The document describes methods for analyzing water distribution systems. It discusses the Hardy Cross method, which is used to analyze looped pipe networks. The method involves iteratively calculating flow corrections for each loop until head losses around each loop sum to zero. Initial pipe flows are assumed, and head losses are calculated using the Hazen-Williams or Darcy-Weisbach equations. Corrections are applied to the initial flows until head balances are achieved for all loops, providing the final pipe flows. The method satisfies continuity and energy conservation for steady-state flow in looped pipe networks.
The document discusses requirements, layouts, and components of water distribution systems. It describes four common distribution system layouts - dead end or tree system, grid iron system, circular or ring system, and radial system. It also discusses distribution reservoirs, valves including gate valves, globe valves, check valves, and pressure relief valves. Pipe supports, parameters to measure in pipes like pressure and temperature, and designing considerations for distribution systems are also covered.
This document provides an overview of the course content for Irrigation Engineering (170602). It discusses key topics that will be covered, including the definition and purpose of irrigation, different irrigation systems and methods, soil-water-plant relationships, water requirements of crops, irrigation efficiency, irrigation channels, head works, cross drainage works, and canal regulation works. Assignments include topics on the methods of irrigation, irrigation channels, diversion head works, and cross drainage works. Students will prepare presentations on different types of canal falls. Exams will include a university external exam, mid-semester exams, and a practical internal exam based on the presentations. Reference books are also provided.
The document discusses various components of household water and drainage systems. It describes the ferrule, goose neck, service pipe, stop cock, and water meter that comprise the water connection to a house. It then explains common drainage system terms like soil pipe, waste pipe, vent pipe, and rainwater pipe. The document outlines sizes for different types of pipes and the objectives of drainage systems. Finally, it discusses different types of traps (P, Q, S traps), floor traps, gully traps, and intercepting traps used in plumbing systems.
This document discusses different types of spillways used in dam engineering projects. It describes spillways as important structures that allow for the controlled or uncontrolled release of excess water to ensure dam safety. The key types of spillways mentioned include overflow, side channel, shaft, siphon, chute, and emergency spillways. For each type, the document provides details on how they function and the types of dams they are best suited for. Maintaining adequate spillway capacity and proper location are emphasized as critical factors for dam safety.
This document discusses different types of building sanitary drainage systems including two-pipe, one-pipe, and single stack systems. It provides details on each system as well as factors to consider when choosing a system, such as building height and fixture units. The document recommends a single stack or one-pipe system for Jaypee Greens buildings over 15 stories tall due to limited shaft space and modern materials/techniques available. Pipe sizes are determined based on the number of fixture units according to BIS standards.
This document provides an overview of irrigation engineering. It discusses the necessity of irrigation due to factors like insufficient rainfall and uneven distribution. It describes different types of irrigation systems including flow irrigation, lift irrigation, and storage irrigation. It also defines important terms used in irrigation like duty, delta, command area. The document outlines the benefits of irrigation such as increased crop yields and prosperity of farmers. It also notes some ill effects like raising water tables and creating breeding grounds for mosquitoes. Overall, the document provides a broad introduction to key concepts in irrigation engineering.
The document discusses requirements, layouts, and components of water distribution systems. It describes four common distribution system layouts - dead end or tree system, grid iron system, circular or ring system, and radial system. It also discusses distribution reservoirs, valves including gate valves, globe valves, check valves, and pressure relief valves. Pipe supports, parameters to measure in pipes like pressure and temperature, and designing considerations for distribution systems are also covered.
This document provides an overview of the course content for Irrigation Engineering (170602). It discusses key topics that will be covered, including the definition and purpose of irrigation, different irrigation systems and methods, soil-water-plant relationships, water requirements of crops, irrigation efficiency, irrigation channels, head works, cross drainage works, and canal regulation works. Assignments include topics on the methods of irrigation, irrigation channels, diversion head works, and cross drainage works. Students will prepare presentations on different types of canal falls. Exams will include a university external exam, mid-semester exams, and a practical internal exam based on the presentations. Reference books are also provided.
The document discusses various components of household water and drainage systems. It describes the ferrule, goose neck, service pipe, stop cock, and water meter that comprise the water connection to a house. It then explains common drainage system terms like soil pipe, waste pipe, vent pipe, and rainwater pipe. The document outlines sizes for different types of pipes and the objectives of drainage systems. Finally, it discusses different types of traps (P, Q, S traps), floor traps, gully traps, and intercepting traps used in plumbing systems.
This document discusses different types of spillways used in dam engineering projects. It describes spillways as important structures that allow for the controlled or uncontrolled release of excess water to ensure dam safety. The key types of spillways mentioned include overflow, side channel, shaft, siphon, chute, and emergency spillways. For each type, the document provides details on how they function and the types of dams they are best suited for. Maintaining adequate spillway capacity and proper location are emphasized as critical factors for dam safety.
This document discusses different types of building sanitary drainage systems including two-pipe, one-pipe, and single stack systems. It provides details on each system as well as factors to consider when choosing a system, such as building height and fixture units. The document recommends a single stack or one-pipe system for Jaypee Greens buildings over 15 stories tall due to limited shaft space and modern materials/techniques available. Pipe sizes are determined based on the number of fixture units according to BIS standards.
This document provides an overview of irrigation engineering. It discusses the necessity of irrigation due to factors like insufficient rainfall and uneven distribution. It describes different types of irrigation systems including flow irrigation, lift irrigation, and storage irrigation. It also defines important terms used in irrigation like duty, delta, command area. The document outlines the benefits of irrigation such as increased crop yields and prosperity of farmers. It also notes some ill effects like raising water tables and creating breeding grounds for mosquitoes. Overall, the document provides a broad introduction to key concepts in irrigation engineering.
Energy and momentum principles in open channel flowBinu Khadka
The document discusses principles of energy and momentum in open channel flow. It defines specific energy as the total energy of water at a cross-section, and critical depth as the depth corresponding to minimum specific energy for a given discharge. Critical flow occurs when the Froude number equals 1. For a rectangular channel, the critical depth can be calculated as a function of discharge. Flow can be subcritical or supercritical depending on whether the depth is more or less than critical depth. The concepts are applied to analyze flow over humps, through contractions, and over weirs.
There are three main methods for distributing water: gravity, using pumps, and using pumps with reservoirs. An effective distribution system supplies clean water continuously through durable piping at low maintenance cost while being economical to design, construct, and operate. Gravity systems do not require pumps but cannot supply areas lower than the source. Pump systems can supply higher elevations but have high operational costs and pressure issues. Pump and reservoir systems are most economical by storing water at high demand times and reducing pump use and pressure problems.
This document discusses methods for estimating water demand variations and design population for water supply projects. It provides the following key points:
1. Water demand varies seasonally, daily, and hourly. Maximum daily demand is typically 180% of average daily demand. Peak hourly demand is 2.7 times the average daily demand.
2. Several methods are described to estimate design population, including arithmetic, geometric, logistic, and ratio growth models. Arithmetic growth assumes a constant growth rate while geometric growth rates are proportional to the current population.
3. Design periods for water infrastructure typically range from 5 to 100 years depending on the type of system. Dams and tunnels use longer 50 year design periods while wells and distribution mains
This document discusses different types of hot water supply systems for buildings. It describes localised systems which heat water at single points of use, and centralized systems which heat water at a central location and distribute it. Key factors for choosing a system include the building's water consumption, peak demands, and intended use. The document also examines various technologies for both localised (instantaneous, storage) and centralized (direct, indirect) hot water heating systems. Considerations for installing hot water systems in high-rise buildings are discussed.
This document discusses air conditioning ducts. It describes the functions of ducts as transmitting air from air handling units to conditioned spaces and properly distributing air. Ducts are classified by velocity, pressure, and air type. General design rules include conveying air directly to save space and power, avoiding sudden changes in direction, and keeping the aspect ratio close to 1. Factors affecting duct design include heat gain/loss and friction. Common duct materials are GI sheet, aluminum, stainless steel, and fiberglass. Dynamic losses occur due to changes in air direction or velocity. The two main duct design methods are the velocity reduction method and equal pressure drop method.
This document discusses water distribution systems. It describes the purpose of distribution systems is to deliver water to consumers with appropriate quality, quantity and pressure. There are four main types of distribution network layouts - dead end, radial, grid iron and ring systems. The document also discusses distribution reservoirs, their functions and types. Storage capacity in distribution reservoirs includes balancing storage to equalize demand and breakdown storage for emergencies.
This document discusses duty of water and delta in irrigation engineering. It defines duty of water as the area irrigated using 1 cumec of continuous water supply. Delta is defined as the total depth of water required by a crop in its base period. Duty is calculated using the formula D=8.64/B(days) * Δ(meters). Several factors that affect duty are discussed such as crop type, irrigation method, soil type, climate etc. Methods to improve duty include proper land preparation, lining canals to reduce seepage, using efficient irrigation methods, and training farmers in optimal water usage.
This document discusses water demand forecasting for urban water supply systems. It covers key factors in determining water demands, including population projections, per capita water usage rates that vary by location and usage type, and factors that affect demand like climate, income levels, development patterns and water conservation efforts. The document provides guidance on estimating average day, maximum day and peak hour water demands that systems are designed for, as well as common methods for population forecasting.
Design of Lift Irrigation System- Angar as A Case StudyIRJET Journal
This document summarizes the design of a lift irrigation system for Angar village in Solapur district of India. Key points:
1) The lift irrigation system draws water from the Sina River via a intake well and pumps it to an elevated delivery chamber to irrigate 30 hectares of farmland using a network of gravity pipes.
2) Technical aspects of the design include selecting sites for the intake well, jack well, and delivery chamber. The command area was surveyed to determine pipe sizing and layout.
3) A cropping pattern was proposed including cotton, vegetables, onions, tomatoes, and sunflowers to maximize farm income potential from the irrigation scheme.
This document discusses canal lining and its types. It begins by defining canal lining as an impervious layer provided at the bed and sides of a canal to increase its life, discharge capacity, and hydraulic efficiency. It then discusses the benefits and costs of lining canals. The main types of concrete and earth linings used in India are described, along with their construction methods. Design considerations for lined canal sections include permissible velocities, hydraulic mean depth calculations using Manning's equation, and typical side slopes. References for further information are provided at the end.
The document describes two tests used to adjust surveying instruments:
The Two Peg Test ensures the line of collimation of a telescope is parallel to the axis of a bubble tube by measuring the difference in elevation between two points using two methods. The Spire Test adjusts a surveying instrument so its horizontal axis is perpendicular to the vertical axis, making the horizontal axis perfectly level. Proper adjustment is important to ensure the line of sight moves in a vertical plane when the telescope is plunged.
The document discusses factors that affect estimating water quantity requirements for a municipality. It outlines that water quantity is calculated using per capita demand and population served. Per capita demand can vary significantly based on climate, industry, economic status and more. The document then examines different types of water demands and factors like losses, fluctuations, design periods, and population forecasting methods used to estimate future water quantity needs.
This document discusses the design of tension members according to IS 800-2007. It defines tension members as structural elements subjected to direct axial tensile loads. Tension members can fail due to gross section yielding, net section rupture, or block shear failure. The document describes various types of tension members including wires, bars, plates, structural shapes, and their behavior under tensile loads. It provides equations to calculate the design strength based on the different failure modes and discusses factors like slenderness ratio and shear lag that influence tension member design. Numerical examples are given to illustrate the design strength calculations.
The document discusses gradually varied flow in open channels. It defines gradually varied flow as flow where the depth changes gradually along the channel. It presents the assumptions and governing equations for gradually varied flow analysis. It also describes different types of water surface profiles that can occur, such as mild slope, steep slope, critical slope, and adverse slope profiles. The key methods for analyzing water surface profiles, including direct integration, graphical integration, and numerical integration are summarized.
The document summarizes the key components of a residential plumbing system. It discusses the three principal parts: 1) water supply system, 2) water and waste removal system, and 3) plumbing fixtures. For the drainage system, it describes the soil stack, which carries waste from fixtures vertically, and how fixtures connect to the stack through branch mains. It emphasizes the importance of proper venting to allow airflow and prevent siphonage in traps. Cleanouts at the base of stacks are also required to clear debris from the system. Riser diagrams are used to clearly show how the plumbing system is installed.
This document discusses various appurtenances used in water supply systems. It describes valves such as sluice valves, check valves, air relief valves, drain valves, zero velocity valves, scour valves, ball valves, and fire hydrants. It also discusses other appurtenances like water meters, storage tanks, bib cocks, and stop cocks. The purpose of these appurtenances is to control water flow, prevent leakage, change flow direction, and regulate pressure. Proper selection and installation of appurtenances is important for efficient water distribution.
Hydrologic data generally consist of a sequence of observations of some phase of the hydrologic cycle made at a particular site. The data may be a record of the discharge of a stream at a particular place, or it may be a record of the amount of rainfall caught in a particular rain gage.
Although for most hydrologic purposes a long record is preferred to a short one, the user should recognize that the longer the record the greater the chance that there has been a change in the physical conditions of the basin or in the methods of data collection. If these are appreciable, the composite record would represent only a nonexistent condition and not one that existed either before or after the change. Such a record is inconsistent.
Water supply systems in Architecture By Minal PalveMinal Palve
This document discusses the key stages and components of a water supply system, including sources, demand assessment, treatment, and distribution to both towns and individual buildings. It covers the treatment process from screening and sedimentation to disinfection. Distribution systems can use gravity, pumping, or a combination, with layouts like grid iron or circular patterns. Building supply involves tapping main lines, meters, storage tanks, and distribution within the building.
The document summarizes key aspects of a water supply system, including sources of water, treatment processes, distribution systems for towns and buildings, storage, pumps, pipes, and valves. It describes various components such as sources like surface water and groundwater, treatment stages including screening, sedimentation, and disinfection, distribution methods like gravity and pumping systems, and storage tanks, pumps, and piping materials and configurations.
Energy and momentum principles in open channel flowBinu Khadka
The document discusses principles of energy and momentum in open channel flow. It defines specific energy as the total energy of water at a cross-section, and critical depth as the depth corresponding to minimum specific energy for a given discharge. Critical flow occurs when the Froude number equals 1. For a rectangular channel, the critical depth can be calculated as a function of discharge. Flow can be subcritical or supercritical depending on whether the depth is more or less than critical depth. The concepts are applied to analyze flow over humps, through contractions, and over weirs.
There are three main methods for distributing water: gravity, using pumps, and using pumps with reservoirs. An effective distribution system supplies clean water continuously through durable piping at low maintenance cost while being economical to design, construct, and operate. Gravity systems do not require pumps but cannot supply areas lower than the source. Pump systems can supply higher elevations but have high operational costs and pressure issues. Pump and reservoir systems are most economical by storing water at high demand times and reducing pump use and pressure problems.
This document discusses methods for estimating water demand variations and design population for water supply projects. It provides the following key points:
1. Water demand varies seasonally, daily, and hourly. Maximum daily demand is typically 180% of average daily demand. Peak hourly demand is 2.7 times the average daily demand.
2. Several methods are described to estimate design population, including arithmetic, geometric, logistic, and ratio growth models. Arithmetic growth assumes a constant growth rate while geometric growth rates are proportional to the current population.
3. Design periods for water infrastructure typically range from 5 to 100 years depending on the type of system. Dams and tunnels use longer 50 year design periods while wells and distribution mains
This document discusses different types of hot water supply systems for buildings. It describes localised systems which heat water at single points of use, and centralized systems which heat water at a central location and distribute it. Key factors for choosing a system include the building's water consumption, peak demands, and intended use. The document also examines various technologies for both localised (instantaneous, storage) and centralized (direct, indirect) hot water heating systems. Considerations for installing hot water systems in high-rise buildings are discussed.
This document discusses air conditioning ducts. It describes the functions of ducts as transmitting air from air handling units to conditioned spaces and properly distributing air. Ducts are classified by velocity, pressure, and air type. General design rules include conveying air directly to save space and power, avoiding sudden changes in direction, and keeping the aspect ratio close to 1. Factors affecting duct design include heat gain/loss and friction. Common duct materials are GI sheet, aluminum, stainless steel, and fiberglass. Dynamic losses occur due to changes in air direction or velocity. The two main duct design methods are the velocity reduction method and equal pressure drop method.
This document discusses water distribution systems. It describes the purpose of distribution systems is to deliver water to consumers with appropriate quality, quantity and pressure. There are four main types of distribution network layouts - dead end, radial, grid iron and ring systems. The document also discusses distribution reservoirs, their functions and types. Storage capacity in distribution reservoirs includes balancing storage to equalize demand and breakdown storage for emergencies.
This document discusses duty of water and delta in irrigation engineering. It defines duty of water as the area irrigated using 1 cumec of continuous water supply. Delta is defined as the total depth of water required by a crop in its base period. Duty is calculated using the formula D=8.64/B(days) * Δ(meters). Several factors that affect duty are discussed such as crop type, irrigation method, soil type, climate etc. Methods to improve duty include proper land preparation, lining canals to reduce seepage, using efficient irrigation methods, and training farmers in optimal water usage.
This document discusses water demand forecasting for urban water supply systems. It covers key factors in determining water demands, including population projections, per capita water usage rates that vary by location and usage type, and factors that affect demand like climate, income levels, development patterns and water conservation efforts. The document provides guidance on estimating average day, maximum day and peak hour water demands that systems are designed for, as well as common methods for population forecasting.
Design of Lift Irrigation System- Angar as A Case StudyIRJET Journal
This document summarizes the design of a lift irrigation system for Angar village in Solapur district of India. Key points:
1) The lift irrigation system draws water from the Sina River via a intake well and pumps it to an elevated delivery chamber to irrigate 30 hectares of farmland using a network of gravity pipes.
2) Technical aspects of the design include selecting sites for the intake well, jack well, and delivery chamber. The command area was surveyed to determine pipe sizing and layout.
3) A cropping pattern was proposed including cotton, vegetables, onions, tomatoes, and sunflowers to maximize farm income potential from the irrigation scheme.
This document discusses canal lining and its types. It begins by defining canal lining as an impervious layer provided at the bed and sides of a canal to increase its life, discharge capacity, and hydraulic efficiency. It then discusses the benefits and costs of lining canals. The main types of concrete and earth linings used in India are described, along with their construction methods. Design considerations for lined canal sections include permissible velocities, hydraulic mean depth calculations using Manning's equation, and typical side slopes. References for further information are provided at the end.
The document describes two tests used to adjust surveying instruments:
The Two Peg Test ensures the line of collimation of a telescope is parallel to the axis of a bubble tube by measuring the difference in elevation between two points using two methods. The Spire Test adjusts a surveying instrument so its horizontal axis is perpendicular to the vertical axis, making the horizontal axis perfectly level. Proper adjustment is important to ensure the line of sight moves in a vertical plane when the telescope is plunged.
The document discusses factors that affect estimating water quantity requirements for a municipality. It outlines that water quantity is calculated using per capita demand and population served. Per capita demand can vary significantly based on climate, industry, economic status and more. The document then examines different types of water demands and factors like losses, fluctuations, design periods, and population forecasting methods used to estimate future water quantity needs.
This document discusses the design of tension members according to IS 800-2007. It defines tension members as structural elements subjected to direct axial tensile loads. Tension members can fail due to gross section yielding, net section rupture, or block shear failure. The document describes various types of tension members including wires, bars, plates, structural shapes, and their behavior under tensile loads. It provides equations to calculate the design strength based on the different failure modes and discusses factors like slenderness ratio and shear lag that influence tension member design. Numerical examples are given to illustrate the design strength calculations.
The document discusses gradually varied flow in open channels. It defines gradually varied flow as flow where the depth changes gradually along the channel. It presents the assumptions and governing equations for gradually varied flow analysis. It also describes different types of water surface profiles that can occur, such as mild slope, steep slope, critical slope, and adverse slope profiles. The key methods for analyzing water surface profiles, including direct integration, graphical integration, and numerical integration are summarized.
The document summarizes the key components of a residential plumbing system. It discusses the three principal parts: 1) water supply system, 2) water and waste removal system, and 3) plumbing fixtures. For the drainage system, it describes the soil stack, which carries waste from fixtures vertically, and how fixtures connect to the stack through branch mains. It emphasizes the importance of proper venting to allow airflow and prevent siphonage in traps. Cleanouts at the base of stacks are also required to clear debris from the system. Riser diagrams are used to clearly show how the plumbing system is installed.
This document discusses various appurtenances used in water supply systems. It describes valves such as sluice valves, check valves, air relief valves, drain valves, zero velocity valves, scour valves, ball valves, and fire hydrants. It also discusses other appurtenances like water meters, storage tanks, bib cocks, and stop cocks. The purpose of these appurtenances is to control water flow, prevent leakage, change flow direction, and regulate pressure. Proper selection and installation of appurtenances is important for efficient water distribution.
Hydrologic data generally consist of a sequence of observations of some phase of the hydrologic cycle made at a particular site. The data may be a record of the discharge of a stream at a particular place, or it may be a record of the amount of rainfall caught in a particular rain gage.
Although for most hydrologic purposes a long record is preferred to a short one, the user should recognize that the longer the record the greater the chance that there has been a change in the physical conditions of the basin or in the methods of data collection. If these are appreciable, the composite record would represent only a nonexistent condition and not one that existed either before or after the change. Such a record is inconsistent.
Water supply systems in Architecture By Minal PalveMinal Palve
This document discusses the key stages and components of a water supply system, including sources, demand assessment, treatment, and distribution to both towns and individual buildings. It covers the treatment process from screening and sedimentation to disinfection. Distribution systems can use gravity, pumping, or a combination, with layouts like grid iron or circular patterns. Building supply involves tapping main lines, meters, storage tanks, and distribution within the building.
The document summarizes key aspects of a water supply system, including sources of water, treatment processes, distribution systems for towns and buildings, storage, pumps, pipes, and valves. It describes various components such as sources like surface water and groundwater, treatment stages including screening, sedimentation, and disinfection, distribution methods like gravity and pumping systems, and storage tanks, pumps, and piping materials and configurations.
This document summarizes different types of water distribution systems including branching patterns with dead ends, grid patterns, and grid patterns with loops. It discusses the advantages and disadvantages of each system and provides design considerations for water distribution systems such as minimum pipe diameters, velocity ranges, pressure requirements, and fire flow capacities. Hydraulic analysis methods like the dead-end method and Hardy-Cross method are also overviewed to calculate pipe flows and head losses in distribution networks.
design and analysis of water distribution SystemMian Umair Afzal
This document provides an overview of water distribution system design and analysis. It discusses the requirements and design phases for water distribution systems, including preliminary studies, demand analysis, and network layout. It also covers topics such as design criteria, pipe sizing, head losses, and hydraulic analysis methods. The key hydraulic analysis method discussed is the Hardy-Cross method, which is an iterative process that balances the head around loops in the pipe network to solve for node pressures and pipe flows.
This document summarizes different aspects of a water distribution system. It discusses the requirements of a distribution system including conveying treated water to consumers without interruption or future pollution. It describes common distribution system layouts like dead-end, gridiron and radial systems. It also discusses the types of distribution systems like gravity, pumping and dual systems. Storage capacities and methods of water supply to consumers are outlined.
A plumbing workshop by me in MEC'19 conference hosted by SAFWA ENGINEERING team in Bibliotheca Alexandrina
Tables and Case study solution: https://goo.gl/p831be
This document discusses water supply requirements and systems. It covers:
- Daily water requirements per person for different uses like drinking, cooking, bathing, etc.
- Factors to consider when selecting a water source like capacity, quality, distance from supply location.
- Methods of water collection, purification, storage, and distribution through pipelines.
- Types of distribution systems like branching patterns and grid patterns, and their advantages/disadvantages.
- Equipment used in plumbing like pipes, valves, taps made of different materials.
The document discusses water distribution systems. It describes the key components of distribution systems including pipelines, valves, hydrants, and service connections. It discusses four common types of distribution network layouts - dead end, grid iron, ring, and radial systems - and their advantages and disadvantages. It also covers water distribution methods such as gravity, pumping without storage, and pumping with storage. The document provides information on design considerations for distribution systems including pressure requirements and equations used to calculate flow and head loss.
This document discusses various components of a water treatment and distribution system including:
1. Rapid sand filters that can filter 30 times more water than slow sand filters using larger sand sizes.
2. Water distribution systems aim to satisfy water requirements and can use gravity, pumping, or combined systems. Layouts include dead-end, gridiron, ring, and radial systems.
3. Reservoirs store treated water and come in clean water, surface, and elevated styles to balance demands and pressures.
Theory and Application of Hydraulic Ram Pumps (Hydrams) - S HazarikaFifi62z
The document discusses hydraulic ram pumps (hydrams), which use the potential energy of falling water to lift a small portion of water to a greater height. Hydrams are simple, reliable, and require minimal maintenance, making them suitable for rural water supply and irrigation where other power sources are not available. The document describes the components and design of hydram systems, including intake, drive pipe, ram, supply line, and storage tank. It provides equations and tables to design hydram systems based on water supply, fall height, lift height, and desired water delivery. The document also discusses applications and limitations of hydrams.
This document discusses cold and hot water supply systems for buildings. It begins by explaining the history of indoor plumbing, noting that running water is still unavailable in most buildings outside of industrialized nations. It then discusses domestic water distribution systems, explaining options like upfeed, downfeed, and hydropneumatic systems. It also covers determining water demand loads based on fixture types and use. Finally, it provides an example of how to size water pipes based on factors like street main pressure, height differences, fixture pressure needs, and pipe friction losses.
Water Supply System for Town and Building Aroh Thombre
Water supply systems aim to deliver water to consumers with adequate quality, quantity and pressure. There are several types of distribution systems for buildings and towns. For buildings, water is supplied directly from main lines or pumped to an overhead tank for gravity feed. Town systems use gravity, pumping or a combination, with water stored in reservoirs. Distribution pipelines are laid in various patterns like dead-end, radial, grid or ring systems depending on the layout. The goal is to ensure reliable circulation and supply of water to all areas.
The document discusses distribution systems and pipe layouts. It defines the distribution system as delivering water from pumping stations or conduits throughout a community. Key points:
1. Distribution systems include reservoirs, pipes, valves, and other infrastructure to supply water from its source to points of usage.
2. Common pipe layouts are dead-end, gridiron, ring, and radial systems. Gridiron systems have fewer dead ends allowing better water circulation.
3. Distribution requires sufficient water pressure delivered reliably. Systems include gravity, pumping, or combined approaches using reservoirs to store water for high demand periods.
The document provides information on solar powered water pumps and irrigation systems. It discusses:
- The basic operation of solar pumps, which only operate during daylight hours with variable output depending on sunlight.
- Design considerations for solar irrigation systems including water requirements, common irrigation applications like drip systems, and factors that determine the appropriate pump size like lift, pressure, and water volume needed.
- Examples of sized systems for different irrigation needs like greenhouses, fields, and flood irrigation, pairing the proper solar pump and array size to meet the desired water volume and lift.
The document provides information on solar powered water pumps and irrigation systems. It discusses:
- The basic operation of solar pumps, which only operate during daylight hours with variable output depending on sunlight.
- Design considerations for solar irrigation systems including water requirements, common irrigation applications like drip systems, and factors that determine the appropriate pump size like lift, pressure, and water volume needed.
- Examples of sized systems for different irrigation needs like greenhouses, fields, and flood irrigation, pairing the proper solar pump and array size to meet the desired water volume and lift.
Lectre 1- Real INTRO and SEWER DESIGFN.pptxAsnelTiffa
The document provides information about collection and estimation of sewage. It defines key terms related to sewage systems and waste water. It describes the types of waste water generated from households and the different collection systems used including separate, combined, and sanitary systems. It also outlines preliminary studies needed to design sewage collection systems and discusses population estimation methods.
This document provides an overview of general considerations for designing a water distribution system. It discusses 12 key factors to consider:
1. Circulation of water in the system to avoid dead ends.
2. Ensuring the construction and design allows sufficient water supply at all times and desired pressures.
3. Preventing contamination from sewage by proper separation of water and sewer pipes.
4. Providing adequate earth cushioning over main pipes laid under roads.
5. Designing the system economically by considering factors like pumping heads and pipe diameters.
6. Ensuring adequate water supply for fire demands.
7. Setting proper pipe gradients based on ground contours and hydraulic gradients.
The document summarizes key topics from an infrastructure summit in the Middle East region in 2009. It discusses energy efficiency strategies for buildings, including passive design principles, active building systems, smart metering, water efficiency, landscaping, and building control systems. It also outlines alternative energy sources like district cooling, cogeneration, solar, geothermal, and discusses transportation, parking, pavements, and foundations. The document provides details on implementing these various sustainable infrastructure and building strategies.
This document discusses different types of water distribution systems. It describes four common layouts for distribution networks: dead end, grid iron, ring, and radial systems. It also categorizes distribution systems based on how water is distributed - by pumping, gravity, or a combination. Pumping systems require continuous operation and supervision but can distribute water without reservoirs. Gravity systems rely on elevation but require sufficient head. Combination systems use pumping to fill reservoirs and then distribute via gravity, reducing costs and satisfying fire demands efficiently. The document provides advantages and disadvantages of each layout and distribution type.
Literature Review Basics and Understanding Reference Management.pptxDr Ramhari Poudyal
Three-day training on academic research focuses on analytical tools at United Technical College, supported by the University Grant Commission, Nepal. 24-26 May 2024
KuberTENes Birthday Bash Guadalajara - K8sGPT first impressionsVictor Morales
K8sGPT is a tool that analyzes and diagnoses Kubernetes clusters. This presentation was used to share the requirements and dependencies to deploy K8sGPT in a local environment.
CHINA’S GEO-ECONOMIC OUTREACH IN CENTRAL ASIAN COUNTRIES AND FUTURE PROSPECTjpsjournal1
The rivalry between prominent international actors for dominance over Central Asia's hydrocarbon
reserves and the ancient silk trade route, along with China's diplomatic endeavours in the area, has been
referred to as the "New Great Game." This research centres on the power struggle, considering
geopolitical, geostrategic, and geoeconomic variables. Topics including trade, political hegemony, oil
politics, and conventional and nontraditional security are all explored and explained by the researcher.
Using Mackinder's Heartland, Spykman Rimland, and Hegemonic Stability theories, examines China's role
in Central Asia. This study adheres to the empirical epistemological method and has taken care of
objectivity. This study analyze primary and secondary research documents critically to elaborate role of
china’s geo economic outreach in central Asian countries and its future prospect. China is thriving in trade,
pipeline politics, and winning states, according to this study, thanks to important instruments like the
Shanghai Cooperation Organisation and the Belt and Road Economic Initiative. According to this study,
China is seeing significant success in commerce, pipeline politics, and gaining influence on other
governments. This success may be attributed to the effective utilisation of key tools such as the Shanghai
Cooperation Organisation and the Belt and Road Economic Initiative.
Batteries -Introduction – Types of Batteries – discharging and charging of battery - characteristics of battery –battery rating- various tests on battery- – Primary battery: silver button cell- Secondary battery :Ni-Cd battery-modern battery: lithium ion battery-maintenance of batteries-choices of batteries for electric vehicle applications.
Fuel Cells: Introduction- importance and classification of fuel cells - description, principle, components, applications of fuel cells: H2-O2 fuel cell, alkaline fuel cell, molten carbonate fuel cell and direct methanol fuel cells.
TIME DIVISION MULTIPLEXING TECHNIQUE FOR COMMUNICATION SYSTEMHODECEDSIET
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ch4-part-2.pdf
1. 1
The Islamic University of Gaza
Faculty of Engineering
Civil Engineering Department
Hydraulics - ECIV 3322
Water Distribution Systems
Chapter 4
2. 2
Introduction
To deliver water to individual consumers with appropriate
quality, quantity, and pressure in a community setting requires
an extensive system of:
Pipes.
Storage reservoirs.
Pumps.
Other related accessories.
Distribution system: is used to describe collectively the
facilities used to supply water from its source to the point of
usage .
3. 3
Methods of Supplying Water
• Depending on the topography relationship
between the source of supply and the consumer,
water can be transported by:
• Canals.
• Tunnels.
• Pipelines.
• The most common methods are:
• Gravity supply
• Pumped supply
• Combined supply
4. 4
Gravity Supply
• The source of supply is at a sufficient elevation
above the distribution area (consumers).
so that the desired pressure can be maintained
Source
(Reservoir)
(Consumers)
Gravity-Supply System
HGL or EGL
5. 5
Advantages of Gravity supply
• No energy costs.
• Simple operation (fewer mechanical parts,
independence of power supply, ….)
• Low maintenance costs.
• No sudden pressure changes
Source
HGL or EGL
6. 6
Pumped Supply
Used whenever:
• The source of water is lower than the area to which we need to
distribute water to (consumers)
• The source cannot maintain minimum pressure required.
pumps are used to develop the necessary head (pressure) to
distribute water to the consumer and storage reservoirs.
Source
(River/Reservoir)
(Consumers)
Pumped-Supply System
HGL or EGL
7. 7
Source
(River/Reservoir)
(Consumers)
HGL or EGL
Disadvantages of pumped supply
Complicated operation and maintenance.
Dependent on reliable power supply.
Precautions have to be taken in order to enable permanent supply:
• Stock with spare parts
• Alternative source of power supply ….
8. 8
Combined Supply
(pumped-storage supply)
• Both pumps and storage reservoirs are used.
• This system is usually used in the following cases:
1) When two sources of water are used to supply water:
Source (1)
Source (2)
City
Gravity
Pumping
HGL
HGL
Pumping station
9. 9
Combined Supply (Continue)
2) In the pumped system sometimes a storage (elevated)
tank is connected to the system.
Elevated
tank
Source
Pipeline
High
consumption
Pumping station
• When the water consumption is low, the residual water is
pumped to the tank.
• When the consumption is high the water flows back to
the consumer area by gravity.
Low consumption
City
10. 10
Combined Supply (Continue)
3) When the source is lower than the consumer area
Reservoir
Source
Pumping
Pumping Station
• A tank is constructed above the highest point in the area,
• Then the water is pumped from the source to the storage
tank (reservoir).
• And the hence the water is distributed from the reservoir
by gravity.
Gravity
City
HGL
HGL
11. 11
Distribution Systems
(Network Configurations )
• In laying the pipes through the distribution
area, the following configuration can be
distinguished:
1. Branching system (Tree)
2. Grid system (Looped)
3. Combined system
12. 12
Branching System (tree system)
Branching System
Source
Submain
Main
pipe
Dead End
Advantages:
• Simple to design and build.
• Less expensive than other systems.
13. 13
• The large number of dead ends which results in sedimentation
and bacterial growths.
• When repairs must be made to an individual line, service
connections beyond the point of repair will be without water
until the repairs are made.
• The pressure at the end of the line may become undesirably
low as additional extensions are made.
Source
Dead End
Disadvantages:
14. 14
Grid System (Looped system)
Grid System
Advantages:
• The grid system overcomes all of the difficulties of
the branching system discussed before.
• No dead ends. (All of the pipes are interconnected).
• Water can reach a given point of withdrawal from
several directions.
15. 15
Disadvantages:
• Hydraulically far more complicated than branching
system (Determination of the pipe sizes is somewhat
more complicated) .
• Expensive (consists of a large number of loops).
But, it is the most reliable and used system.
16. 16
Combined System
• It is a combination of both Grid and Branching
systems
• This type is widely used all over the world.
Combined System
17. 17
Design of Water Distribution
Systems
Main requirements :
• Satisfied quality and quantity standards
Additional requirements :
• To enable reliable operation during irregular situations (power
failure, fires..)
• To be economically and financially viable, ensuring income
for operation, maintenance and extension.
• To be flexible with respect to the future extensions.
A properly designed water distribution system should
fulfill the following requirements:
18. 18
The design of water distribution systems must
undergo through different studies and steps:
Design Phases
Hydraulic Analysis
Preliminary Studies
Network Layout
19. 19
Preliminary Studies:
4.3.A.1 Topographical Studies:
Must be performed before starting the actual design:
1. Contour lines (or controlling elevations).
2. Digital maps showing present (and future) houses,
streets, lots, and so on..
3. Location of water sources so to help locating
distribution reservoirs.
20. 20
Water Demand Studies:
Water consumption is ordinarily divided into the
following categories:
Domestic demand.
Industrial and Commercial demand.
Agricultural demand.
Fire demand.
Leakage and Losses.
21. 21
Domestic demand
• It is the amount of water used for Drinking, Cocking,
Gardening, Car Washing, Bathing, Laundry, Dish Washing,
and Toilet Flushing.
• The average water consumption is different from one
population to another. In Gaza strip the average
consumption is 70 L/capita/day which is very low compared
with other countries. For example, it is 250 L/c/day in
United States, and it is 180 L/c/day for population live in
Cairo (Egypt).
• The average consumption may increase with the increase in
standard of living.
• The water consumption varies hourly, daily, and monthly
22. 22
How to predict the increase of population?
The total amount of water for domestic use is a function of:
Population increase
Geometric-increase model
Use
P P r n
0 1
( ) P0 = recent population
r = rate of population growth
n = design period in years
P = population at the end of the design period.
The total domestic demand can be estimated using:
Qdomestic = Qavg * P
23. 23
Industrial and Commercial demand
• It is the amount of water needed for factories, offices,
and stores….
• Varies from one city to another and from one country
to another
• Hence should be studied for each case separately.
• However, it is sometimes taken as a percentage of the
domestic demand.
24. 24
Agricultural demand
• It depends on the type of crops, soil, climate…
Fire demand
• To resist fire, the network should save a certain
amount of water.
• Many formulas can be used to estimate the amount of
water needed for fire.
25. 25
Fire demand Formulas
)
01
.
0
1
(
65 P
P
QF
QF = fire demand l/s
P = population in thousands
Q P
F 53
QF = fire demand l/s
P = population in thousands
Q C A
F 320*
QF = fire demand flow m3/d
A = areas of all stories of the building
under consideration (m2 )
C = constant depending on the type of
construction;
The above formulas can be replaced with local ones
(Amounts of water needed for fire in these formulas are high).
26. 26
Leakage and Losses
• This is “unaccounted for water” (UFW)
• It is attributable to:
Errors in meter readings
Unauthorized connections
Leaks in the distribution system
27. 27
Design Criteria
Are the design limitations required to get the most
efficient and economical water-distribution network
Velocity
Pressure
Average Water Consumption
28. 28
Velocity
• Not be lower than 0.6 m/s to prevent
sedimentation
• Not be more than 3 m/s to prevent erosion and
high head losses.
• Commonly used values are 1 - 1.5 m/sec.
29. 29
Pressure
• Pressure in municipal distribution systems ranges from 150-
300 kPa in residential districts with structures of four stories
or less and 400-500 kPa in commercial districts.
• Also, for fire hydrants the pressure should not be less than
150 kPa (15 m of water).
• In general for any node in the network the pressure should
not be less than 25 m of water.
• Moreover, the maximum pressure should be limited to 70 m
of water
30. 30
Pipe sizes
• Lines which provide only domestic flow may be as small as 100 mm
(4 in) but should not exceed 400 m in length (if dead-ended) or 600 m
if connected to the system at both ends.
• Lines as small as 50-75 mm (2-3 in) are sometimes used in small
communities with length not to exceed 100 m (if dead-ended) or 200
m if connected at both ends.
• The size of the small distribution mains is seldom less than 150 mm (6
in) with cross mains located at intervals not more than 180 m.
• In high-value districts the minimum size is 200 mm (8 in) with cross-
mains at the same maximum spacing. Major streets are provided with
lines not less than 305 mm (12 in) in diameter.
32. 32
Design Period for Water supply Components
• The economic design period of the components of a
distribution system depends on
• Their life.
• First cost.
• And the ease of expandability.
33. 33
Average Water Consumption
• From the water demand (preliminary) studies,
estimate the average and peak water
consumption for the area.
34. 34
Network Layout
• Next step is to estimate pipe sizes on the basis
of water demand and local code requirements.
• The pipes are then drawn on a digital map
(using AutoCAD, for example) starting from
the water source.
• All the components (pipes, valves, fire
hydrants) of the water network should be
shown on the lines.
35. 35
Pipe Networks
• A hydraulic model is useful for examining the impact
of design and operation decisions.
• Simple systems, such as those discussed in last
chapters can be solved using a hand calculator.
• However, more complex systems require more effort
even for steady state conditions, but, as in simple
systems, the flow and pressure-head distribution
through a water distribution system must satisfy the
laws of conservation of mass and energy.
36. 36
• The equations to solve Pipe network must
satisfy the following condition:
• The net flow into any junction must be zero
• The net head loss a round any closed loop must
be zero. The HGL at each junction must have one
and only one elevation
• All head losses must satisfy the Moody and
minor-loss friction correlation
Pipe Networks
0
Q
38. 38
After completing all preliminary studies and
layout drawing of the network, one of the
methods of hydraulic analysis is used to
• Size the pipes and
• Assign the pressures and velocities
required.
Hydraulic Analysis
39. 39
Hydraulic Analysis of Water Networks
• The solution to the problem is based on the same
basic hydraulic principles that govern simple and
compound pipes that were discussed previously.
• The following are the most common methods used to
analyze the Grid-system networks:
1. Hardy Cross method.
2. Sections method.
3. Circle method.
4. Computer programs (WaterCAD,Epanet, Loop, Alied...)
40. 40
Hardy Cross Method
• This method is applicable to closed-loop pipe
networks (a complex set of pipes in parallel).
• It depends on the idea of head balance method
• Was originally devised by professor Hardy Cross.
41. 41
Assumptions / Steps of this method:
1. Assume that the water is withdrawn from nodes only; not
directly from pipes.
2. The discharge, Q , entering the system will have (+) value,
and the discharge, Q , leaving the system will have (-) value.
3. Usually neglect minor losses since these will be small with
respect to those in long pipes, i.e.; Or could be included as
equivalent lengths in each pipe.
4. Assume flows for each individual pipe in the network.
5. At any junction (node), as done for pipes in parallel,
out
in Q
Q Q
0
or
42. 42
6. Around any loop in the grid, the sum of head losses must
equal to zero:
– Conventionally, clockwise flows in a loop are considered (+) and
produce positive head losses; counterclockwise flows are then (-) and
produce negative head losses.
– This fact is called the head balance of each loop, and this can be valid
only if the assumed Q for each pipe, within the loop, is correct.
• The probability of initially guessing all flow rates correctly is
virtually null.
• Therefore, to balance the head around each loop, a flow rate
correction ( ) for each loop in the network should be
computed, and hence some iteration scheme is needed.
hf
loop
0
43. 43
7. After finding the discharge correction, (one for each
loop) , the assumed discharges Q0 are adjusted and another
iteration is carried out until all corrections (values of )
become zero or negligible. At this point the condition of :
is satisfied.
Notes:
• The flows in pipes common to two loops are positive in
one loop and negative in the other.
• When calculated corrections are applied, with careful
attention to sign, pipes common to two loops receive both
corrections.
hf
loop
00
.
44. 44
How to find the correction value ( )
William
Hazen
n
Manning
Darcy
n
kQ
h n
F
85
.
1
,
2
)
1
(
)
2
(
o
Q
Q
....
2
1
2
&
1
2
2
1
f
n
o
n
o
n
o
n
o
n
Q
n
n
nQ
Q
k
Q
k
kQ
h
from
1
f
n
o
n
o
n
nQ
Q
k
kQ
h
0
0
1
n
n
o
n
loop
n
loop
F
nkQ
kQ
kQ
kQ
h
Neglect terms contains 2
For each loop
45. 45
• Note that if Hazen Williams (which is generally used in this method) is
used to find the head losses, then
h k Q
f 185
.
(n = 1.85) , then
h
h
Q
f
f
185
.
• If Darcy-Wiesbach is used to find the head losses, then
h k Q
f 2
h
h
Q
f
f
2
(n = 2) , then
o
F
F
n
o
n
o
Q
h
n
h
nkQ
kQ
1
54. 54
Example
• The figure below represents a simplified pipe network.
• Flows for the area have been disaggregated to the nodes,
and a major fire flow has been added at node G.
• The water enters the system at node A.
• Pipe diameters and lengths are shown on the figure.
• Find the flow rate of water in each pipe using the Hazen-
Williams equation with CHW = 100.
• Carry out calculations until the corrections are less then
0.2 m3/min.
64. 64
General Notes
• Occasionally the assumed direction of flow will be incorrect. In such
cases the method will produce corrections larger than the original
flow and in subsequent calculations the direction will be reversed.
• Even when the initial flow assumptions are poor, the convergence
will usually be rapid. Only in unusual cases will more than three
iterations be necessary.
• The method is applicable to the design of new system or to evaluate
the proposed changes in an existing system.
• The pressure calculation in the above example assumes points are at
equal elevations. If they are not, the elevation difference must be
includes in the calculation.
• The balanced network must then be reviewed to assure that the
velocity and pressure criteria are satisfied. If some lines do not meet
the suggested criteria, it would be necessary to increase the
diameters of these pipes and repeat the calculations.
65. 65
• Assigning clockwise flows and their associated head
losses are positive, the procedure is as follows:
Assume values of Q to satisfy Q = 0.
Calculate HL from Q using hf = K1Q2 .
If hf = 0, then the solution is correct.
If hf 0, then apply a correction factor, Q, to all
Q and repeat from step (2).
For practical purposes, the calculation is usually
terminated when hf < 0.01 m or Q < 1 L/s.
A reasonably efficient value of Q for rapid
convergence is given by;
Q
H
2
H
Q
L
L
Summary
Q
H
2
H
Q
L
L
66. 66
Example
• The following example contains nodes with different
elevations and pressure heads.
• Neglecting minor loses in the pipes, determine:
• The flows in the pipes.
• The pressure heads at the nodes.
76. 76
Velocity and Pressure Heads:
pipe
Q
(l/s)
V
(m/s)
hf
(m)
AB 131.99 2.689 13.79
BE 26.23 3.340 21.35
FE 48.01 2.717 26.16
AF 88.01 2.801 6.52
BC 45.76 2.589 23.85
CD 5.76 0.733 1.21
ED 24.24 1.372 7.09
1.21
21.35
13.79 23.85
6.52
26.16 7.09
77. 77
Velocity and Pressure Heads:
Node
p/g+Z
(m)
Z
(m)
P/g
(m)
A 70 30 40
B 56.21 25 31.21
C 32.36 20 12.36
D 31.15 20 11.15
E 37.32 22 15.32
F 63.48 25 38.48
1.21
21.35
13.79 23.85
6.52
26.16 7.09
78. 78
Example
For the square loop shown, find the discharge in all the pipes.
All pipes are 1 km long and 300 mm in diameter, with a friction
factor of 0.0163. Assume that minor losses can be neglected.
79. 79
•Solution:
Assume values of Q to satisfy continuity equations all
at nodes.
The head loss is calculated using; HL = K1Q2
HL = hf + hLm
But minor losses can be neglected: hLm = 0
Thus HL = hf
Head loss can be calculated using the Darcy-Weisbach
equation
g
2
V
D
L
h
2
f
80. 80
First trial
Since HL > 0.01 m, then correction has to be applied.
554
'
K
Q
'
K
H
Q
554
H
3
.
0
x
4
Q
x
77
.
2
A
Q
77
.
2
H
81
.
9
x
2
V
x
3
.
0
1000
x
0163
.
0
H
g
2
V
D
L
h
H
2
L
2
L
2
2
2
2
2
L
2
L
2
f
L
Pipe Q (L/s) HL (m) HL/Q
AB 60 2.0 0.033
BC 40 0.886 0.0222
CD 0 0 0
AD -40 -0.886 0.0222
S 2.00 0.0774
81. 81
Second trial
Since HL ≈ 0.01 m, then it is OK.
Thus, the discharge in each pipe is as follows (to the nearest integer).
s
/
L
92
.
12
0774
.
0
x
2
2
Q
H
2
H
Q
L
L
Pipe Q (L/s) HL (m) HL/Q
AB 47.08 1.23 0.0261
BC 27.08 0.407 0.015
CD -12.92 -0.092 0.007
AD -52.92 -1.555 0.0294
S -0.0107 0.07775
Pipe Discharge
(L/s)
AB 47
BC 27
CD -13
AD -53