house through a water conductor system. Due to the large quantities
of sediment likely to be transported by the rivers. This will leads to various
problems:-
1. The diversion dam/barrage may get silted up to the crest within short period of
construction.
2. Thus large quantity of sediment may enter the intake and decrease in the
discharge carrying capacity of the water conductor system.
3. Cause damage to the tunnel lining,
4. Erode the turbine blades and auxiliaries
3
4. Effects on civil structures
Sediment deposited in lined channel Sediment deposited in tailrace channel
of hydropower plant
Sediment deposited near
diversion weir
4
5. Sediment erosion at Pelton
turbine needle
Sediment erosion at Pelton
turbine
Eroded guide vanes
Erosion(At Runner) at pressure
side of blade
Effects of
Erosion on
various
components of
Turbine
5
6. DESILTING BASIN
Desilting basins are constructed close to the intake to trap incoming sediment
before leading to water conductor system/turbine.
Removal of sediment in desilting basins is done by reducing the velocity of
flow through them and remove settled sediment under gravity or mechanical
or manually.
There are two types of desilting basin mainly used for SHP sites in India are :-
i. Settling basin
ii. Vortex settling basin
6
7. Design parameters for settling basin
7
1. Size of sediment load to be removed
2. Settling basin dimensions
3. Velocity in chamber basin
4. Flushing discharge
5. Trap Efficiency
6. Sediment removal techniques
8. 8
1. Basin diameter d, and basin height H;
2. Flushing discharge, Qo or flushing pipe diameter, d0
3. Depth of flow in the basin;
4. Radial slope of basin floor, Sc (horizontal to one vertical)
5.Basin depth at periphery, h2
6. length of overflow weir, Li, and
7. Modelling criteria to ascertain the performance of the designed VSB with the aid
of a physical model
Design parameters for vortex settling basin
9. Need for performance evaluation
9
1. Settling basin are being designed oftenaly by Indian shp designer on basis of
limited data on sediment due to its poor availability on account of not using
skilled persons which are not available easily.
2. It has been observed that often desilting basins are inefficient for silt
removal. The silt removal arrangement are poor, resulting in frequent
choking. This result frequent forced outrage of plant.
Thus performance of these desilting basin are evaluated to make aware to plant
owner sediment impact and loss of generation
10. 10
Desilting tank in himanchal
pradesh 3MW SHP project
Desilting tank in Uttrakhand
5MW SHP project
11. Objective of study
11
The objective of this work :-
1.To evaluate the performance of existing desilting devices.
2.To study the impact of sediment on turbine runner
corresponding to desilting basin efficiency
12. Methodology Adopted
12
1. Reviewed various desilting devices deployed for small hydro
power plants.
2. Identified the projects for data collection covering high and
medium head in different location.
3. Prepared a questionnaire, approach the project owner for data and
visit the site. Data covering the type of desilting devices,
dimension ,number of chamber provided and flushing arrangement
and impact of sediment on turbine and other components.
4. Collected sediment(inflow and flushed out) from different SHP
sites by undertaking site visits.
5. Sieve analysis of sample collected.
6. Evaluation is done by :-
1. Comparing the relation/charts of efficiency of desilting
basin given by different author’s with observed efficiency.
2. Impact of sediment on turbine runner.
13. Site visit details
13
Location Visit duration
Sites located in Chamba and Kangra District visited
(Tarila shp station, Tarila-II shp station, Upper awa shp, Baner-III shp,
Sahu shp station, Iku-II shp, Upper khauli shp, Drinidhar shp station,
Bhuri singh power house, Khauli shp station, Gaj shp)
Nov 17-29,2012
Sites located in Kullu and Mandi District visited
(Jirah shp station, Aleo shp station, Baragan shp station, Sarbari shp ,
Brahmaganga shp station, Patkari shp station, Gurahan shp station
Jan 25- Feb 5,2013
HPPCL design office,Sunder nagar,HP May 22- 26,2013
15. 15
Sr
.n
o
Name of
station
Name of
stream
Installe
d
capacity
(MW)
Type of
Turbin
e
Head
(m)
Disc
harg
e
(cum
ec)
Inlet
cha
nnel
widt
h(m
)
Desilting basin
dimensions(m)
slope(
1V:H)
no.
of
outl
et
Flushin
g
conduit
(mm)
Diameter Depth
15 GAJ Gaj & Leond 3x3.5 Pelton 213 6.93 3.4 17 2.05 01:10 1 600Ø
16 KHAULI Khauli Khad 2x6 Pelton 475 3.19 2.4 12 2.00 01:10 1 450Ø
17
BHURI
SINGH Sal nallah 0.45 Francis 13.72 5.14 3.4 17 2.15 01:10 1 600Ø
Vortex settling basin sites
17. 17
D-tank Baragran shp station(1x1.9MW) D-tank Drinidhar shp station (2x2.5MW)
D-tank Sarbari shp station (2x2.25MW)D-tank Jirah shp station (2x2.0MW)
18. 18
D-tank Tarila-II shp station (2x2.5MW) D-tank Tosh mhp station (2x5 MW)
D-tank Upper khauli shp station (2x2.5 MW) D-tank Tarila shp station (2x2.5MW)
20. Efficiency evaluation of desilting basin
20
I. Efficiency of settling basin and vortex settling basin first computed by
relation /charts given by various authors and then compared with observed
efficiency.
II. Observed efficiency of desilting basins calculated by comparing the GSD
curve at inlet and flushing oulet.
III.Relation and charts used for efficiency evaluation of settling and vortex
basin are:-
settling basin:-
a. Camp Dobbins curve
b. Garde method
c. GSD curves (At inlet and flushing outlet)
vortex settling basin:-
a. T.C Paul relation
b. M.Ather relation
c. GSD curves (At inlet and flushing outlet)
21. Efficiency evaluation of settling basin
1. The minimum size of particle to be removed is selected.
2. Then with help of Hunter Rouse curve fall velocity(Vs) of the selected square
quartz particle at particular temperature is obtained. The Hunter Rouse curve
of fall velocity(Vs) .
3. Parameters comprising of flow velocity, settling velocity, length and depth of
basin calculated. The following parameters are:-
(a) Settling velocity x depth of tank(1/6)
Flow velocity x regosity coefficient x √g
(b) Settling velocity x length
Flow velocity x Depth of tank
21
I. Camp-Dobbins curve
24. 24
II.Garde method
Relationship developed by Grade to find the sediment removal efficiency of settling basin
give by:-
where ηo is the limiting efficiency obtained for a given w/u* at large values of
L/D and k is a coefficient.
25. 25
Efficiency evaluation of vortex settling basin
I. Paul’s relation
The Efficiency computation relation given by T.C Paul et al. is :-
Where P is Efficiency in (%),
Dt = Diameter of tank
Sc = slope adopted at all project sites (10H : 1V)
Vs is settling velocity of particle
W is vertically upward velocity(W=(4Qs/πDt2
).
Qs= overflow Discharge(Qi-Qo)
Qi= Inlet discharge
Qo= Flushing discharge
26. 26
II.Ather’s relation
The efficiency computed method given by M. Ather relation is as follows:-
Where Qi =Discharge in the inlet channel ;
Qu =Discharge flushed out through the under flow
ω = Fall velocity of sediment;
d = Sediment size;
hp =Depth of flow at periphery of the chamber;
Zh
=Elevation difference between inlet and outlet channel beds at their junctions
with the vortex chamber,
RT
=Radius of the vortex chamber,
g = Gravitational acceleration,
v = Kinematic viscosity and
K =Coefficient
Qw= Qu+k(Qi-Qu)
27. Grain size Distribution
27
With the help of this distribution ,percentages of various size of soil grain in a
given dry soil sample can be find out.
Sieve analysis
The soil sample is separated in to two fraction by sieving through 4.75mm sieve.
The fraction retained on this sieve (+4.75 mm) is called gravel fraction which is
subjected to coarse sieve analysis.a set of sieve sizes 80mm, 20mm 10mm and 4.75mm
is used for further gravel fraction.
The material passing through 4.75mm (-4.75mm) is subjected to fine sieve
analysis.the set of I.S. sieves for fine sieve analysis consist of 2mm, 1mm, 600μ, 425μ,
212μ, 150μ,75 μ sieves.
28. Procedure
28
A suitable sieve size for the aggregate should be selected and placed in order of
decreasing size, from top to bottom, in a mechanical sieve shaker.
A pan should be placed underneath the nest of sieves to collect the aggregate that
passes through the smallest. The entire nest is then agitated (10 -15 min), and the
material whose diameter is smaller than the mesh opening pass through the sieves.
After the aggregate reaches the pan, the amount of material retained in each sieve
is then weighed.
Results
The results are presented in a graph of percent passing versus the sieve size. On
the graph the sieve size scale is logarithmic.
To find the percent of aggregate passing through each sieve, first find the percent
retained in each sieve.
To do so, the following equation is used,
29. 29
The cumulative percent passing of the aggregate is found by subtracting
the percent retained from 100%.
%Cumulative Passing = 100% - %Cumulative Retained.
Sieves used in grain size distribution
Experiment Set-up for Sieve analysis
Efficiency computed by comparing the GSD curves :-
33. 33
ANALYSIS AND EVALUATION
Performance of desilting basin are evaluated by :-
1.Comparing the results computed from different methods
2.Effect of desilting basin efficiency on turbine runner
34. 34
size of particles in (mm) 0.15mm 0.2 mm 0.25 mm 0.5 mm 1 mm
Site location
Efficien
cy from
Camp
Dobbin
s curve
Efficie
ncy
from
Garde
metho
d
Oserv
ed site
efficie
ncy
Efficien
cy from
Camp
Dobbin
s curve
Efficien
cy from
Garde
metho
d
Oserv
ed
site
efficie
ncy
Efficien
cy from
Camp
Dobbin
s curve
Efficie
ncy
from
Garde
metho
d
Oserv
ed site
efficie
ncy
Efficien
cy from
Camp
Dobbin
s curve
Efficie
ncy
from
Garde
metho
d
Oserv
ed site
efficie
ncy
Efficien
cy from
Camp
Dobbin
s curve
Efficie
ncy
from
Garde
meth
od
Oserv
ed site
efficie
ncy
TARILA SHP
STATION,TARILA 100% 85% 30% 100% 95% 33% 100% 95% 41% 100% 95% 46% 100% 95% 75%
TARILA-II SHP
STATION,TARTILA 75% 37% 63% 97% 94% 60% 100% 94% 58% 100% 94% 58% 100% 94% 67%
BANER-III SHP,BANER 78% 37% 33% 98% 94% 41% 100% 94% 56% 100% 94% 78% 100% 94% 91%
IKU-II SHP 88% 23% 30% 99% 69% 29% 100% 99% 38% 100% 99% 58% 100% 99% 85%
UPPER KHAULI SHP,KHAULI 98% 95% 58% 100% 95% 69% 100% 95% 74% 100% 95% 89% 100% 95% 90%
DRINIDHAR SHP
STATION,DRNIDHAR 95% 31% 0% 100% 95% 0% 100% 99% 25% 100% 99% 44% 100% 99% 82%
ALEO SHP STATION,MANALI 95% 86% 14% 100% 95% 36% 100% 95% 67% 100% 95% 100% 100% 95% 100%
BARAGRAN shp
station,baragran 97% 48% 50% 100% 99% 56% 100% 99% 60% 100% 99% 53% 100% 99% 61%
SARBARI SHP ,SARBARI 98% 93% 71% 100% 93% 60% 100% 93% 38% 100% 93% 47% 100% 93% 74%
JIRAH SHP STATION,TOSH 100% 70% 50% 100% 70% 50% 100% 70% 57% 100% 70% 92% 100% 70% 97%
TOSH MHP STATION,TOSH 92% 60% 4% 100% 97% 5% 100% 97% 8% 100% 97% 34% 100% 97% 79%
BRAHMAGANGA SHP
STATION,MANIKARAN 98% 94% 90% 100% 96% 88% 100% 96% 89% 100% 96% 100% 100% 96% 100%
GURAHAN SHP STATION 97% 19% 38% 100% 43% 36% 100% 76% 36% 100% 100% 57% 100% 100% 80%
PATKARI SHP
STATION,PATIKARI 90% 43% 22% 100% 97% 21% 100% 98% 22% 100% 98% 51% 100% 98% 82%
Computation efficiency of settling basins
39. 39
Name of
site 0.15 0.2 0.25 0.3 0.5 1
Effici
ency
from
Paul
relati
on
Effici
ency
from
Ather
relati
on
Obse
rved
site
efficie
ncy
Effici
ency
from
Paul
relati
on
Effici
ency
from
Ather
relati
on
Obse
rved
site
efficie
ncy
Effici
ency
from
Paul
relati
on
Effici
ency
from
Ather
relati
on
Obse
rved
site
efficie
ncy
Effici
ency
from
Paul
relati
on
Effici
ency
from
Ather
relati
on
Obse
rved
site
efficie
ncy
Effici
ency
from
Paul
relati
on
Effici
ency
from
Ather
relati
on
Obse
rved
site
effici
ency
Effici
ency
from
Paul
relati
on
Effic
iency
from
Athe
r
relat
ion
Obse
rved
site
efficie
ncy
Bhuri
singh
SHP 75% 98% 91% 84% 98% 93% 91% 98% 92% 97% 98% 100%113% 98% 100%141%99% 100%
Gaj SHP 82% 98% 80% 92% 98% 81%100% 98% 75%106% 98% 82%123% 98% 97%155%99% 100%
Khauli
SHP 82% 98% 12% 92% 98% 100% 98% 50%106% 98% 67%124% 98% 86%155%99% 94%
Computation efficiency of vortex settling basins
42. Impact of turbine runner
42
Factors influencing erosion -
Silt characteristics
I.Size and Shape of Particles
II.Hardness of Particles
III. Concentration
Resistance of turbine Material,
Net Head on turbines
Velocity of water carrying silt
HEAD (M) MAXIMUM SIZE OF PARTICLES
100 – 200 0.60 mm to 1.00 mm
200 – 300 0.50 mm to 0.60 mm
300 - 500 0.30 mm to 0.50 mm
> 500 0.10 mm to 0.30 mm
43. Erosive Wear on turbine
43
To calculate erosive wear on turbine following relation to be used:-
For Pelton Turbine:-
Where,
‘S’ silt particle size (m).
‘t’, operating hour (h)
‘V’ velocity of flow (m/s) =0.47x0.98x√(2gh)
‘W’ normalized wear (g/g) per unit discharge (m3
/s)
For Francis Turbine:-
Where
W = erosion rate in kg/h,
V = velocity of particle in m/s = 0.4x√(2gh)
d = particle size in meter,
C = silt concentration in g/liter, and
K, β, γ and ψ is equal to 0.98, 1.1, 0.8 and 0.85 respectively.
( M.K.Padhy & R.P. Saini, 2008)
(B.K.Gandhi et. al,1999)
44. Continue…
44
Erosive wear at different sites due to particle size(0.2mm-1mm) have
concentration 3000 ppm during the monsoon season in north region of India
( from July to September,t ime=24x90 =2160 hours) calculated.
45. 45
Wt loss in kg for particle size
Head
range(m)
Sr.no Name of site Capacity
(MW)
Type of
turbine
Design
dischar
ge(cum
ec)
Head(m) Velocit
y(m/sec
)
0.2mm 0.25mm 0.3mm 0.5mm 1mm
100-200
1 Tarila-ii shp station,tartila 2 x 2.5 Francis 2.26 133 20.43 0.065 0.078 0.090 0.135 0.236
2
Baragran shp
station,baragran 1x1.9 Francis 1.5 170 23.10 0.074 0.089 0.103 0.155 0.270
3 Tarila shp station,tarila 2 x 2.5 Francis 1.589 184 24.03 0.078 0.093 0.108 0.162 0.282
4 Tosh mhp station,tosh 2 x 5 Pelton 3.2 186 27.82 0.094 0.095 0.096 0.099 0.103
200-300
5 Sarbari shp ,sarbari 2 x 2.25 Pelton 1.373 202 29.00 0.047 0.048 0.048 0.050 0.052
6 Gaj shp,dharamshala 3 X3.5 Pelton 3.1 213 29.78 0.118 0.119 0.121 0.124 0.129
7
Brahmaganga shp
station,manikaran 2 x 2.5 Pelton 2.52 230 30.94 0.111 0.112 0.113 0.117 0.121
8 Gurahan shp station 1 x 1.5 Pelton 0.83 215.5 29.95 0.032 0.033 0.033 0.034 0.035
9
Drinidhar shp
station,drnidhar 2 x 2.5 Pelton 1.49 249 32.19 0.076 0.077 0.078 0.080 0.083
10 Aleo shp station,manali 2 x 1.5 Pelton 0.63 290 34.74 0.043 0.044 0.044 0.045 0.047
300-500
11 Baner-iii shp,baner 2 x 2.5 Pelton 1.19 302 35.45 0.088 0.089 0.090 0.092 0.096
12 Iku-ii shp 2 x 2.5 Pelton 1.69 362 38.82 0.176 0.178 0.180 0.185 0.192
13
Patkari shp
station,patikari 2 x 8 Pelton 5.83 374.5 39.48 0.646 0.654 0.661 0.681 0.708
14 Upper khauli shp,khauli 2 x 2.5 Pelton 0.834 430 42.31 0.120 0.122 0.123 0.127 0.132
15 Khauli shp station,khauli 2 x 6 Pelton 1.525 475 44.47 0.265 0.269 0.271 0.279 0.291
46. 46
location Site Type of turbine Head(m) Head range Efficiency(%) of settling basin
computed from G.S.D curves w.r.t size
of particles (mm)
Remarks
0.15 0.3 0.5 1 Regarding efficiency Effect on turbine
TARILA-II FRANCIS 133
100 to 200
63 57 58 67
Inefficient in removing
particle size upto 1mm Susceptible to erosion
BARAGOAN FRANCIS 170 50 56 53 61
Inefficient in removing
particle size upto 1mm Susceptible to erosion
TARILA FRANCIS 184 30 42 46 75
Inefficient in removing
particle size upto 1mm Susceptible to erosion
TOSH PELTON 186 4 6 34 79
Inefficient in removing
particle size upto 1mm Susceptible to erosion
SARBARI PELTON 202
200 to 300
71 33 47 74
Inefficient in removing
particle size upto 0.5mm Susceptible to erosion
GURAHAN PELTON 216 38 42 57 80
Inefficient in removing
particle size upto 0.5mm Susceptible to erosion
BRAHMAGANGA PELTON 230 90 92 100 100
efficient in removing
particle size upto 0.5mm
Not susceptible to
erosion
DRINIDHAR PELTON 249 0 20 44 82
Inefficient in removing
particle size upto 0.5mm Susceptible to erosion
ALEO PELTON 290 14 92 100 100
efficient in removing
particle size upto 0.5mm
Not susceptible to
erosion
BANER-III PELTON 302
300 to 500
33 76 78 91
Inefficient in removing
particle size upto 0.3mm Susceptible to erosion
JIRAH PELTON 348 50 83 92 97
efficient in removing
particle size upto 0.3mm
Not susceptible to
erosion
IKU-II PELTON 362 30 40 58 85
Inefficient in removing
particle size upto 0.3mm Susceptible to erosion
PATKARI SHP PELTON 375 22 29 51 82
Inefficient in removing
particle size upto 0.3mm Susceptible to erosion
UPPER KHAULI PELTON 430 58 81 89 90
efficient in removing
particle size upto 0.3mm
Not susceptible to
erosion
47. 47
Site
location
Type of
turbine
Head
(m)
Head
rang
e(m)
Efficiency(%) of
settling basin computed
from G.S.D curves w.r.t
size of particles (mm)
Remarks
0.15 0.3 0.5 1
Regarding
efficiency
Effect on
turbine
BHURI
SINGH FRANCIS 13.75 <100 91 100 100 100
efficient in
removing
particle size upto
1mm
Not susceptible
to erosion
GAJ PELTON 213
100-
200 80 82 97 100
efficient in
removing
particle size upto
0.5mm
Not susceptible
to erosion
KHAULI PELTON 475
300-
500 12 67 86 94
Inefficient in
removing
particle size
upto 0.3mm
Susceptible to
erosion
48. 48
Economic evaluation of desilting basin
The project taken for the economic study of desilting basin is Upper khauli SHP
situated in Kangra, Himanchal Pradesh. The features of project as follows:-
Design discharge = 2.3cumec(including flushing discharge)
Head = 430m
Capacity = 2x2.5 MW
Type of turbine = Horizontal pelton
Comparative features of Desilting basins
Inlet Discharge (cumec) 2.3 2.3
Basin Dimensions(m) 51.5(L) x 4.5(B) x 6(D) 9m(dia) x 2.55m(D)
Volume of Basin(m3
) 1390.5 162
Flushing Discharge(cumec) 0.58 0.23
Water Available for power
generation(cumec) 1.73 2.07
Cost of Basin(Millon of Rs.) 4.5 0.93
Power generation(kW) 5000 6025
Settling Efficiency(%) 95 98
50. 50
Settling basin
.
Designed settling basin at the selected sites are sufficient to tap the particles less than
0.5mm in spite of that, these settling basin showing less efficiency this may due to:-
Inadequate design flushing arrangement.
Turbulence in water, causes the sediment in suspension.
Transitions are not designed properly.
These settling basin mostly designed for intermittent flushing, but timely flushing are not
done due to this flushing arrangement get chocked frequently causes decrease in
efficiency of these basins.
.
Vortex settling basin
The observed efficiency of vortex settling basin is very close to designed efficiency for all
particle Further these basin required less volume of water to flush the sediment and proves
to be economical desilting device specially for removal of particle size 0.1mm- 0.2mm
cause sediment erosion on hydro mechanical components.
RESULTS
52. Author Title of Paper Objective Results
Develay
et al.
(1996)
Desilting basin of
Dul Hasti hydro
electric project
To trap a high percentage of the
coarser particles generally made of
quartz
The trapping efficiency increases with the sediment
concentration.
Raju, et
al. (1999)
Sediment Removal
Efficiency of
Settling Basins
To find a new relationship for
sediment settling basin for non-
cohesive sediments
It was also found that Continuous flushing of the
basin improves the sediment removal efficiency of
settling basins.
Weerakoo
n et al.
(2007)
Effect of the
Entrance Zone on
the Trapping
Efficiency of
Desilting Tanks in
Run-of-River
Hydropower Plants
To find effect of the entrance zone
on the sand trapping efficiency of
the desilting tanks
The sand trapping efficiency was found to vary
from 50% to 85% with the reduction of expansion
angle from 30o to 10o.The trapping efficiency of the
tank increases with the reduction of the expansion
angle of the entrance zone in the desilting tanks,
the optimum expansion angle was found to be
about 10 deg.
Shah et
al. (2008)
Transitions For
Desilting Basin
With Open Channel
Flow
To study the effect of Transitions
For Desilting Basin With Open
Channel Flow
The hydraulic model studies by providing a simple
hump and a central divide wall
Literature Review
Efficiency of Desilting Basin
Efficiency of Settling Basin
52
53. Author Title of Paper Objective Results
Alired D.
Mashauri
(1983)
Removal of sediment
particles
By vortex basin
discussed the hydraulic
performance of vortex-type
settling basins both, with
horizontal and sloping floor
settling efficiency η , and amount of water through
orifice arc given for both versions - horizontal
floor and sloping floor showed a respectable
performance
Paul et al
(1991)
Vortex Settling
Basin Design
Consideration
vortex settling basin design for
extraction of sediment smaller
than 0.5 when a diaphragm and a
deflector were incorporated in
the inlet canal and basin,
respectively
Diameter of the flushing pipe and flushing
discharge depend on the grade of sediment
transported by the inlet canal
Athar et al
(2002)
Sediment Removal
Efficiency of Vortex
Chamber Type
Sediment Extractor
Studied the sediment removal
efficiency of vortex chamber
type sediment extractors.
a new relationship was developed for
determination of the sediment removal efficiency
of the vortex chamber type sediment extractors.
Nguyen
Quang
Troung
(2010)
Effect of deflector
on removal
efficiency of a deep-
depth vortex
chamber sediment
extractor
To study effect of deflector in
circular basin
The experimental results also indicate that the
values of η was considerably stable and reach the
maximum value for the case of three deflectors.
Naser et al.
(2011)
Improvement the
Trap Efficiency of
Vortex Chamber for
Exclusion of
Suspended Sediment
in Diverted Water
To improve trap efficiency of
vortex sediment settling basin.
It was found that the best location for the deflector
is between the inlet channel and the outlet
overflow weir, when the inlet channel is located
under the overflow weir increases the trap
efficiency and the hydraulic efficiency
Efficiency of vortex type of settling basin
53
54. Author Title of Paper Objective Results
Thapa et al.
(2005)
Problems of Nepalese
hydropower projects
due to suspended
sediments.
To study effect of type mineral of
sediment on turbines.
It was found that higher amount of quartz content gives
higher erosion rate and the percentage of quartz, shape
of the particles also has influence in erosion rate.
Bajracharya
et al.(2008)
Sand erosion of
Pelton turbine
nozzles and buckets.
To find effect of sediments on pelton
turbine.
It was found that High quartz content and increase
sediment load during monsoon along with the small
particle size are the major cause for the severe erosion
of turbine parts.
Padhy et al.
(2009)
Effect of size and
concentration of silt
particles on erosion
of Pelton turbine
buckets
To study effect of concentration and
size of silt on erosion of pelton turbine.
The erosive wear rate increases with an increase in the
silt concentration irrespective of the silt size.
Prasad et al.
(2010)
Sediment Erosion in
Hydraulic Turbine
Using Rotating Disc
Apparatus
To find relation between erosion and
run time.
From this study, erosion (weight loss) was found
directly proportional with sediment size and also erosion
was found directly proportional with run time.
Hari Prasad
Neopane
(2010)
Sediment Erosion in
Hydro Turbines
To find sediment erosion effects on
hdro turbines
It was found that erosion is strongly depended on the
shape of the particle.
Poudel et al.
(2012)
Sediment impact on
turbine material case
study of Modi river
To find out the impact of sediment on
turbine material.
The sediments in course of rolling down from upstream
to downstream its shape and size changes and have less
eroding property than one found in upstream of the
river.
Padhy et al.
(2012)
Effect of shape of silt
particles on erosive
wear of pelton
turbine bucket
To investigate effect of shape of silt
particles on erosive wear of pelton
turbine bucket.
It has been concluded that the sharp particles have more
eroding capacity than the rounded shaped particles.
Characteristics of sediments
54
SILT EROSION ON TURBINE
56. Research paper
56
Gurdeep singh, Arun kumar, “A Review of Desilting Basins Used in Small
Hydropower Plants”, International journal of emerging technology and
advanced engineering, ISSN 2250-2459, ISO 9001:2008 certified journal,
Volume 3, Issue 5, May 2013 pp 440-444. (published)
Gurdeep singh, Arun kumar “Performance evaluation of desilting basin used in
small hydropower projects” (in process)
57. 57
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