The document discusses the design of water distribution systems. It states that the design must satisfy water needs and minimum residual pressure at all points. It discusses pressures, velocities, and the Hazen-Williams equation for calculating head loss in pipes. Hardy's Cross Method for designing pipe networks is also explained, with the basic principle being that the sum of inflows equals outflows at nodes and the sum of head losses around loops must be zero. Steps of the Hardy's Cross Method procedure are provided.
Civil v-hydrology and irrigation engineering [10 cv55]-notesSuryenn Edwie Mon
WRE: UNIT–I:
Surface Water Hydrology: Water Resources in India, Hydrology in water Resources Planning –Precipitation – Types,
Measurement of rainfall, Average depth of rainfall over an area, Mean annual rainfall, consistency of rainfall record, Double
mass curve; Infiltration – Factors affecting and its determination, Evaporation and Evapo-Transpiration. Runoff – factors
affecting runoff, methods of determination of runoff, stream gauging.
UNIT-II:
Hydrograph analysis: Base flow separation, Unit Hydrograph – Hydrograph of different durations, applications of unit
hydrograph, S-hydrograph, Flood Forecasting Techniques.
Ground Water Hydrology: Mechanics of interstitial flow, definitions, sub surface distribution of water, types of aquifers,
ground water movement, Darcy’s law, Well hydraulics – steady flow into wells in Un-confined and confined aquifers,
determination of hydraulic properties of aquifer, pumping test and recuperation test methods for determination of yield of
open well.
UNIT-III:
Reservoir Planning: Types of reservoir investigations for reservoir planning, selection of site for a reservoir, zones of
storage in a reservoir, reservoir yield, mass curve and demand curve, determination of reservoir capacity, yield from a
reservoir of given capacity, operating schedules, guide curve for reservoir operation, apportionment of total cost of a multi
purpose project, reservoir sedimentation, control of reservoir sedimentation, useful life of a reservoir.
UNIT-IV:
Irrigation: Definition of irrigation, types of irrigation systems – direct and indirect, lift and inundation irrigation system,
methods of irrigation – surface and sprinkler methods, drip irrigation, Soil moisture constants, depth of water held by soil in
root zone. Water requirements of crops, Duty, Delta, Base period and their relationship, crop seasons, factors affecting duty
and methods of improving duty, consumptive use of water, determination of canal capacities for cropping patterns.
UNIT-V:
Canal Systems: Classification of irrigation canals – canal alignment, design of unlined canals, regime theories – Kennedy’s
and lacey’s theories, tractive - force method, design problems – balancing depth of canal.
The document contains 5 questions related to hydrology calculations. Question 1 asks to calculate evaporation losses from a stream and discharge at the head of a canal given evaporation rates, stream dimensions, and required discharge. Question 2 asks to calculate daily evaporation losses from a stream. Question 3 involves calculating water unavailable for runoff and the ratio of total to direct runoff given rainfall, runoff rates, and catchment area. Question 4 asks to calculate total infiltration during a storm using Horton's equation. Question 5 asks to calculate the phi index from a rainfall-time distribution table.
Presentation on flow through simple pipes and flow through compound pipeMosuud jilani lipon
This document discusses flow through simple and compound pipes. It contains 5 sections:
1. Loss of head in pipes using Darcy's and Chezy's formulas
2. Transmission of power through pipes, calculating maximum power when head lost is 1/3 of total supply head
3. Time of emptying a tank through a long pipe
4. 5 group members and their program/IDs
5. Contents including the above topics and discharge through parallel pipes
This document provides an overview of environmental engineering as it relates to public water supply systems. It discusses the need for protected water supplies to prevent waterborne diseases. The objective of public water supply systems is to provide safe, wholesome water in adequate quantities. There are various types of water demands, including domestic, industrial, commercial, public, and fire demands. Factors like climate, infrastructure, and cost affect per capita water demand. Population forecasts are needed to design water systems to meet needs over their design periods, typically 20-40 years.
This document discusses different types of dams and provides examples of famous dams in India. It defines a dam as a structure built across a river to store water for various purposes. The main purposes of dams are to store water, enable irrigation, control floods and droughts, generate hydropower, enable navigation, and develop fisheries. The document describes the typical structure of a dam and categorizes dams into four main types - gravity dams, buttress dams, arch dams, and earth dams - explaining the defining characteristics of each type. It provides details on the Bhakra Dam in Himachal Pradesh as an example of a gravity dam and lists some other famous dams across India such as the Tehri Dam, Hirakud
This document contains a question bank with multiple choice objective questions related to water resources engineering. Some key topics covered include unit hydrograph theory, infiltration capacity, hydrologic cycle, precipitation types, rainfall measurement, runoff estimation methods, and flood estimation formulas. There are 45 total questions testing knowledge of hydrologic and hydraulic concepts important for water resources engineering.
This document discusses hydraulic structures and dams. It defines hydraulics as dealing with mechanical properties of fluids and hydraulic structures as structures submerged or partially submerged in water that disrupt natural water flow. Dams are introduced as uniquely complex structures that demonstrate load response and interaction with hydrology and geology. Dams are classified as embankment or concrete and described in more detail. Embankment dams include earth-fill and rock-fill while concrete dams include arch, gravity, and buttress designs. Site selection factors and potential failure modes are outlined.
storm water
rain water harvesting
shoratge of water
advantages
road surface run off
open drains
plans
drawing
pictures
storm water program
design consideration
Civil v-hydrology and irrigation engineering [10 cv55]-notesSuryenn Edwie Mon
WRE: UNIT–I:
Surface Water Hydrology: Water Resources in India, Hydrology in water Resources Planning –Precipitation – Types,
Measurement of rainfall, Average depth of rainfall over an area, Mean annual rainfall, consistency of rainfall record, Double
mass curve; Infiltration – Factors affecting and its determination, Evaporation and Evapo-Transpiration. Runoff – factors
affecting runoff, methods of determination of runoff, stream gauging.
UNIT-II:
Hydrograph analysis: Base flow separation, Unit Hydrograph – Hydrograph of different durations, applications of unit
hydrograph, S-hydrograph, Flood Forecasting Techniques.
Ground Water Hydrology: Mechanics of interstitial flow, definitions, sub surface distribution of water, types of aquifers,
ground water movement, Darcy’s law, Well hydraulics – steady flow into wells in Un-confined and confined aquifers,
determination of hydraulic properties of aquifer, pumping test and recuperation test methods for determination of yield of
open well.
UNIT-III:
Reservoir Planning: Types of reservoir investigations for reservoir planning, selection of site for a reservoir, zones of
storage in a reservoir, reservoir yield, mass curve and demand curve, determination of reservoir capacity, yield from a
reservoir of given capacity, operating schedules, guide curve for reservoir operation, apportionment of total cost of a multi
purpose project, reservoir sedimentation, control of reservoir sedimentation, useful life of a reservoir.
UNIT-IV:
Irrigation: Definition of irrigation, types of irrigation systems – direct and indirect, lift and inundation irrigation system,
methods of irrigation – surface and sprinkler methods, drip irrigation, Soil moisture constants, depth of water held by soil in
root zone. Water requirements of crops, Duty, Delta, Base period and their relationship, crop seasons, factors affecting duty
and methods of improving duty, consumptive use of water, determination of canal capacities for cropping patterns.
UNIT-V:
Canal Systems: Classification of irrigation canals – canal alignment, design of unlined canals, regime theories – Kennedy’s
and lacey’s theories, tractive - force method, design problems – balancing depth of canal.
The document contains 5 questions related to hydrology calculations. Question 1 asks to calculate evaporation losses from a stream and discharge at the head of a canal given evaporation rates, stream dimensions, and required discharge. Question 2 asks to calculate daily evaporation losses from a stream. Question 3 involves calculating water unavailable for runoff and the ratio of total to direct runoff given rainfall, runoff rates, and catchment area. Question 4 asks to calculate total infiltration during a storm using Horton's equation. Question 5 asks to calculate the phi index from a rainfall-time distribution table.
Presentation on flow through simple pipes and flow through compound pipeMosuud jilani lipon
This document discusses flow through simple and compound pipes. It contains 5 sections:
1. Loss of head in pipes using Darcy's and Chezy's formulas
2. Transmission of power through pipes, calculating maximum power when head lost is 1/3 of total supply head
3. Time of emptying a tank through a long pipe
4. 5 group members and their program/IDs
5. Contents including the above topics and discharge through parallel pipes
This document provides an overview of environmental engineering as it relates to public water supply systems. It discusses the need for protected water supplies to prevent waterborne diseases. The objective of public water supply systems is to provide safe, wholesome water in adequate quantities. There are various types of water demands, including domestic, industrial, commercial, public, and fire demands. Factors like climate, infrastructure, and cost affect per capita water demand. Population forecasts are needed to design water systems to meet needs over their design periods, typically 20-40 years.
This document discusses different types of dams and provides examples of famous dams in India. It defines a dam as a structure built across a river to store water for various purposes. The main purposes of dams are to store water, enable irrigation, control floods and droughts, generate hydropower, enable navigation, and develop fisheries. The document describes the typical structure of a dam and categorizes dams into four main types - gravity dams, buttress dams, arch dams, and earth dams - explaining the defining characteristics of each type. It provides details on the Bhakra Dam in Himachal Pradesh as an example of a gravity dam and lists some other famous dams across India such as the Tehri Dam, Hirakud
This document contains a question bank with multiple choice objective questions related to water resources engineering. Some key topics covered include unit hydrograph theory, infiltration capacity, hydrologic cycle, precipitation types, rainfall measurement, runoff estimation methods, and flood estimation formulas. There are 45 total questions testing knowledge of hydrologic and hydraulic concepts important for water resources engineering.
This document discusses hydraulic structures and dams. It defines hydraulics as dealing with mechanical properties of fluids and hydraulic structures as structures submerged or partially submerged in water that disrupt natural water flow. Dams are introduced as uniquely complex structures that demonstrate load response and interaction with hydrology and geology. Dams are classified as embankment or concrete and described in more detail. Embankment dams include earth-fill and rock-fill while concrete dams include arch, gravity, and buttress designs. Site selection factors and potential failure modes are outlined.
storm water
rain water harvesting
shoratge of water
advantages
road surface run off
open drains
plans
drawing
pictures
storm water program
design consideration
Este documento describe las características morfométricas y fisiográficas de una cuenca hidrográfica. Define una cuenca como un área delimitada por una línea divisoria que determina el drenaje superficial. Explica que el área, perímetro, longitud, forma, relieve y altitud de la cuenca son parámetros importantes para caracterizarla e influyen en su respuesta hidrológica. Describe diversos índices y métodos para medir y analizar estas características morfométricas de una cuenca.
PracticalProfileofSpillwaY
When the profile for the crest of the ogee spillway is plotted over the triangular profile the section of a gravity dam (non-overflow section) ,it is found that it goes beyond vie downstream face of the dam , thu requiring thickening of the section for the spillway .
However,this extra concrete can be saved by shifting the curve of the nappe in a backward direction until this curve becomes tangential to the downstream face of the dam .
Design of spillway
Design an ogee spillway for concrete gravity dam, for the following data :
(1) Average river bed level = 100.0 m
(2) R.L. of spillway crest =204.0 m
(3) Slope of d/s face of gravity dam = 0.7 H : 1 V
(4) Design discharge = 8000 cumecs
(5) Length of spillway = 6 spans with a clear width of 10 m each.
(6) Thickness of each pier = 2.5 m
If h/Hd is greater than 1.7 than high spillway so effect of velocity is neglected
The co-ordinates from x = 0 to x = 27.4 m are worked out in the table below :
Hydrology is the study of water on Earth, including the hydrologic cycle, water resources, and sustainability. It involves the movement and distribution of water throughout the planet. The main domains of hydrology include surface water, groundwater, drainage basins, and water quality. Precipitation, evaporation, soil water, aquifers, floods, and water reservoirs are some of the key concepts and topics in hydrology. Major damage from floods globally costs billions of dollars annually.
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
- Open channel flow occurs in natural settings like rivers and streams as well as human-made channels. It is characterized by a free surface boundary.
- Flow can be uniform, gradually varied, or rapidly varied depending on changes in depth and velocity over distance. Uniform flow maintains constant depth and velocity.
- Important parameters include the Froude number, specific energy, and wave speed. Hydraulic jumps and critical flow occur when the Froude number is 1.
- Flow is controlled using underflow gates, overflow gates, and weirs. Measurement relies on critical flow assumptions at weirs.
Este documento define y describe varios atributos topográficos relacionados con cuencas hidrográficas y sistemas de drenaje. Define una cuenca hidrográfica, área de drenaje, longitud y perímetro de una cuenca, forma, pendiente, red de drenaje, densidad de drenaje, longitud de cauces, tramos de ríos, sección transversal y profundidad de cauces. El documento proporciona esta información a través de definiciones detalladas de cada uno de estos atributos topográficos
Estimating sewage discharge and peak drainage dischargeAnkit Gola
This document discusses methods for estimating sewage discharge and drainage/runoff. It explains that sewage is estimated based on water supplied plus additions from other sources and minus subtractions. Drainage is estimated using factors like rainfall intensity, duration, soil moisture, and catchment area. The Rational Method and empirical formulas like Dickens are presented to calculate peak runoff rates based on these factors and the imperviousness of surfaces. An example application of the Rational Method to a 36 hectare district with maximum 5 cm/hr rainfall is also provided.
This document discusses structural analysis methods for statically indeterminate structures. It defines key terms like degree of static indeterminacy, internal and external redundancy, and methods for analyzing indeterminate structures. Specific methods discussed include the flexibility matrix method, consistent deformation method, and unit load method. Examples of statically indeterminate beams and frames are also provided.
The document discusses water supply systems including water transmission and distribution. It describes the key components and design considerations for extracting, treating, storing, pumping and conveying water from its source through treatment, transmission, storage, and distribution to end users. The transmission system conveys treated or untreated water from sources to the distribution system through treatment plants and storage reservoirs using pipelines, tunnels, canals or aqueducts. The distribution system then supplies adequate water at sufficient pressure to individual consumers through a pipe network with valves and service connections.
Hardy cross method of pipe network analysissidrarashiddar
Hardy Cross Method of pipe network analysis has revolutionized the municipal water supply design. i.e., EPANET, a public domain software of water supply, uses the Hardy cross method for pipe network analysis. It is an iterative approach to estimate the flows within the pipe network where inflows (supply) and outflows (demand) with pipe characteristics are known.
Dams, weirs, barrages, and check dams are common hydraulic structures used to store or divert water. Dams are constructed across rivers to impound water and form reservoirs. The main types of dams include gravity dams, earth dams, rockfill dams, arch dams, and buttress dams. Weirs are barriers that alter river flows and can be used to divert water into canals. Barrages are low-head dams that consist of gates to control water levels for irrigation. Check dams are small temporary or permanent dams built across drainage ditches to settle sediments, pollutants, and recharge groundwater.
Crown corrosion - wwwe - By Mr. Mayank Oza - water and waste water engineeringMayank Oza
The document discusses crown corrosion in sewers. Crown corrosion occurs when bacteria in sewage slime convert sulphates to sulphides, which release hydrogen sulphide gas. To control corrosion, sewer design should provide self-cleansing flow, ventilation, and flushing to prevent stagnation. Pipes made of inert materials or lined with sulphate-resistant cement can increase longevity by preventing corrosion.
This document provides an overview of a hydrometry course covering measurement of various components of the hydrological cycle including precipitation, evaporation, soil moisture, and streamflow. It discusses different types of instruments used to measure these variables such as raingauges, evaporation pans, neutron probes, tensiometers, and current meters. Measurement methods include manual observation as well as automated data recording using devices like data loggers. The goal is to introduce concepts and terminology for quantifying water in the hydrological cycle.
This document discusses water hammer, which occurs when flowing water stops or starts quickly in pipes, causing pressure surges. It can cause pipe breaks, valve and pump damage, and contamination. Locations where water hammer often occurs include pump stations, control valves, isolation valves, hydrants during large demand changes, and air release valves. The document recommends using computer analysis to determine if a system has water hammer issues and recommends preventative measures like proper valve operation and selection of air valves and check valves to control pressure surges.
This document provides an overview of the design and analysis of concrete gravity dams. It discusses the key components and layout of concrete gravity dams, as well as the design steps and expected loadings. The main loads considered include dead load, water pressure, uplift pressure, silt pressure, wave pressure, and earthquake loads. Formulas are provided for calculating each of these loads. The document also discusses factors like stability, stress analysis, and freeboard that are important considerations in the design of concrete gravity dams.
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.
The document discusses key concepts in engineering hydrology including:
1. The hydrologic cycle and its components like precipitation, evaporation, transpiration, infiltration, and runoff.
2. Techniques for measuring and analyzing rainfall data like different types of rain gauges and methods to estimate average rainfall and missing data.
3. Methods to calculate runoff including classifying runoff by its source and defining concepts like surface runoff and overland flow.
Water supply and treatment Engineering notes 18 cv46RamyaNarasimhan5
This document discusses water supply and treatment engineering. It outlines various types of water demands including domestic, industrial, firefighting, and public purposes. Domestic demand includes drinking, cooking, bathing, washing, household sanitation, private gardening/irrigation, and domestic animals. Industrial demand depends on the factory processes and presence/absence of industries affects city water demand. Fire demand is calculated based on number of streams, discharge rate, duration of fire, and simultaneous fires. Public purposes include road washing, sanitation, and ornamental uses. Factors like climate, cost, distribution pressure, population habits, industries, and metering policy affect per capita water demand.
The document discusses the design of water distribution systems. It states that the design must satisfy water needs and maintain minimum residual pressures. It discusses pressure variations and velocity limits in distribution systems. It introduces the Hazen-Williams equation for calculating head loss in pipes based on flow rate, length, diameter and roughness coefficient. The document outlines Hardy's Cross Method for balancing flows in distribution networks using loop equations. It provides an example of applying the method to calculate pipe diameters and flows in a sample network.
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.
Este documento describe las características morfométricas y fisiográficas de una cuenca hidrográfica. Define una cuenca como un área delimitada por una línea divisoria que determina el drenaje superficial. Explica que el área, perímetro, longitud, forma, relieve y altitud de la cuenca son parámetros importantes para caracterizarla e influyen en su respuesta hidrológica. Describe diversos índices y métodos para medir y analizar estas características morfométricas de una cuenca.
PracticalProfileofSpillwaY
When the profile for the crest of the ogee spillway is plotted over the triangular profile the section of a gravity dam (non-overflow section) ,it is found that it goes beyond vie downstream face of the dam , thu requiring thickening of the section for the spillway .
However,this extra concrete can be saved by shifting the curve of the nappe in a backward direction until this curve becomes tangential to the downstream face of the dam .
Design of spillway
Design an ogee spillway for concrete gravity dam, for the following data :
(1) Average river bed level = 100.0 m
(2) R.L. of spillway crest =204.0 m
(3) Slope of d/s face of gravity dam = 0.7 H : 1 V
(4) Design discharge = 8000 cumecs
(5) Length of spillway = 6 spans with a clear width of 10 m each.
(6) Thickness of each pier = 2.5 m
If h/Hd is greater than 1.7 than high spillway so effect of velocity is neglected
The co-ordinates from x = 0 to x = 27.4 m are worked out in the table below :
Hydrology is the study of water on Earth, including the hydrologic cycle, water resources, and sustainability. It involves the movement and distribution of water throughout the planet. The main domains of hydrology include surface water, groundwater, drainage basins, and water quality. Precipitation, evaporation, soil water, aquifers, floods, and water reservoirs are some of the key concepts and topics in hydrology. Major damage from floods globally costs billions of dollars annually.
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
- Open channel flow occurs in natural settings like rivers and streams as well as human-made channels. It is characterized by a free surface boundary.
- Flow can be uniform, gradually varied, or rapidly varied depending on changes in depth and velocity over distance. Uniform flow maintains constant depth and velocity.
- Important parameters include the Froude number, specific energy, and wave speed. Hydraulic jumps and critical flow occur when the Froude number is 1.
- Flow is controlled using underflow gates, overflow gates, and weirs. Measurement relies on critical flow assumptions at weirs.
Este documento define y describe varios atributos topográficos relacionados con cuencas hidrográficas y sistemas de drenaje. Define una cuenca hidrográfica, área de drenaje, longitud y perímetro de una cuenca, forma, pendiente, red de drenaje, densidad de drenaje, longitud de cauces, tramos de ríos, sección transversal y profundidad de cauces. El documento proporciona esta información a través de definiciones detalladas de cada uno de estos atributos topográficos
Estimating sewage discharge and peak drainage dischargeAnkit Gola
This document discusses methods for estimating sewage discharge and drainage/runoff. It explains that sewage is estimated based on water supplied plus additions from other sources and minus subtractions. Drainage is estimated using factors like rainfall intensity, duration, soil moisture, and catchment area. The Rational Method and empirical formulas like Dickens are presented to calculate peak runoff rates based on these factors and the imperviousness of surfaces. An example application of the Rational Method to a 36 hectare district with maximum 5 cm/hr rainfall is also provided.
This document discusses structural analysis methods for statically indeterminate structures. It defines key terms like degree of static indeterminacy, internal and external redundancy, and methods for analyzing indeterminate structures. Specific methods discussed include the flexibility matrix method, consistent deformation method, and unit load method. Examples of statically indeterminate beams and frames are also provided.
The document discusses water supply systems including water transmission and distribution. It describes the key components and design considerations for extracting, treating, storing, pumping and conveying water from its source through treatment, transmission, storage, and distribution to end users. The transmission system conveys treated or untreated water from sources to the distribution system through treatment plants and storage reservoirs using pipelines, tunnels, canals or aqueducts. The distribution system then supplies adequate water at sufficient pressure to individual consumers through a pipe network with valves and service connections.
Hardy cross method of pipe network analysissidrarashiddar
Hardy Cross Method of pipe network analysis has revolutionized the municipal water supply design. i.e., EPANET, a public domain software of water supply, uses the Hardy cross method for pipe network analysis. It is an iterative approach to estimate the flows within the pipe network where inflows (supply) and outflows (demand) with pipe characteristics are known.
Dams, weirs, barrages, and check dams are common hydraulic structures used to store or divert water. Dams are constructed across rivers to impound water and form reservoirs. The main types of dams include gravity dams, earth dams, rockfill dams, arch dams, and buttress dams. Weirs are barriers that alter river flows and can be used to divert water into canals. Barrages are low-head dams that consist of gates to control water levels for irrigation. Check dams are small temporary or permanent dams built across drainage ditches to settle sediments, pollutants, and recharge groundwater.
Crown corrosion - wwwe - By Mr. Mayank Oza - water and waste water engineeringMayank Oza
The document discusses crown corrosion in sewers. Crown corrosion occurs when bacteria in sewage slime convert sulphates to sulphides, which release hydrogen sulphide gas. To control corrosion, sewer design should provide self-cleansing flow, ventilation, and flushing to prevent stagnation. Pipes made of inert materials or lined with sulphate-resistant cement can increase longevity by preventing corrosion.
This document provides an overview of a hydrometry course covering measurement of various components of the hydrological cycle including precipitation, evaporation, soil moisture, and streamflow. It discusses different types of instruments used to measure these variables such as raingauges, evaporation pans, neutron probes, tensiometers, and current meters. Measurement methods include manual observation as well as automated data recording using devices like data loggers. The goal is to introduce concepts and terminology for quantifying water in the hydrological cycle.
This document discusses water hammer, which occurs when flowing water stops or starts quickly in pipes, causing pressure surges. It can cause pipe breaks, valve and pump damage, and contamination. Locations where water hammer often occurs include pump stations, control valves, isolation valves, hydrants during large demand changes, and air release valves. The document recommends using computer analysis to determine if a system has water hammer issues and recommends preventative measures like proper valve operation and selection of air valves and check valves to control pressure surges.
This document provides an overview of the design and analysis of concrete gravity dams. It discusses the key components and layout of concrete gravity dams, as well as the design steps and expected loadings. The main loads considered include dead load, water pressure, uplift pressure, silt pressure, wave pressure, and earthquake loads. Formulas are provided for calculating each of these loads. The document also discusses factors like stability, stress analysis, and freeboard that are important considerations in the design of concrete gravity dams.
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.
The document discusses key concepts in engineering hydrology including:
1. The hydrologic cycle and its components like precipitation, evaporation, transpiration, infiltration, and runoff.
2. Techniques for measuring and analyzing rainfall data like different types of rain gauges and methods to estimate average rainfall and missing data.
3. Methods to calculate runoff including classifying runoff by its source and defining concepts like surface runoff and overland flow.
Water supply and treatment Engineering notes 18 cv46RamyaNarasimhan5
This document discusses water supply and treatment engineering. It outlines various types of water demands including domestic, industrial, firefighting, and public purposes. Domestic demand includes drinking, cooking, bathing, washing, household sanitation, private gardening/irrigation, and domestic animals. Industrial demand depends on the factory processes and presence/absence of industries affects city water demand. Fire demand is calculated based on number of streams, discharge rate, duration of fire, and simultaneous fires. Public purposes include road washing, sanitation, and ornamental uses. Factors like climate, cost, distribution pressure, population habits, industries, and metering policy affect per capita water demand.
The document discusses the design of water distribution systems. It states that the design must satisfy water needs and maintain minimum residual pressures. It discusses pressure variations and velocity limits in distribution systems. It introduces the Hazen-Williams equation for calculating head loss in pipes based on flow rate, length, diameter and roughness coefficient. The document outlines Hardy's Cross Method for balancing flows in distribution networks using loop equations. It provides an example of applying the method to calculate pipe diameters and flows in a sample network.
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.
The document discusses hydraulics and hydraulic principles related to irrigation systems. It defines hydraulics as the study of liquid behavior in pipes and channels. Important concepts covered include:
- Flow rate, velocity, cross-sectional area, and how they relate mathematically.
- Different forms of energy in water systems including kinetic, potential, and pressure energy. It defines related terms like head, velocity head, elevation head, and pressure head.
- Friction loss and how it is calculated using equations like Hazen-Williams. It provides examples of calculating friction loss in pipes of different diameters and lengths.
- Head losses in fittings, valves, bends and how to calculate them using resistance coefficients.
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.
Here you will get all information about sewer design, its type & various tests carried out on it for any leakage or any obstruction present and of improper joints.
(1) The document discusses water supply distribution networks and their components. It describes various natural and non-traditional water sources, as well as water quality parameters and treatment methods.
(2) Distribution networks use reservoirs, transmission pipelines, and distribution mains to deliver water from treatment plants to consumers. The document discusses different network layouts and design considerations like minimizing dead ends.
(3) Pipe network analysis methods like Hardy-Cross and nodal methods are presented to calculate pipe flows and node pressures. An example applies Hardy-Cross iteration to determine flows in a pipe loop that balances the head loss around the loop.
This document discusses laminar and turbulent flow in pipes. It defines the critical Reynolds number that distinguishes between the two flow regimes. For non-circular pipes, it introduces the hydraulic diameter to characterize the pipe geometry. The document then covers topics such as the developing flow region, fully developed flow profiles and pressure drop, the friction factor, minor losses, pipe networks, and pump selection.
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This document provides design guidance for storm drainage systems. It discusses sizing inlets and pipes, using Manning's formula to calculate capacities. Pipes should be sized to flow full under design flows without pressure. Minimum slopes are 0.5% or that which provides 3 ft/s velocity. Hydraulic gradients must remain below inlet rims. Only reinforced concrete pipe is allowed within city limits. Drainage areas, runoff, and capacities are calculated using provided forms.
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.
The document discusses duct design for air conditioning systems. It covers topics such as:
- The purpose of ductwork is to deliver conditioned air from fans to diffusers in rooms.
- Air flows through ducts due to pressure differences created by fans. Proper duct sizing minimizes pressure drops while keeping costs low.
- Factors like velocity, static pressure, and friction affect pressure in ducts. Methods for calculating and minimizing these pressures are presented.
- Guidelines for maximum duct velocities based on application type are provided to control noise generation.
- Approximate ductwork material and construction costs are given based on duct size.
Design of sewerage collection system and cost estimationVijay Kumar
Vijay Kumar from the Department of Civil Engineering at Jamia Millia Islamia submitted a report on the design of a sewerage system. The report reviewed the existing sewerage system criteria, designed a new sewerage system, and estimated the costs according to the Delhi Schedule of Rates from 2012. It described the purpose of a sewerage system, different sewer types, sewer appurtenances, design considerations and parameters, hydraulic design of sewer lines from manhole to manhole, and a cost estimate breakdown of the new sewerage system project.
This document provides an overview of fundamentals for water system design and pump selection. It covers topics such as hydronic system components, distribution piping system design, direct and reverse return systems, centrifugal pumps, pump performance curves, system curves, pump selection parameters, and pump arrangements. The document aims to guide designers on water system design limitations, pump types, how to read pump curves and select the proper pump based on factors like design flow, pressure requirements, and system characteristics.
Flow of incompressible fluids through pipes MAULIKM1
This document discusses fluid flow in pipes. It begins by explaining that fluid flowing in pipes loses energy due to friction between fluid particles and the pipe wall. This friction is proportional to the velocity gradient according to Newton's law of viscosity.
The document then distinguishes between laminar and turbulent flow. Laminar flow is steady and layered, while turbulent flow is unsteady and random. The critical Reynolds number that distinguishes between the two flow types in pipes is also provided.
Finally, the document discusses pressure drop and head loss calculations for fully developed pipe flow. It introduces the Darcy friction factor and explains how dimensional analysis leads to the Moody chart for determining friction factors based on Reynolds number and pipe roughness.
This chapter discusses water piping systems used for air conditioning applications. It describes the principles of once-through and recirculating water piping systems. Recirculating systems can be open or closed. Piping arrangements include reverse return, reverse return header with direct return risers, and direct return piping. The chapter also covers water piping design considerations like pipe sizing, friction loss, velocity, diversity, and pipe length measurement. Design examples demonstrate how to apply diversity factors to reduce pipe sizes and pump capacity.
This document discusses fluid flow in pipes. It begins by defining average velocity and laminar versus turbulent flow regimes based on the Reynolds number. It then covers topics such as developing flow, fully developed flow profiles, friction factors, pressure drops, pipe networks, and pump selection. The key points are that laminar flow has a parabolic velocity profile while turbulent flow is more complex, friction factors can be estimated using Moody charts or the Colebrook equation, and head losses consider both pipe friction and minor losses from fittings.
REDUCE WATER LOSS & PREVENT HYGIENIC RISKS IN THE DRINKING WATER NETWORKiQHub
This document describes a non-invasive ultrasonic flow meter for measuring water flow. It uses two ultrasonic transducers mounted on the pipe to measure the transit time difference of sound signals sent in and against the flow. This transit time difference corresponds to flow velocity, which can be used along with pipe parameters to calculate volume flow. The flow meter compensates for temperature effects on sound speed and provides accurate measurements (±1%) even in challenging conditions or near disturbances in the pipe, requiring only 2 diameters of straight pipe versus the standard 10 diameters. Its robust design makes it suitable for outdoor use in harsh environments.
Similar to Lec-10-Week (7)( Hydraulics of water Distribution System).pdf (20)
Covid Management System Project Report.pdfKamal Acharya
CoVID-19 sprang up in Wuhan China in November 2019 and was declared a pandemic by the in January 2020 World Health Organization (WHO). Like the Spanish flu of 1918 that claimed millions of lives, the COVID-19 has caused the demise of thousands with China, Italy, Spain, USA and India having the highest statistics on infection and mortality rates. Regardless of existing sophisticated technologies and medical science, the spread has continued to surge high. With this COVID-19 Management System, organizations can respond virtually to the COVID-19 pandemic and protect, educate and care for citizens in the community in a quick and effective manner. This comprehensive solution not only helps in containing the virus but also proactively empowers both citizens and care providers to minimize the spread of the virus through targeted strategies and education.
2. Design of Water Distribution
System
The design requirements of water distribution system are
to satisfied:
The water need ,and
The minimum residual pressure at each point of the
water distribution system
3. Pressure in Water Distribution
System
Pressure in distribution system varies with consumption.
Min. Pressure at peak flow(not less than 150 kPa to avoid
infiltration, proper flow to other buildings)
Max. pressure during low flows
Residential areas (3 stories)-150-300kPa(15-30m)
Residential areas (firefighting )-400kPa(40m)
Commercial areas-500KPa(50m)
4. Velocities in Water Supply
System
Velocities in water supply system<1m/s
2m/s upper limit may be reached near fire flows
Min velocity-0.25m/s (WASA)
5. Hazen-Williams equation for
pipe flow
Headloss in pipes(water supply network)
Empirical
Named after Allen Hazen and Gardner Stewart Williams.
H= head loss(m)
Q= flow rate(m3/sec)
L= length of pipe(m)
d= diameter(m)
C= Hazen William’s coefficient
The Hazen–Williams equation is an empirical relationship which relates the
flow of water in a pipe with the physical properties of the pipe and the
pressure drop caused by friction.
6. Hazen-Williams Equation for
Pipe Flow
Hazen William greatly depends upon Roughness of pipe.
Basic Hazen William Eq is
Where,
V= velocity ,m/s
C=Hazen William co-efficient
R=Hydraulic radius or hydraulic mean depth
R=A/P(A=Area, P= Wetted Perimeter)
S= Hydraulic gradient=HL / L
7. H-head loss in meters
Q=flow in cu meter per sec
D= diameter in m
L= length of pipe in meters
For safety factor C=100
8.
9. Hazen-Williams equation for
pipe flow
Advantages
Coefficient C is rough measure of relative roughness
Effect of Reynolds number is included in formula
Effect of roughness on velocity are given directly
Disadvantages
It is only valid for water
Does not differentiate completely between laminar and
turbulent flow
It does not account for the temperature or viscosity of the
water.error in water pipes can not be applied to all
fluids in all conditions
10.
11. Hazen William
Problem 1: Calculate the diameter of pipe 1Km laid to
discharge a flow of 1000m3/day under a head loss of
10m(C=100)
Problem 2: A 6-km-long, new cast-iron pipeline carries
320 l /s of water .The pipe diameter is 30 cm. Find the
head loss .
12. Design of Water Distribution
System
Design Criteria for Distribution System
Design Parameter Value
Design flow Peak flow/Max.daily
demand
Population Population per plot
Peaking Factor 2.25/1.5
Minimum Size 75mm
Minimum Residual Head 14m
Input head 20m
Pipe Material AC or PVC, GI, steel pipe
C 100 or 110
13. Hardy’s Cross Method
Basic Principle
1. Sum of inflows is equal to the sum of outflows at any
junction or any node.
∑inflows=∑outflows
2. Sum of head losses around an elementary loop must be
zero.
∑HL = 0
14. Hardy’s Cross Method
Procedure
1. Draw the layout of the system.
2. Assign area to each node.
3. Calculate the population for
each node
4. Calculate the average
consumption at each node.
5. Calculate design flow for each
node which should be equal to
peak hourly demand.
6. Measure the length of each pipe.
15. Hardy’s Cross Method
Procedure
7. Assume flow in each pipe.
8. Assume the diameter of each pipe.
9. Assume any internally consistant
distribution of flow. The sum of flows
entering any junction must equal to
sum of leaving flows
10. Compute the head loss in each pipe by
means of equation(Hazen William) or
diagram. Conventionally clockwise flows
are positive and produce positive head
loss. Anticlockwise flows are negative
and produce negative head loss
16. Hardy’s Cross Method
Procedure
11. With due attention to the sign ,compute the total head loss
around each loop.
12. Compute without the regard to sign for the same loop for
sum of H/Q
13. Apply the correction to the flow in each line
16. Pipe line common to two loops receive both correction with
due attention to sign.
7. Balance the flow by Hardy cross method.
8. Calculate the residual pressure at all points of the system
and check its adequency.
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