CHECK STABILITY OF DAM FOR GIVEN SECTION
TOP WIDTH 7.5 M
HEIGHT OF DAM – 75 M
HEIGHT OF W.L. – 72 M
BATTER IS STARTING AT 45 M
PROJECTION FROM U.S 4.5 M
D/S PORTION LENGTH – 43.75 M
D/S SLOPE STARTED AT 12.5 M FROM TOP
D/S SLOPE 0.7 (H):1(V)
DRAINAGE GALLERY @ 48.7
5 M FROM TOE OF DAM
F Ф = 1.2
FC = 2.4
μ=0.7
SHEAR STRENGTH OF CONCRETE = c = 1400 KN/M^2
ΣV =
Weight of dam
(W1+W2+W3)
+
Vertical forces of water
(P1+P2)
–
Uplift Forces
(U1 + U2 +U3)
–
Vertical Acceleration of E.Q.
Moment of Weight Of Dam
(w1 + w2 + w3)
+
Moment of Weight of water
(p1 + p2)
-
Moment of water pressure
(p)
-
Moment of Uplift Forces
(U)
-
Moment of Inertia force
(vertical acceleration moment + Hori Acce.)
-
Moment Hydrodynemic Pressure
The document discusses various methods for river training including constructing levees, guide banks, and spurs. Levees are embankments running parallel to rivers that are used to contain flood waters and protect areas from flooding. Guide banks are structures built to confine river flow within a reasonable waterway when constructing bridges or other works. Spurs are embankment structures built transverse to river flow to deflect currents away from banks and prevent erosion. The appropriate river training method depends on the river type, regime, and flow characteristics.
This document provides a design summary for a weir on the River Cauvery near Thottilpatti Village in India. It first provides background context on water supply in Vellore District. It then describes the proposed project to tap water from the Cauvery to supply 148, 181, and 215 million liters per day to meet present, intermediate, and ultimate water demand projections. The document outlines the design of the weir using Bligh theory to determine crest levels, weir lengths, water levels, and structural dimensions like floor thickness to prevent undermining. Design calculations for weir dimensions, uplift forces, and sheet pile depths are shown.
Diversion headworks such as weirs and barrages are used to divert water from rivers into canals. Weirs are solid structures that raise the river's water level, while barrages use gates to control water flow without a solid obstruction. Common causes of failure for weirs built on permeable foundations include piping/undermining from subsurface water flow and rupture of the floor from uplift pressure or standing waves. Remedies involve extending the impervious floor length, increasing floor thickness, adding cutoff piles, and installing launch aprons to prevent scouring.
1. Dams are constructed across rivers to store flowing water and come in various types like earth, rockfill, gravity, steel, timber and arch dams. The selection of dam type depends on site conditions like topography, geology and availability of construction materials.
2. Gravity dams derive their strength from their weight and weight of water pressure pushing them into the ground. They are made of concrete or masonry and work by balancing the water pressure on upstream side with weight and pressure on downstream side.
3. Factors considered in gravity dam design include water pressure, seismic forces, uplift pressure, weight of dam, and ensuring stability against sliding, overturning and cracking. Galleries are provided for drainage,
This chapter discusses irrigation structures at the head of canals, known as diversion head works. The objectives of diversion head works are to raise water levels, form storage areas, control silt and water level fluctuations. The key components discussed are weirs, barrages, under-sluices, divide walls, river training works like guide banks and spurs/groynes, fish ladders, and silt regulation works. Weirs are distinguished from barrages based on how ponding is achieved. Typical layouts of head works and structures like concrete, masonry and rock-fill weirs are presented.
The document describes the components and purposes of weirs and barrages. Weirs and barrages are solid structures built across rivers to raise water levels and divert water into canals. The main differences are that barrages use gates to regulate flow, while weirs use crest height. Barrages are more expensive than weirs. The structures are used to control water levels and flows, prevent flooding, divert water, and train rivers to reduce impacts on canal headworks. Key components include the main body, divide wall, under sluices, fish ladder, sheet piles, apron, and river training works.
The document discusses the design of an ogee spillway for a concrete gravity dam. It describes how shifting the curve of the nappe spillway profile can save concrete by becoming tangential to the downstream dam face. It then provides sample calculations for designing an ogee spillway based on given parameters like discharge rate, dam dimensions, and river levels. These include calculating the design head, developing the upstream and downstream spillway profiles, and considering factors that affect spillway design.
CHECK STABILITY OF DAM FOR GIVEN SECTION
TOP WIDTH 7.5 M
HEIGHT OF DAM – 75 M
HEIGHT OF W.L. – 72 M
BATTER IS STARTING AT 45 M
PROJECTION FROM U.S 4.5 M
D/S PORTION LENGTH – 43.75 M
D/S SLOPE STARTED AT 12.5 M FROM TOP
D/S SLOPE 0.7 (H):1(V)
DRAINAGE GALLERY @ 48.7
5 M FROM TOE OF DAM
F Ф = 1.2
FC = 2.4
μ=0.7
SHEAR STRENGTH OF CONCRETE = c = 1400 KN/M^2
ΣV =
Weight of dam
(W1+W2+W3)
+
Vertical forces of water
(P1+P2)
–
Uplift Forces
(U1 + U2 +U3)
–
Vertical Acceleration of E.Q.
Moment of Weight Of Dam
(w1 + w2 + w3)
+
Moment of Weight of water
(p1 + p2)
-
Moment of water pressure
(p)
-
Moment of Uplift Forces
(U)
-
Moment of Inertia force
(vertical acceleration moment + Hori Acce.)
-
Moment Hydrodynemic Pressure
The document discusses various methods for river training including constructing levees, guide banks, and spurs. Levees are embankments running parallel to rivers that are used to contain flood waters and protect areas from flooding. Guide banks are structures built to confine river flow within a reasonable waterway when constructing bridges or other works. Spurs are embankment structures built transverse to river flow to deflect currents away from banks and prevent erosion. The appropriate river training method depends on the river type, regime, and flow characteristics.
This document provides a design summary for a weir on the River Cauvery near Thottilpatti Village in India. It first provides background context on water supply in Vellore District. It then describes the proposed project to tap water from the Cauvery to supply 148, 181, and 215 million liters per day to meet present, intermediate, and ultimate water demand projections. The document outlines the design of the weir using Bligh theory to determine crest levels, weir lengths, water levels, and structural dimensions like floor thickness to prevent undermining. Design calculations for weir dimensions, uplift forces, and sheet pile depths are shown.
Diversion headworks such as weirs and barrages are used to divert water from rivers into canals. Weirs are solid structures that raise the river's water level, while barrages use gates to control water flow without a solid obstruction. Common causes of failure for weirs built on permeable foundations include piping/undermining from subsurface water flow and rupture of the floor from uplift pressure or standing waves. Remedies involve extending the impervious floor length, increasing floor thickness, adding cutoff piles, and installing launch aprons to prevent scouring.
1. Dams are constructed across rivers to store flowing water and come in various types like earth, rockfill, gravity, steel, timber and arch dams. The selection of dam type depends on site conditions like topography, geology and availability of construction materials.
2. Gravity dams derive their strength from their weight and weight of water pressure pushing them into the ground. They are made of concrete or masonry and work by balancing the water pressure on upstream side with weight and pressure on downstream side.
3. Factors considered in gravity dam design include water pressure, seismic forces, uplift pressure, weight of dam, and ensuring stability against sliding, overturning and cracking. Galleries are provided for drainage,
This chapter discusses irrigation structures at the head of canals, known as diversion head works. The objectives of diversion head works are to raise water levels, form storage areas, control silt and water level fluctuations. The key components discussed are weirs, barrages, under-sluices, divide walls, river training works like guide banks and spurs/groynes, fish ladders, and silt regulation works. Weirs are distinguished from barrages based on how ponding is achieved. Typical layouts of head works and structures like concrete, masonry and rock-fill weirs are presented.
The document describes the components and purposes of weirs and barrages. Weirs and barrages are solid structures built across rivers to raise water levels and divert water into canals. The main differences are that barrages use gates to regulate flow, while weirs use crest height. Barrages are more expensive than weirs. The structures are used to control water levels and flows, prevent flooding, divert water, and train rivers to reduce impacts on canal headworks. Key components include the main body, divide wall, under sluices, fish ladder, sheet piles, apron, and river training works.
The document discusses the design of an ogee spillway for a concrete gravity dam. It describes how shifting the curve of the nappe spillway profile can save concrete by becoming tangential to the downstream dam face. It then provides sample calculations for designing an ogee spillway based on given parameters like discharge rate, dam dimensions, and river levels. These include calculating the design head, developing the upstream and downstream spillway profiles, and considering factors that affect spillway design.
This document summarizes different types of tube wells based on various classification criteria. It describes tube wells as holes bored into the ground to tap groundwater from deep aquifers. Tube wells are classified based on their entry of water, construction method, depth, and type of aquifer tapped. Shallow tube wells are usually less than 60m deep while deep tube wells range from 60-300m deep. Tube wells can be screen wells, cavity wells, drilled wells, driven wells, or jetted wells depending on their construction method. They can tap water table aquifers, semi-artesian aquifers, or artesian aquifers based on the aquifer type.
It contains detailed information about a Gravity Dam........it also conataims the information in brief & pictures giving a clear view of the Gravity Dams...........It also contains formulas with details of their terms.........
This document discusses different types of canal outlets used to release water from distributing channels into watercourses. It describes non-modular, semi-modular, and modular outlets. Non-modular outlets discharge based on water level differences, while modular outlets discharge independently of water levels. Semi-modular outlets discharge depending on the channel water level but not the watercourse level. Specific outlet types are also defined, such as pipe outlets, open sluice, and Gibbs, Khanna, and Foote rigid modules. Discharge equations for different outlet types are provided.
This document provides an overview of the hydraulic design considerations for barrages. It discusses key aspects of barrage design including sub-surface flow calculations to determine seepage pressure, force, and exit gradients. It also covers surface flow hydraulics to determine the waterway length. Critical design elements like cut-offs, scour depth, block protections are explained. Emphasis is given to ensuring safety against piping failure and sand boilling. The document concludes that model studies are necessary before prototype construction due to uncertainties in soil properties.
This document provides an overview of computational hydraulics and open channel flows. It covers basic concepts like pressure, velocity, and total head. It also discusses key conservation laws like mass, momentum, and energy. The document defines different types of open channel flows such as subcritical, critical, supercritical, gradually varied, rapidly varied, steady, and unsteady flows. It provides examples and definitions for concepts like specific energy, specific force, uniform flows, critical flows, and gradually varied flow profiles. Finally, it discusses rapidly varied and unsteady flows with examples.
Diversion headworks are structures constructed at the head of a canal to divert river water into the canal. They include components like weirs, barrages, canal head regulators, divide walls, fish ladders, and guide banks. The objectives are to raise water levels, control silt entry, regulate water flow, and allow fish passage. Proper site selection and design are needed to prevent failures from subsurface water flow, uplift pressure, hydraulic jumps, or scouring during floods. Remedies include increasing seepage lengths, adding sheet piles, and using thicker impervious floors.
Gravity dams are rigid concrete dams that rely entirely on their weight to maintain stability. They are built with a triangular cross-section to transfer loads directly to strong rock foundations. Famous gravity dams discussed include the Bhakra Dam in India and Fontana Dam in the US. Advantages are that they are durable, allow heights over 700 feet, and have low maintenance costs. However, they require competent foundations and construction is complex. Forces like water pressure, uplift, and earthquakes must be addressed through design to prevent failures by overturning, sliding, tension, or crushing.
WEIRS VERSUS BERRAGE
TYPES OF WEIRS
COMPONENT PARTS OF A WEIR
CAUSES OF FAILURE OF WEIRS & THEIR REMEDIES
DESIGN CONSIDERATIONS
DESIGN FOR SURFACE FLOW
DESIGN OF BARRAGE OR WEIR
1. Diversion headworks are structures constructed across rivers to divert water into canals. They raise the water level in the river and regulate the water supply to the canal.
2. The key components of diversion headworks include weirs or barrages, divide walls, fish ladders, approach channels, undersluices, silt excluders, and river training works. Common types of weirs are masonry weirs, rockfill weirs, and concrete weirs.
3. Weirs are designed to withstand seepage and subsurface flow, which can cause failures through piping, uplift pressure, or scouring. Design theories like Bligh's creep theory and Khos
Drainage Engineering (Drainage and design of drainage systems)Latif Hyder Wadho
This document provides information on drainage and the design of drainage systems. It discusses the following key points in 3 sentences:
Land drainage and field drainage are the two main types of drainage, with field drainage focusing on removing excess water from the root zone of crops. The main goals of field drainage are to bring soil moisture below saturation to allow for optimal plant growth and to improve soil structure and hydraulic conductivity. The different methods of field drainage include horizontal drainage methods like surface drainage and sub-surface drainage, as well as vertical drainage through tube wells.
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 :
This document provides information about weirs and Parshall flumes. It discusses different types of weirs including sharp-crested weirs like rectangular and V-notch weirs, as well as broad-crested weirs. Formulas are provided for calculating flow rates over these structures. The document also introduces the Parshall flume, which can be used as an alternative to weirs for measuring flow rates while reducing head losses and sediment accumulation. Key features of the Parshall flume design and measurement principles are described.
This document provides an overview of bandhara irrigation systems in India. It discusses the key components and types of bandhara systems, including solid and open bandhara. Solid bandharas are constructed to fully raise the water level upstream and have no openings, while open bandharas can raise the water level and also allow water to flow through by removing needles. The document outlines the typical components of bandhara systems and considerations for selecting sites, and discusses the advantages of being an economical localized irrigation method and disadvantages like potential water wastage.
There are three main modes of failure for earthen dams: hydraulic failure (40%), seepage failure (30%), and structural failure (30%). Hydraulic failures are caused by overtopping, erosion of the downstream toe, or erosion of the upstream or downstream face. Seepage failures occur through concentrated seepage paths that erode soil and cause piping. Structural failures happen due to shear slides in the embankment or foundation, or issues with construction and maintenance such as overly steep slopes. Earthquakes can also induce failures through cracking, overtopping, settlement, shear slides, or liquefaction.
This document discusses the hydraulic design of culverts and bridges. It begins by defining culverts and bridges, noting that culverts are designed to allow submergence while bridges are not. It then covers culvert shapes, materials, end treatments, and key terminology. The remainder of the document discusses culvert hydraulic design considerations and approaches, including inlet control, outlet control, and formulas for calculating flow under various conditions. Design procedures are outlined, noting the iterative nature of selecting a culvert size that meets design constraints.
Gravity Dam (numerical problem ) BY SITARAM SAINISitaramSaini11
The document discusses the analysis of a gravity dam, including calculating stresses and checking stability, for both an empty reservoir and full reservoir condition. It provides numerical examples of determining vertical stresses, principal stresses, and shear stresses at the toe and heel of the dam. It also shows calculations for checking the stability of the dam against sliding, overturning, tension and sufficient shear resistance.
This document provides an overview of topics related to irrigation engineering, specifically the design of alluvial channels. It discusses Kennedy's theory and Lacey's theory for designing stable channels that prevent silting and scouring. Kennedy's method involves iterating through trial depths and velocities until the critical velocity is matched. Lacey developed equations relating regime velocity, discharge, silt factor, hydraulic radius, and slope. The document provides examples demonstrating the application of Kennedy's and Lacey's methods for designing irrigation channels based on given discharge, slope, and sediment characteristics. It also notes some limitations and drawbacks of the two theories.
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
How Concrete was Transported in Construction of Burj KhalifaJustin
This is about the techniques used for transporting of concrete in Burj Khalifa's construction period.
Made by Group Study Analysis.
A Literature Study.
This document discusses various types of canal regulation works including canal falls, escapes, regulators, and outlets. It describes the necessity and types of canal falls, which are constructed when the natural ground slope is steeper than the designed canal bed slope. The types of falls discussed include ogee falls, stepped falls, vertical falls, rapid falls, straight glacis falls, trapezoidal notch falls, well or cylinder notch falls, Montague type falls, and Inglis or baffle falls. The document also discusses canal escapes, head regulators, cross regulators, silt control devices, and canal outlets/modules. In particular, it explains the functions and construction of head regulators and cross regulators.
This document summarizes different types of tube wells based on various classification criteria. It describes tube wells as holes bored into the ground to tap groundwater from deep aquifers. Tube wells are classified based on their entry of water, construction method, depth, and type of aquifer tapped. Shallow tube wells are usually less than 60m deep while deep tube wells range from 60-300m deep. Tube wells can be screen wells, cavity wells, drilled wells, driven wells, or jetted wells depending on their construction method. They can tap water table aquifers, semi-artesian aquifers, or artesian aquifers based on the aquifer type.
It contains detailed information about a Gravity Dam........it also conataims the information in brief & pictures giving a clear view of the Gravity Dams...........It also contains formulas with details of their terms.........
This document discusses different types of canal outlets used to release water from distributing channels into watercourses. It describes non-modular, semi-modular, and modular outlets. Non-modular outlets discharge based on water level differences, while modular outlets discharge independently of water levels. Semi-modular outlets discharge depending on the channel water level but not the watercourse level. Specific outlet types are also defined, such as pipe outlets, open sluice, and Gibbs, Khanna, and Foote rigid modules. Discharge equations for different outlet types are provided.
This document provides an overview of the hydraulic design considerations for barrages. It discusses key aspects of barrage design including sub-surface flow calculations to determine seepage pressure, force, and exit gradients. It also covers surface flow hydraulics to determine the waterway length. Critical design elements like cut-offs, scour depth, block protections are explained. Emphasis is given to ensuring safety against piping failure and sand boilling. The document concludes that model studies are necessary before prototype construction due to uncertainties in soil properties.
This document provides an overview of computational hydraulics and open channel flows. It covers basic concepts like pressure, velocity, and total head. It also discusses key conservation laws like mass, momentum, and energy. The document defines different types of open channel flows such as subcritical, critical, supercritical, gradually varied, rapidly varied, steady, and unsteady flows. It provides examples and definitions for concepts like specific energy, specific force, uniform flows, critical flows, and gradually varied flow profiles. Finally, it discusses rapidly varied and unsteady flows with examples.
Diversion headworks are structures constructed at the head of a canal to divert river water into the canal. They include components like weirs, barrages, canal head regulators, divide walls, fish ladders, and guide banks. The objectives are to raise water levels, control silt entry, regulate water flow, and allow fish passage. Proper site selection and design are needed to prevent failures from subsurface water flow, uplift pressure, hydraulic jumps, or scouring during floods. Remedies include increasing seepage lengths, adding sheet piles, and using thicker impervious floors.
Gravity dams are rigid concrete dams that rely entirely on their weight to maintain stability. They are built with a triangular cross-section to transfer loads directly to strong rock foundations. Famous gravity dams discussed include the Bhakra Dam in India and Fontana Dam in the US. Advantages are that they are durable, allow heights over 700 feet, and have low maintenance costs. However, they require competent foundations and construction is complex. Forces like water pressure, uplift, and earthquakes must be addressed through design to prevent failures by overturning, sliding, tension, or crushing.
WEIRS VERSUS BERRAGE
TYPES OF WEIRS
COMPONENT PARTS OF A WEIR
CAUSES OF FAILURE OF WEIRS & THEIR REMEDIES
DESIGN CONSIDERATIONS
DESIGN FOR SURFACE FLOW
DESIGN OF BARRAGE OR WEIR
1. Diversion headworks are structures constructed across rivers to divert water into canals. They raise the water level in the river and regulate the water supply to the canal.
2. The key components of diversion headworks include weirs or barrages, divide walls, fish ladders, approach channels, undersluices, silt excluders, and river training works. Common types of weirs are masonry weirs, rockfill weirs, and concrete weirs.
3. Weirs are designed to withstand seepage and subsurface flow, which can cause failures through piping, uplift pressure, or scouring. Design theories like Bligh's creep theory and Khos
Drainage Engineering (Drainage and design of drainage systems)Latif Hyder Wadho
This document provides information on drainage and the design of drainage systems. It discusses the following key points in 3 sentences:
Land drainage and field drainage are the two main types of drainage, with field drainage focusing on removing excess water from the root zone of crops. The main goals of field drainage are to bring soil moisture below saturation to allow for optimal plant growth and to improve soil structure and hydraulic conductivity. The different methods of field drainage include horizontal drainage methods like surface drainage and sub-surface drainage, as well as vertical drainage through tube wells.
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 :
This document provides information about weirs and Parshall flumes. It discusses different types of weirs including sharp-crested weirs like rectangular and V-notch weirs, as well as broad-crested weirs. Formulas are provided for calculating flow rates over these structures. The document also introduces the Parshall flume, which can be used as an alternative to weirs for measuring flow rates while reducing head losses and sediment accumulation. Key features of the Parshall flume design and measurement principles are described.
This document provides an overview of bandhara irrigation systems in India. It discusses the key components and types of bandhara systems, including solid and open bandhara. Solid bandharas are constructed to fully raise the water level upstream and have no openings, while open bandharas can raise the water level and also allow water to flow through by removing needles. The document outlines the typical components of bandhara systems and considerations for selecting sites, and discusses the advantages of being an economical localized irrigation method and disadvantages like potential water wastage.
There are three main modes of failure for earthen dams: hydraulic failure (40%), seepage failure (30%), and structural failure (30%). Hydraulic failures are caused by overtopping, erosion of the downstream toe, or erosion of the upstream or downstream face. Seepage failures occur through concentrated seepage paths that erode soil and cause piping. Structural failures happen due to shear slides in the embankment or foundation, or issues with construction and maintenance such as overly steep slopes. Earthquakes can also induce failures through cracking, overtopping, settlement, shear slides, or liquefaction.
This document discusses the hydraulic design of culverts and bridges. It begins by defining culverts and bridges, noting that culverts are designed to allow submergence while bridges are not. It then covers culvert shapes, materials, end treatments, and key terminology. The remainder of the document discusses culvert hydraulic design considerations and approaches, including inlet control, outlet control, and formulas for calculating flow under various conditions. Design procedures are outlined, noting the iterative nature of selecting a culvert size that meets design constraints.
Gravity Dam (numerical problem ) BY SITARAM SAINISitaramSaini11
The document discusses the analysis of a gravity dam, including calculating stresses and checking stability, for both an empty reservoir and full reservoir condition. It provides numerical examples of determining vertical stresses, principal stresses, and shear stresses at the toe and heel of the dam. It also shows calculations for checking the stability of the dam against sliding, overturning, tension and sufficient shear resistance.
This document provides an overview of topics related to irrigation engineering, specifically the design of alluvial channels. It discusses Kennedy's theory and Lacey's theory for designing stable channels that prevent silting and scouring. Kennedy's method involves iterating through trial depths and velocities until the critical velocity is matched. Lacey developed equations relating regime velocity, discharge, silt factor, hydraulic radius, and slope. The document provides examples demonstrating the application of Kennedy's and Lacey's methods for designing irrigation channels based on given discharge, slope, and sediment characteristics. It also notes some limitations and drawbacks of the two theories.
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
How Concrete was Transported in Construction of Burj KhalifaJustin
This is about the techniques used for transporting of concrete in Burj Khalifa's construction period.
Made by Group Study Analysis.
A Literature Study.
This document discusses various types of canal regulation works including canal falls, escapes, regulators, and outlets. It describes the necessity and types of canal falls, which are constructed when the natural ground slope is steeper than the designed canal bed slope. The types of falls discussed include ogee falls, stepped falls, vertical falls, rapid falls, straight glacis falls, trapezoidal notch falls, well or cylinder notch falls, Montague type falls, and Inglis or baffle falls. The document also discusses canal escapes, head regulators, cross regulators, silt control devices, and canal outlets/modules. In particular, it explains the functions and construction of head regulators and cross regulators.
Section of an Earth Dam :
The design of an earth dam essentially consists of determining such a cross section
the dam which when constructed with the available materials will fulfill its required
tion with adequate safety. Thus there are two aspects of the design of an earth dam.
b) Foundation pervious to a moderate depth, after which impervious strata is available :
(c) Foundation pervious to a great depth:
CASE 2 ONLY FINE GRAVEL OR COARSE SAND IS AVAILABLE
PROVIDE DIAPHRAM TYPE DAM WITH SUITABLE ARRANGEMENTS
CASE 3
ONLY SILT AND CLAY IS AVAILABLE
NO CORE
ONLY IMPERVIOUS BLANKED AND ROCK TOE PROVIDES
SEEPAGE ANALYSIS
ASSUMPTIONS
FLOW IS – TWO DIMENTIONAL
Soil is INCOMPRESSIBLE SOIL
Soil is homogeneous and isotropic
Soil is fully saturated
Flow is steady
Darcys law is valid
Phreatic line – (seepage line)
Line within the dam section having positive hydrostatic pressure at below section and negative hydrostatic pressure at above section
Line has atmospheric pressure itself
Separation line of saturated and non saturated portion
Casagrande method of determining seepage line
Water flowing over a spillway acquires a lot of kinetic energy because of the conversio of the potential energy into kinetic energy.
If the water flowing with such a high velocity is discharged into the river it will scour the river bed.
If the scour is not properly controlled it may extend backward and may endanger the spillway and the dam.
STABILITY OF SLOPES SEEPAGE CONTROL MEASURES AND SLOPE PROTECTION
a finite slope AB, the stability of which is to be analyzed.
The method Consists of assuming a number of trial slip circles, and finding the factor of safety of each.
The circle corresponding to the minimum factor of safely is the critical slip circle.
Let AD be a trial slip circle, with r as the radius and O as the centre of rotation
Let W be the weight of the soil of the wedge ABDA of unit thickness, acting through the centroid G.
The driving moment MD will be equal to W x, where x, is the distance of line of action of W from the vertical line passing through the centre of rotation O.
if cu is the unit cohesion, and l is the length of the slip arc AD, the shear resistance developed along the slip surface will be equal to cu • l, which act at a radial distance r from centre of rotation O.
When slip is imminent in a cohesive soil, a tension crack will always DevelOP by the top surface of the slope along which no shear resistance can develop,
The depth of tension crack is given by
The effect of tension crack is to shorten the arc length along which shear resistance gets mobilised to AB' and to reduce the angle δ to δ'.
The length of the slip arc to be taken in the computation of resisting force is only AB', since tension crack break the continuity at B'.
The weight of the sliding wedge is weight of the area bounded by the ground surface, slip circle arc AB' and the tension crack.
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.
Hydraulic failures .... 40%
Seepage failures…….. 30%
Structural failures .... 30%
(1) Overtopping
(2) Erosion of u/s slope by waves
(3) Erosion of d/s slope by wind and rain
(4) Erosion of d/s toe
(5) Frost action
(1) Overtopping = the design flood is under estimated.
spillway capacity is not adequet
spillway gates are not properly operated
free board is not sufficient
excessive settlement of the foundation and dam
(2) Erosion of u/s slope by waves = The waves developed near the top water surface due to the winds, try to notch out the soil from the upstream face and may even, sometimes, cause the slip of the upstream slope.
Upstream stone pitching or riprap should, therefore, be provided to avoid such failures.
(3) Erosion of d/s slope by wind and rain = The rainwater flowing down the slope; may result in the formation of 'gullies' on the downstream slope thus damaging the dam which may generally lead to partial failure of the dam or in some cases it may cause complete failure of the dam.
Erosion of d/s toe : = Toe erosion may occur due to two reasons :
erosion due to tail water
erosion due to cross currents that may come from spillway buckets.
Frost action : = If the earth dam is located at a place where the temperature falls below the freezing point, frost may form in the pores of the soil in the earth dam.
When there is heaving, the cracks may form in the soil. This may lead to dangerous seepage and consequent failure.
Seepage failures : = Seepage failures may occur due to the following causes :
(1) Piping through the foundation
(2) Piping through the dam
(3) Sloughing of d/s toe
Structural failures :=
Structural failures in earth dams are generally shear failures leading to sliding of the tents or the foundations.
(1) u/s and d/s slope failures due to construction pore pressures
(2) u/s slope failure due to sudden drawdown
(3) D/s slope failure due to steady seepage
(4) Foundation slide due to spontaneous liquefaction
(5) Failure due to earthquake
(6) Failure by spreading
(7) Slope protection failures
(8) Failure due to damage caused by borrowing animals
(9) Failure due to holes caused by leaching of water soluable salts
Criteria for safe Design of Earth Dam :
Section of an Earth Dam :
The design of an earth dam essentially consists of determining such a cross section
the dam which when constructed with the available materials will fulfill its required
tion with adequate safety. Thus there are two aspects of the design of an earth dam.
The document discusses the design of embankment dams. It defines embankment dams as dams constructed of natural materials like earth or rockfill. It describes the different types of embankment dams including homogeneous dams, zoned dams, and diaphragm dams. It also discusses important design considerations for embankment dams like controlling seepage, providing internal drainage, and ensuring the shear strength of the soil is sufficient to resist failure. Pore water pressure in saturated soils is identified as an important factor that reduces the effective stress and shear strength of soils in embankment dams.
This document provides an overview of irrigation water management concepts including irrigation efficiency, scheduling, and conveyance efficiency. It includes definitions of key terms like irrigation efficiency (Ei), which is the ratio of water used for crop needs to total water diverted. Overall system efficiency considers storage, conveyance, and application losses. Conveyance efficiency (Ec) is the ratio of water delivered to fields to the amount diverted. It is affected by losses from evaporation, seepage, leakage and unwanted vegetation. The document also provides examples of calculating irrigation requirements, soil moisture content, and efficiencies for different irrigation systems and crops.
The document provides details about Sharda Exports, a leading manufacturer and exporter of hand-tufted and hand-woven carpets based in India. It discusses the company's founding in 1983 with 6 weavers and its growth over the decades into a large organization supporting around 3000 families. Key developments include establishing new factories, receiving national awards for export performance, achieving ISO certifications, and setting up showrooms. The company now exports globally and has become a premier supplier of carpets from India.
This document provides guidance on the design and construction of earth and rock-fill dams. It discusses the civil works project process from reconnaissance through construction. Key steps include detailed site investigations, evaluating alternative dam types and designs, addressing stability, seepage, and other safety requirements. Close coordination between design and construction is emphasized.
canal fall types,design steps of vertical drop fall, design of sheet pile, cistern, impervious floor, bligh creep theory, khosla theory, cutoff drop structure, wing walls
Infinite and finite length of blanket
A natural impervious blanket of large areal extent if available may be considered as a balnket of infinite length
For a blanket of infinite length, the solution of equation (iv) is
In this case for the convenience, the point x = 0 is taken at the downstream end of the blanket and hence h0 is the total loss of head through the blanket upto the end of the blanket.
As a measure of the efficiency of a blanket of any length x (where x may be infinite or a finite length) a length Xr is considered which is known as equivalent resistance of the foundation and is defined below.
It may be defined as the length of a prism of the foundation soil of thickness Zf and coefficient of permeability kf which under the loss of head h would carry flow equivalent to the flow which passes the blanket system under the same loss of head. Thus
(2) Solution for finite length of blanket :
For a blanket of uniform thickness and finite length of blanket ihe solution equation (iv) is
which h is the loss of head through the blanket upto any point at a distance and hn is a constant for computing h. hn depends on the total head loss of the system of which the blanket is a part and on the ratio of the blanket to the remainder of system. *
From equation (viii) at x - 0, h = 0, and hence in this case the point x = 0 is taken at the upstream end of the blanket.
Differentiating both sides of equation (viii) with respect to x, we get
This document discusses water resource management issues related to irrigated agriculture. It notes that competition for limited water supplies is intensifying as populations and economies grow. Despite water shortages, misuse of water is widespread. The largest demand for water globally comes from agriculture, with over two-thirds used for irrigation. Poor irrigation performance and drainage has led to problems like waterlogging and salinization on irrigated lands. Policymakers are looking to agriculture to improve water use efficiency to free up water for other higher-value uses. The document discusses the role of land grading and leveling in irrigated agriculture, outlining different design methods and criteria to create uniform land surfaces that allow for efficient irrigation and drainage.
The document discusses different types of dams classified by structure and materials, including gravity dams, arch dams, embankment dams, and barrages. Embankment dams, the most common type worldwide, are simple compacted earth structures that rely on their mass to resist forces. The document also describes various embankment dam types such as rock fill dams, concrete-face rock fill dams, and earth fill dams.
FORCES ACTING ON GRAVITY DAM
The Bureau of Indian Standards code IS 6512-1984 “Criteria for design of solid gravity dams” recommends that a gravity dam should be designed for the most adverse load condition of the seven given type using the safety factors prescribed.
1. Load combination A (construction condition): Dam completed but no water in reservoir or tail water
2. Load combination B (normal operating conditions): Full reservoir elevation, normal dry weather tail water, normal uplift, ice and silt (if applicable)
3. Load combination C: (Flood discharge condition) - Reservoir at maximum flood pool elevation ,all gates open, tail water at flood elevation, normal uplift, and silt (if applicable)
4. Load combination D: Combination of A and earthquake
5. Load combination E: Combination B, with earthquake but no ice
6. Load combination F: Combination C, but with extreme uplift, assuming the drainage holes to be Inoperative
7. Load combination G: Combination E but with extreme uplift (drains inoperative)
Water Pressure (P) is the major external force exerted by the water stored in the Reservoir on the upstream face of the dam. It can be calculated by the law of hydrostatic pressure distribution; which is triangular in shape as shown in Fig. 3.3.
(a) When u/s face is vertical :
When the upstream face is vertical, the intensity of pressure is zero at the water surface and equal to γw • H at the base.
Earth quake pressure, Horizontal Component(PH) , (ii) Vertical Component(PV) = Weight of water in ABCD portion ,
2. Weight of the Dam :
The weight of the dam per unit length is given by the product of the area of crosssection of the dam and the specific weight of the Construction material, i.e. concrete, and masonary it acts vertically downwards at the centre of gravity of the section.
dam may be divided into smaller sections of simple geometrical shapes such as triangles,rectangles, etc.
weight of each of these acting at its centre of gravity may be considered.
Weight of any part of dam = cross-sectional area of that part x specific weight of material
3. Uplift Pressure :
Uplift pressure is defined as the force exerted by water penetrating through the pores, cracks, fissures within the body of the dam, at the contact between the dam and its
foundation, and within the foundation.
acts vertically upwards
it causes a reduction in the effective weight
Ice Pressure :
Ice pressure is exerted on a dam by a sheet of ice formed on the entire water surface of the reservoir, when it is subjected to expansion and contraction with changes in temperature.
The coefficient of thermal expansion of ice being five times more than that of concrete, the dam face has to resist the force due to expansion of ice. This force acts linearly along the length of the dam, at the reservoir level.
As per IS : 6512 - 1984, ice pressure may be taken equal to 250 kN/m2 applied to the face of the dam over the anticipated area of contact of i
ENERGY DISSIPATORS
stilling basin
A stilling basin is defined as a structure in which a hydraulic jump used for energy dissipation is confined either partly or entirely.
Certain auxiliary devices such as chute blocks, sills, baffle walls, etc. are usually provided in the stilling basins to reduce the length of the jump and thus to reduce the length and the cost of the stilling basin.
Moreover, these devices also improve the dissipation action of the basin and stabilize the jump.
Chute Blocks :
These are triangular blocks with their top surface horizontal. These are installed at the toe of the spillway just at upstream end of the stilling basin.
They act as a serrated device at the entrance to the stilling basin. They furrow the incoming jet and lift a portion of it ab0ve the floor.
These blocks stabilise the jump and thus improve its performance, these also decrease the length of the hydraulic jump.
Basin Blocks or Baffle Blocks or Baffle Piers :
These are installed on the stilling basin floor between chute blocks and the end sill. These blocks also stabilise the formation of the jump.
Moreover, they increase the turbulence and assist in the dissipation of energy.
They help in breaking the flow and dissipate energy mostly by impact. These baffle blocks are sometimes called friction blocks.
Sills and Dentated Sills :
Sill or more preferably dentated sill is generally provided at the end of the stilling basin.
The dentated sill diffuses the residual portion of the high velocity jet reaching the end of the basin. They, therefore, help in dissipating residual energy and to reduce the length of the jump or the basin.
particular location of these blocks mainly depends upon the initial Froude number (F1) and the velocity of the incoming flow. The stilling basins are usually rectangular in plan. These are made up of concrete.
[A] U.S.B.R. Stilling basins :
[B] Indian Standards Basins :
1. Horizontal apron - Type-I
2. Horizontal apron - Type-II
3. Sloping apron - Type-Ill
4. Sloping apron - Type-IV
Type I basin (F1 between 2.5 to 4.5)
Provide chute blocks and end sill
Length of basin = 4.3 y2 to 6.0 y2
Width of chute block = y1
Spacing = 2.5 y1
Height of chute block = 2y1
Length of chutes = 2y1
U.S.B.R. Type-II basin for F1 greater than 4.5 and v1 less than 15 m/sec.:
U.S.B.R. Type-Ill basin for F, greater than 4.5 and V1 greater than 15 m/sec :
Chutes and dentated sills provided
Baffle is not provided because of –velocity is high and cavitation is possible.
[B] Indian Standards Basins :
1. Horizontal apron - Type-I
2. Horizontal apron - Type-II
3. Sloping apron - Type-Ill
4. Sloping apron - Type-IV
1. Horizontal apron - Type-I
2. Horizontal apron - Type-II
3. Sloping apron - Type-Ill
4. Sloping apron - Type-IV
1. Horizontal apron - Type-I
2. Horizontal apron - Type-II
3. Sloping apron - Type-Ill
4. Sloping apron - Type-IV
IS Type-Ill basin is usually provided with a sloping apron for the entire len
This document discusses irrigation water management and drainage systems. It covers the causes of waterlogging including over-irrigation, inadequate drainage, and obstruction of natural drainage. The effects of waterlogging like reduced plant growth and increased soil salinity are also outlined. Various measures to prevent waterlogging are then described such as controlling irrigation intensity, providing drainage systems, lining canals, and adopting better irrigation practices. Finally, the importance of properly-designed drainage systems to prevent and remedy waterlogging is highlighted.
Dalton’s law of evaporation
The rate of evaporation depends upon the difference between the saturation vapour pressure in the air above
E= C(es-ea)
where c – coefficient depends upon barometric pressure
Es – saturation vapour pressure
Ea - Vapour pressure above 2 m height of water
Factors affecting
Temperature
Wind velocity
Atmospheric pressure
Nature of evaporating surface
Depth of water supply
Impurities in water
Energy budget method
LOW OF CONSERVATION of energy
Energy required is estimated by incoming outgoing, and stored energy in a specific time period
Total energy received from suns radiation = energy reflected + change in energy + energy required for evaporation
Energy budget method
most accurate method (evaporation is a function of the energy state of the water system)
difficult to evaluate all terms
energy balance equation has to be simplified
empirical formulas are used (although radiation measurements are preferable)
Water budget method
Characteristics:
Simple
Difficult to estimate Qd and Qs
Unreliable, accuracy will increase as Δt increases
Measurement et -
Direct measurement –
1 . Tank & lysimeter method
2. Field experimental method- no runoff no percolation
3. Soil moisture studies – gw deep
4. Integration method – laege area
5. Inflow and outflow studies
Infiltration rate
Infiltration capacity : The maximum rate at which, soil at a given time can absorb water.
f = fc when i ≥ fc
f = f 0when i < fc
where fc = infiltration capacity (cm/hr)
i = intensity of rainfall (cm/hr)
f = rate of infiltration (cm/hr)
Horton’s Formula:
This equation assumes an infinite water supply at the surface i.e., it assumes saturation conditions at the soil surface.
For measuring the infiltration capacity the following expression are used:
f(t) = fc + (f0 – fc) e–kt for
where k = decay constant ~ T-1
fc = final equilibrium infiltration capacity
f0 = initial infiltration capacity when t = 0
f(t) = infiltration capacity at any time t from start of the rainfall
td = duration of rainfall
Double Ring Infiltrometer
Infiltration indices The average value of infiltration is called infiltration index.
Two types of infiltration indices
φ – index (PHI INDEX)
w –index
PHI INDEX
- defined as average rate of rainfall such that excess volume of rainfall represents direct runoff
- unit is cm/hr or……
W INDEX
- average rate of loss (infiltration) averaged over whole storm period
- w index = P- Q- S
T
THUS phi index has to be some what than w index
IS 4987 - 1968
IN PLAINS – 520 km2
Elevation upto 1000 m – 260 to 390 km2
Hilly area – 130 km2
It is recommended that 10% of raingauge must be self recording type
FORCES ACTING ON GRAVITY DAM
5. Wave Pressure :
Wind blowing over the water surface in the reservoir exerts a drag on the surface due to which ripples and waves are formed. The impact of these waves Produces a pressure on the upper portion of the dam. The magnitude of the wave pressure mainly depends on the dimensions of the waves which in turn depend on the extent of water surface and the wind velocity.
Silt pressure
The weight and the pressure of the submerged silt are to be considered in addition to weight and pressure of water. The weight of the silt acts vertically on the slope and pressure horizontally, in a similar fashion to the corresponding forces due to water. It is recommended that the submerged density of silt for calculating horizontal pressure may be taken as 1360 kg/m³. Equivalently, for calculating vertical force, the same may be taken as 1925 kg/m³.
Wind Pressure :
Wind pressure is required to be consider only on that portion of the dam structure which is exposed to the action of wind.
Normally wind pressure is taken as 1 to 1.5 kN/m2 for the area exposed to the wind pressure.
Wind pressure is not a significant force and therefore, sometimes, not considered in design of a dam.
Earthquake Forces (Seismic Forces) :
Earthquake or seismic activity is associated with complex oscillating patterns of acceleration and ground motions, which generate transient dynamic loads due to inertia of the dam and the retained body of water.
Horizontal and vertical accelerations are not equal, the former being of greater intensity.
The earthquake acceleration is usually designated as a fraction of the acceleration due to gravity and is expressed as α⋅g, where α is the Seismic Coefficient. The seismic coefficient depends on various factors, like the intensity of the earthquake, the part or zone of the country in which the structure is located, the elasticity of the material of the dam and its foundation, etc.
For the purpose of determining the value of the seismic coefficient which has to be adopted in the design of a dam, India has been divided into five seismic zones, depending upon the severity of the earthquakes which may occur in different places. A map showing these zones is given in the Bureau of Indian Standards code IS: 1893-2002 (Part-1) “Criteria for earthquake resistant design of Structures (fourth revision)”, and has been reproduced in Figure 28.
According to IS : 1893 - 2002, the design value of horizontal seismic coefficient
(Ah) may be determined by one of the two methods
(a) Seismic coefficient method
The total design lateral force or design seismic base shear (VB) along any principal direction shall be determined by the following expression.
Hydrodynamic Pressure :
Horizontal acceleration acting towards the reservoir causes a momentary increase ln the water pressure as the foundation and dam accelerate towards the reservoir and the water resists movement owing to its inertia.
The extra pressure ex
The document describes the key components of a gravity dam and their functions. It discusses drainage galleries, which provide access to the dam interior and drainage. Shafts are vertical openings that provide access for equipment and instruments. The overflow section, also called the spillway, releases surplus water from the reservoir in a safe way. The non-overflow section is the rest of the dam where a road may be located. A power house is located at one end to generate electricity. Energy dissipation works reduce the velocity of water flowing over the spillway. Outlets below the spillway release water from the reservoir. Joints are included to aid construction and prevent cracks.
check basin , furrow and border strip methodVidhi Khokhani
This document discusses three types of surface irrigation methods: border strip irrigation, check basin irrigation, and furrow irrigation. For each method, it describes what it is, when it is used, and key design aspects. Border strip irrigation uses long, graded strips separated by bunds to guide water down a field. Check basin irrigation uses rectangular plots surrounded by levees to pond water for crops that require submergence. Furrow irrigation uses small channels between ridges to irrigate row crops. The document provides details on layout, sizing, construction, and maintenance considerations for each method.
The main components of an earth dam are as follows :
1. Impervious core
2. Pervious shell
3. Filter
4. Rock toe
5. U/S slope protection
6. D/S slope protection
7. Cutoff
core should not be less than 3 m and its height should be 1 m more than the maximum water level in the reservoir.
The upstream pervious zone provides free drainage during sudden drawdown. ,
Usually following types of filters are provided :
(1) Toe filter
(2) Horizontal drainage filter (blanket)
(3) Chimney drains
Such a filter is sometimes known as inverted filter or reverse filter.
Rock toe keeps the phreatic line well within the section and also facilitates drainage.
The following measures are taken to protect the slope.
(1) Rock riprap
(2) Concrete pavement
(3) Steel facing
(4) Bituminous pavement
(5) Precast concrete blocks
Cut off is required to
(1) reduce loss of stored water through foundation and abutments
(2) Prevent sub surface erosion by piping.
Cutoff may be provided in the following ways :
• by providing concrete cutoff wall
• by providing cutoff trench filled with impervious material
• by driving sheet pile
• by curtain grouting
This document provides an overview of various topics related to irrigation, including different irrigation methods like drip, sprinkler and border strip irrigation. It discusses design aspects and components of these systems as well as their operation and maintenance. Other topics covered include irrigation scheduling, efficiency and water quality issues. It also touches on water management challenges like waterlogging and the role of community participation and water user organizations. The document outlines the term work which involves a presentation, assignments and exam on the introductory chapters.
This document discusses the key elements of dam engineering, including types of dams classified by function, material used, structural behavior, hydraulic design, and rigidity. It also covers critical dam components like spillways, which act as a dam's "safety valve," and spillway gates. Investigations are also conducted for dam design. Embankment dams and their components are specifically examined, along with causes of embankment dam failure and seepage analysis. Recommended references on the topics of irrigation, water resources, water power, and hydraulic structures are also provided.
The document discusses various irrigation methods including sprinkler irrigation. It describes how remote sensing and GIS technologies can help with tasks like identifying land use patterns, crop nutrient deficiencies, optimal water levels for crops, and cropping patterns. The document also outlines the advantages and limitations of different irrigation methods such as sprinkler irrigation and subsurface irrigation.
Better Builder Magazine brings together premium product manufactures and leading builders to create better differentiated homes and buildings that use less energy, save water and reduce our impact on the environment. The magazine is published four times a year.
An In-Depth Exploration of Natural Language Processing: Evolution, Applicatio...DharmaBanothu
Natural language processing (NLP) has
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followed by a review of the history and progression of
NLP. Subsequently, we delve into the current state of
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discuss some available datasets, models, and
evaluation metrics in NLP.
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.
4. Radius = 5 to 6 times H
= 5 x 0.83 to 6 x 0.83
= 4.15 to 4.98 m
Say R = 4.50 m
Provide u/s wing walls having
segmental portion with radius 4.5 m
and subtending an angle of 60°, at the
centre and starting from the u/s edge
of the crest wall.
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8. Length of warped wing with a splay
of 1 in 3 = height * splay = 2.5 * 3
= 7.5 m
Total length of d/s wing wall = 6.70
+ 7.5 = 14.2 m.
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9. Length of d/s bed pitching
= 9 + 2Hl
= 9 + 2 x 1.5
= 12 m
Provide horizontal pitching up to
the end of masonry wing walls for a
length of 6.3 m and then sloping at 1
in 10 for length of 6 m.
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20. Length of crest = width of bed (for
unflumed fall)
L = 35.0 m
For non-meter fall, narrow crest is
provided.
Discharge Q is given by :
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21. H = 0.85 m
R.L. of crest = u/s FSL – H
= 203.5 – 0.85
= 202.65 M
height of crest above u/s bed,
= R.L.of crest – U/S bed level
= 202.65 - 201.5 = 1.15
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22. Crest width for non meter fall
= (2/3) H
= (2/3) 0.85
= 0.57
The d/s glacis is provided in a slope of
2 : 1
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23. Compare it with d/s bed level
because as we know cistern is
always below d/s bed level.
Ef2 can be obtained from blench
curve from available q and Hl
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d/s bed level
u/s bed level
cistern level
0.25 ef2
26. d/s TEL = d/s FSL + Ha =202 + 0.02
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27. d/s bed RL is 200 m which is lower
than obtained cistern level.
So provide minimum depth of
cistern = 0.25 Ef2 = 0.25 (1.40) =
0.35 m.
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28. Length of cistern = 5 ef2 to 6 ef2
= 5(1.40) to 6 (1.40)
= 7.0 to 8.4 m
Provide length of cistern 8 .0 m
The cistern is joined to the d/s bed of
the channel with a slope of 5 : 1.
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d/s bed level
u/s bed level
cistern level
0. 35 m
8.0 m
5 in 1
30. Assuming 0.6 m additional cutoff
depth.
u/s cutoff depth = D1/3 + 0.6
D/S cutoff depth = D2/2 + 0.6
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d/s bed level
u/s bed level
cistern level
0. 35 m
8.0 m
5 in 1
0.2 m
Deflector
wall
1.6 m
1.40 m
35. Provide total horizontal length of
impervious flow = 20.60 m
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d/s bed level = 200
u/s bed level
= 201.5
cistern level =
199.65
8.0 m
1.6 m
1.40 m
crest level =
202.65
0.5 IN 1
L = b
Lu = total length – d/s glacis – u/s glacis – crest width
37. Provide total horizontal length of
impervious flow = 20.60 m
crest width = 0.55 m
horizontal length of u/s glacis =
(202.65 - 201.5) x 0.5 = 0.58 m
horizontal length of d/s glacis =
(202.65 - 199.65) x 2 = 6.0 m
length of cistern = 8 m
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38. (a) u/s cutoff wall
d{ = 1.30 m
b = 20.60 m
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39. Assume a thickness of 0.4 m at the
end of u/s floor
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41. (b) d/s cutoff
d2 = 1.60 m
b = 20.6 m
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42. Assume thickness of 0.5 m at the
end of d/s floor.
Neglecting effect of mutual
interference.
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44. ib) At 3 m from the toe of glacis :
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45. (2) D/s wing walls :
Provide d/s wing walls upto the end of the
d/s floor and then join them to the return
walls.
Top level of wing wall = 202 + 0.5 = 202.5
m.
d/s Bed Protection :
No bed protection is required as a deflector
has been provided,
d/s Side Protection :
Length of side protection = 3D2 = 3 x 2= 6
m
Provide 20 cm thick brick side pitching
over 10 cm ballast for a length of
6 m at a slope of 1 : 1 beyond the d/s
impervious floor.
3/20/2014
PREPARED BY VIDHI H. KHOKHANI
ASST. PROF. DIET
45
雅虎竞拍
煤炉代买
paypay商城
乐天二手
日本亚马逊
乐天新品
ZOZOTOWN
