Canal irrigation- (topics covered)
Types of Impounding structures: Gravity dam – Diversion Head works - Canal drop –
Cross drainage works – Canarl egulations – Canal outlets – Cana ll ining - Kennady s
and Lacey s Regim et heory
This presentation is covered topic of cross drainage work. In which topics necessity of Cross drainage structures, their types and selection,
comparative merits and demerits, design of
various types of cross-drainage structure:aqueducts, siphon aqueduct, super passage
siphon, level crossing and other types covered.
Canal fall- necessity and location- types of falls- Cross regulator and
distributory head regulator- their functions, Silt control devices, Canal
escapes- types of escapes.
This presentation is covered topic of cross drainage work. In which topics necessity of Cross drainage structures, their types and selection,
comparative merits and demerits, design of
various types of cross-drainage structure:aqueducts, siphon aqueduct, super passage
siphon, level crossing and other types covered.
Canal fall- necessity and location- types of falls- Cross regulator and
distributory head regulator- their functions, Silt control devices, Canal
escapes- types of escapes.
Topics:
1. Types of Gravity Dam
2. Forces Acting on a Gravity Dam
3. Causes of failure of Gravity Dam
4. Elementary Profile of Gravity Dam
5. Practical Profile of Gravity Dam
6. Limiting height of Gravity Dam
7. Drainage and Inspection Galleries
Different modes of water distribution and their mechanism
Characteristics of a good pipe material and its types
Manufacturing methods, properties, advantages and disadvantages of different types of pipe materials
Pipe material selection
Pipe networks and joints
Types of joints in pipe network and their specifications
Steps involved in laying of pipelines
8.1 Pipe Materials
8.1.1 Requirements of Good Pipe materials
8.1.2 Types of Pipe Materials
8.2 Pipe Joints
8.3 Laying of Pipes
Types- selection of the suitable site for the diversion headwork components
of diversion headwork- Causes of failure of structure on pervious foundation- Khosla’s theory- Design of concrete sloping
glacis weir.
Topics:
1. Types of Gravity Dam
2. Forces Acting on a Gravity Dam
3. Causes of failure of Gravity Dam
4. Elementary Profile of Gravity Dam
5. Practical Profile of Gravity Dam
6. Limiting height of Gravity Dam
7. Drainage and Inspection Galleries
Different modes of water distribution and their mechanism
Characteristics of a good pipe material and its types
Manufacturing methods, properties, advantages and disadvantages of different types of pipe materials
Pipe material selection
Pipe networks and joints
Types of joints in pipe network and their specifications
Steps involved in laying of pipelines
8.1 Pipe Materials
8.1.1 Requirements of Good Pipe materials
8.1.2 Types of Pipe Materials
8.2 Pipe Joints
8.3 Laying of Pipes
Types- selection of the suitable site for the diversion headwork components
of diversion headwork- Causes of failure of structure on pervious foundation- Khosla’s theory- Design of concrete sloping
glacis weir.
Spillways, Spillway capacity, flood routing through spillways, different type...Denish Jangid
Spillways: Spillway capacity, flood routing through spillways, different types & FUNCTION
of spillways and gate,Component parts of Spillways, energy dissipation below spillways Approach channel Control structure Discharge carrier Discharge channel Energy dissipators Overfall spillway spillway Saddle spillway Shaft spillway Side channel spillway Emergency spillway siphon spillway
A spillways is a structure constructed a or near the dam site to dispose of surplus water from the reservoir to the channel downstream.
https://engineeringuniverse1.blogspot.com/
spillway,types of spillways,
Design principles of Ogee spillways ,Spillway gates. Energy
Dissipaters and Stilling Basins Significance of Jump Height Curve and Tail Water Rating
Curve,
USBR and Indian types of Stilling Basins.
Final project report on grocery store management system..pdfKamal Acharya
In today’s fast-changing business environment, it’s extremely important to be able to respond to client needs in the most effective and timely manner. If your customers wish to see your business online and have instant access to your products or services.
Online Grocery Store is an e-commerce website, which retails various grocery products. This project allows viewing various products available enables registered users to purchase desired products instantly using Paytm, UPI payment processor (Instant Pay) and also can place order by using Cash on Delivery (Pay Later) option. This project provides an easy access to Administrators and Managers to view orders placed using Pay Later and Instant Pay options.
In order to develop an e-commerce website, a number of Technologies must be studied and understood. These include multi-tiered architecture, server and client-side scripting techniques, implementation technologies, programming language (such as PHP, HTML, CSS, JavaScript) and MySQL relational databases. This is a project with the objective to develop a basic website where a consumer is provided with a shopping cart website and also to know about the technologies used to develop such a website.
This document will discuss each of the underlying technologies to create and implement an e- commerce website.
Quality defects in TMT Bars, Possible causes and Potential Solutions.PrashantGoswami42
Maintaining high-quality standards in the production of TMT bars is crucial for ensuring structural integrity in construction. Addressing common defects through careful monitoring, standardized processes, and advanced technology can significantly improve the quality of TMT bars. Continuous training and adherence to quality control measures will also play a pivotal role in minimizing these defects.
COLLEGE BUS MANAGEMENT SYSTEM PROJECT REPORT.pdfKamal Acharya
The College Bus Management system is completely developed by Visual Basic .NET Version. The application is connect with most secured database language MS SQL Server. The application is develop by using best combination of front-end and back-end languages. The application is totally design like flat user interface. This flat user interface is more attractive user interface in 2017. The application is gives more important to the system functionality. The application is to manage the student’s details, driver’s details, bus details, bus route details, bus fees details and more. The application has only one unit for admin. The admin can manage the entire application. The admin can login into the application by using username and password of the admin. The application is develop for big and small colleges. It is more user friendly for non-computer person. Even they can easily learn how to manage the application within hours. The application is more secure by the admin. The system will give an effective output for the VB.Net and SQL Server given as input to the system. The compiled java program given as input to the system, after scanning the program will generate different reports. The application generates the report for users. The admin can view and download the report of the data. The application deliver the excel format reports. Because, excel formatted reports is very easy to understand the income and expense of the college bus. This application is mainly develop for windows operating system users. In 2017, 73% of people enterprises are using windows operating system. So the application will easily install for all the windows operating system users. The application-developed size is very low. The application consumes very low space in disk. Therefore, the user can allocate very minimum local disk space for this application.
Automobile Management System Project Report.pdfKamal Acharya
The proposed project is developed to manage the automobile in the automobile dealer company. The main module in this project is login, automobile management, customer management, sales, complaints and reports. The first module is the login. The automobile showroom owner should login to the project for usage. The username and password are verified and if it is correct, next form opens. If the username and password are not correct, it shows the error message.
When a customer search for a automobile, if the automobile is available, they will be taken to a page that shows the details of the automobile including automobile name, automobile ID, quantity, price etc. “Automobile Management System” is useful for maintaining automobiles, customers effectively and hence helps for establishing good relation between customer and automobile organization. It contains various customized modules for effectively maintaining automobiles and stock information accurately and safely.
When the automobile is sold to the customer, stock will be reduced automatically. When a new purchase is made, stock will be increased automatically. While selecting automobiles for sale, the proposed software will automatically check for total number of available stock of that particular item, if the total stock of that particular item is less than 5, software will notify the user to purchase the particular item.
Also when the user tries to sale items which are not in stock, the system will prompt the user that the stock is not enough. Customers of this system can search for a automobile; can purchase a automobile easily by selecting fast. On the other hand the stock of automobiles can be maintained perfectly by the automobile shop manager overcoming the drawbacks of existing system.
Democratizing Fuzzing at Scale by Abhishek Aryaabh.arya
Presented at NUS: Fuzzing and Software Security Summer School 2024
This keynote talks about the democratization of fuzzing at scale, highlighting the collaboration between open source communities, academia, and industry to advance the field of fuzzing. It delves into the history of fuzzing, the development of scalable fuzzing platforms, and the empowerment of community-driven research. The talk will further discuss recent advancements leveraging AI/ML and offer insights into the future evolution of the fuzzing landscape.
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Explore the innovative world of trenchless pipe repair with our comprehensive guide, "The Benefits and Techniques of Trenchless Pipe Repair." This document delves into the modern methods of repairing underground pipes without the need for extensive excavation, highlighting the numerous advantages and the latest techniques used in the industry.
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Industrial Training at Shahjalal Fertilizer Company Limited (SFCL)MdTanvirMahtab2
This presentation is about the working procedure of Shahjalal Fertilizer Company Limited (SFCL). A Govt. owned Company of Bangladesh Chemical Industries Corporation under Ministry of Industries.
Hybrid optimization of pumped hydro system and solar- Engr. Abdul-Azeez.pdffxintegritypublishin
Advancements in technology unveil a myriad of electrical and electronic breakthroughs geared towards efficiently harnessing limited resources to meet human energy demands. The optimization of hybrid solar PV panels and pumped hydro energy supply systems plays a pivotal role in utilizing natural resources effectively. This initiative not only benefits humanity but also fosters environmental sustainability. The study investigated the design optimization of these hybrid systems, focusing on understanding solar radiation patterns, identifying geographical influences on solar radiation, formulating a mathematical model for system optimization, and determining the optimal configuration of PV panels and pumped hydro storage. Through a comparative analysis approach and eight weeks of data collection, the study addressed key research questions related to solar radiation patterns and optimal system design. The findings highlighted regions with heightened solar radiation levels, showcasing substantial potential for power generation and emphasizing the system's efficiency. Optimizing system design significantly boosted power generation, promoted renewable energy utilization, and enhanced energy storage capacity. The study underscored the benefits of optimizing hybrid solar PV panels and pumped hydro energy supply systems for sustainable energy usage. Optimizing the design of solar PV panels and pumped hydro energy supply systems as examined across diverse climatic conditions in a developing country, not only enhances power generation but also improves the integration of renewable energy sources and boosts energy storage capacities, particularly beneficial for less economically prosperous regions. Additionally, the study provides valuable insights for advancing energy research in economically viable areas. Recommendations included conducting site-specific assessments, utilizing advanced modeling tools, implementing regular maintenance protocols, and enhancing communication among system components.
Hybrid optimization of pumped hydro system and solar- Engr. Abdul-Azeez.pdf
Canal irrigation
1.
2. Canals
Canals artificial ( man made) channels, generally regular in shape,
Which are constructed to convey water to the farm fields from a
River or Reservoir.
17. IMPOUNDING STRUCTURE
• It is an Hydraulic Structure
• Stored the water for various purpose
• Ex:
• Dam,
• Weir,
• Barrages, etc.,
18. WEIR:
• Weir is an impenetrable boundary which is
developed over a river or waterway to raise the
water level on the upstream side.
• In this system, the water level is raised up to the
required height and the excess water is permitted
to discharge over the weir.
• Weir is mainly constructed across an immersion
river or waterway.
19.
20. BARRAGE:
• When adjustable gates are installed in a
weir to keep up the surface the water at a
diverse level at various time, is called
barrage.
• In this system, the water level is balanced
by operating the shutters or gates. The
gates are provided at different levels and
operated by cables from a cabin.
• These gates are supported on piers at both
ends. The pier to pier distance is called
bay.
21. BARRAGES ARE CONSIDERED BETTER THAN WEIRS
due to the following reasons:
• Barrages offer better control on the river outflow as well as discharge in the
offtaking canal.
• With proper regulation and with the help of undersluices and sediment
excluders, the upstream region in the vicinity of the headwork's can be kept free of
sediment deposition so that sediment-free water enters the offtaking canal.
• Because of the lower crest level of a barrage, the afflux during floods is small.
• It is possible to provide a roadway across the river at a relatively small
additional cost.
22. UNDERSLUICES
• The construction of weir across a river results in ponding up of water and causes
considerable sediment deposition just upstream of the canal head regulator. This
sediment must be flushed downstream of the weir.
• This is done by means of undersluices (also called sluice ways or scouring
sluices).
• A weir generally requires deep pockets of undersluices in front of the head
regulator of the offtaking canal, and long divide wall to separate the remaining
weir bays from the undersluices.
• The undersluices are the gate-controlled openings in continuation of the weir
with their crests at a level lower than the level of the weir crest.
• The undersluices are located on the same side as the offtaking canal. If there are
two canals each of which offtakes from one of the banks of the river, undersluices
are provided at both ends of the weir.
23.
24. GRAVITY DAMS
A gravity dam is a solid concrete or masonry structure which ensures stability
against all applied loads by its weight alone without depending on arch or beam
action.
Such dams are usually straight in plan and approximately triangular in cross
section.
Gravity dams are usually classified with reference to their structural height which
is the difference in elevation between the top of the dam (i.e., the crown of the
roadway, or the level of the walkway if there is no roadway) and the lowest point in
the excavated foundation area,
exclusive of such features as narrow fault zones
• Gravity dams up to 100 ft (30.48 m) in height are generally considered as low dams.
• Dams of height between 100 ft (30.48 m) and 300 ft (91.44m) are designated as
• medium-height dams.
• Dams higher than 300 ft (91.44 m) are considered as high dams.
25. FORCES ON GRAVITY DAMS
1. Dead Load
2. Reservoir and Tail-water
Loads
3. Uplift Forces
4. Silt Load
5. Ice Pressure
6. Wave Pressure
7. Earthquake
8. Other Miscellaneous
Loads
26. CAUSES OF FAILURE OF A GRAVITY DAM
A gravity dam may fail on account of overturning.
For a gravity dam to be safe against overturning,
The dimensions of the dam should be such that the resultant of all the forces
intersects the base of the dam within its middle-third portion. Consider any
horizontal section (including the base) of a gravity dam and the resultant of all the
forces acting on the dam above the section.
A gravity dam is considered safe against overturning if the
criteria of:
(i) no tension on the upstream face,
(ii) adequate resistance against sliding, and
(iii) suitable quality and sufficient strength of concrete/masonry of dam and its foundation
are
satisfied.
27. RIVER TRAINING FOR CANAL HEADWORKS
I. To prevent outflanking of the structure,
II. To minimise possible cross-flow through the barrage or weir which may endanger
the structure and protection works.
III. To prevent flooding of the riverine lands upstream of the barrages and weirs, and
IV. To provide favourable curvature of flow at the head regulator from the
consideration of entry of sediment into the canal.
The following types of river training structures are usually provided for weirs:
I. Guide banks,
II. Approach embankments,
III. Afflux embankments, and
IV. Groynes or spurs.
33. Distribution system for Canal Irrigation
BARRAGE OR
WEIRSILT EXCLUDER
CANAL HEAD
REGULATOR
SEDIMENT ESCAPE
CHANNEL
MAIN CANAL
BRANCH CANAL Q > 30 m3/s
MINOR
Q < 2.5 m3/s
DISTRIBUTARY
Q < 30 m3/s
WATER COURSE
(Field Channel)
OUTLET
FIELD
Main Canal Branch
Canal Distributaries
Minors
Water-courses
RIVER
34. CROSS DRAINAGE WORKS
A cross drainage work is a
structure carrying the discharge
from a natural stream across a
canal intercepting the stream.
Canal comes across obstructions
like rivers, natural drains and other
canals.
The various types of structures
that are built to carry the canal
water across the above
mentioned obstructions or vice
versa are called cross drainage
works
35. TYPES
It is generally a very costly item and should be avoided by:
• Diverting one stream into another.
• Changing the alignment of the canal so that it crosses below the junction of two
streams.
the structures that fall under this type are:
Cross Section of Aqueduct
• An Aqueduct
• Siphon Aqueduct
36. AQUEDUCT:
When the HFL of the drain is sufficiently below the bottom of the canal such that the
drainage water flows freely under gravity, the structure is known as Aqueduct.
• In this, canal water is carried across the drainage in a trough supported on piers.
• Bridge carrying water
• Provided when sufficient level difference is available between the canal and natural
and canal bed is sufficiently higher than HFL.
37. SIPHON AQUEDUCT:
In case of the siphon Aqueduct, the HFL of the drain is much higher above the canal bed,
and water runs under siphonic action through the Aqueduct barrels.
The drain bed is generally depressed and provided with pucci floors, on the upstream side,
the drainage bed may be joined to the pucca floor either by a vertical drop or by glacis of
3:1. The downstream rising slope should not be steeper than 5:1. When the canal is
passed over the drain, the canal remains open for inspection throughout and the damage
caused by flood is rare. However during heavy floods, the foundations are susceptible to
scour or the waterway of drain may get choked due to debris, tress etc.
The structures that fall under this type are:
1. Super passage
2. Canal siphon or called syphon only
38. 1. SUPER PASSAGE:
The hydraulic structure in which the drainage is passing over the irrigation canal is
known as super passage. This structure is suitable when the bed level of drainage is
above the flood surface level of the canal. The water of the canal passes clearly
below the drainage
A super passage is similar to an aqueduct, except in this case the drain is over the
canal.
The FSL of the canal is lower than the underside of the trough carrying drainage water.
Thus, the canal water runs under the gravity.
Reverse of an aqueduct
39. 2. CANAL SYPHON:
If two canals cross each other and one of the canals is siphoned
under the other, then the hydraulic structure at crossing is called
“canal siphon”. For example, lower Jhelum canal is siphoned
under the Rasul-Qadirabad (Punjab, Pakistan) link canal and
the crossing structure is called “L.J.C siphon”
In case of Siphon Super Passagesiphon the FSL of the canal is
much above the bed level of the drainage trough, so that the
canal runs under the siphonic action.
The canal bed is lowered and a ramp is provided at the exit so that
the trouble of silting is minimized.
Reverse of an aqueduct siphon
In the above two types, the inspection road cannot be provided
along the canal and a separate bridge is required for roadway.
For economy, the canal may be flumed but the drainage trough
is never flumed.
40. CLASSIFICATION OF AQUEDUCT AND SIPHON AQUEDUCT
Depending upon the nature of the sides of the aqueduct or siphon aqueduct - classified
Type I:
• Sides of the aqueduct in earthen banks with complete earthen slopes. The length of
culvert should be sufficient to accommodate both, water section of canal, as well as
earthen banks of canal with aqueduct slope. Sides of the aqueduct in earthen banks,
with other slopes supported by masonry wall. In this case, canal continues in its
earthen section over the drainage but the outer slopes of the canal banks are
replaced by retaining wall, reducing the length of drainage culvert.
Type II:
• Sides of the aqueduct made of concrete or masonry. Its earthen section of the canal
is discontinued and canal water is carried in masonry or concrete trough, canal is
generally flumed in this section.
41. CANAL LINING
Canal lining is the process of reducing seepage loss of irrigation water by adding an
impermeable layer to the edges of the trench. Seepage can result in losses of 30 to
50 percent of irrigation water from canals, so adding lining can make irrigation
systems more efficient.
42. TYPES OF CANAL LINING
There are varieties of linings that are available today but we will be discussing the
following three:
1. Plain Cement Concrete Lining
2. Reinforced Cement Concrete Lining
3. Brick Lining
43. 1. PLAIN CEMENT CONCRETE LINING
This lining is recommended for the canal in full banking. The cement concrete lining is widely
accepted. It can resist the effect of scouring and erosion very efficiently. The velocity of flow
may be kept above 2.5 m/s. It can eliminate completely growth of weeds. The lining is done
by the following steps:
(a) Preparation of sub-grade
The sub grade is prepared by ramming the surface properly with a layer of sand (about 15
cm). Then slurry of cement and sand (1:3) is spread uniformly over the prepared bed.
(b) Laying of concrete
The cement concrete of grade M15 is spread uniformly according to the desired thickness,
(generally the thickness varies from 100mm to 150 mm). After laying, the concrete is tapped
gently until the slurry comes on the top. The curing is done for two weeks. As the concrete
is liable to get damaged by the change of temperature, the expansion joints are provided at
appropriate places.
44. 2. BRICK LINING
This lining is prepared by the double layer brick flat soling laid with cement mortar (1:6)
over the compacted sub-grade. The first class bricks should be recommended for
the work. The surface of the lining is finished with cement plaster (1:3). The curing
should be done perfectly.
This lining is always preferred for the following reasons:
• This lining is economical.
• Work can be done very quickly.
• Expansion joints are not required.
• Repair works can be done easily.
Bricks can be manufactured from the excavated earth near the site. However this lining
has certain disadvantages:
• It is not completely impervious.
• It has low resistance against erosion.
• It is not so much durable.
45. 3. REINFORCED CEMENT CONCRETE LINING
Sometimes reinforcement is required to increase the resistance against cracks and
shrinkage cracks.
The reduction in the cracks results in less seepage losses.
However this reinforcement does not increase the structural strength of the lining.
This reinforcement adds 10 to 15 percent to the cost and for this reason steel
reinforcement is usually omitted except for very particular situations.
46. CANAL REGULATION STRUCTURES
canal obtains its share of water from the pool behind a barrage through a structure called
the canal head regulator. Though this is also a regulation structure for controlling the
amount of water passing into the canal (with the help of adjustable gates), it shall be
discussed under diversion works
These structures may be described as follows:
1. Drops and falls to lower the water level of the canal
2. Cross regulators to head up water in the parent channel to divert some of it through an
off take channel, like a distributary.
3. Distributary head regulator to control the amount of water flowing in to off take channel.
4. Escapes, to allow release of excess water from the canal system
47.
48. 1. CANAL DROPS AND FALLS
A canal has a designed longitudinal
slope but has to pass through an
undulating terrain. When a canal
crosses an area that has a larger
natural surface slope, a canal
drop, also called fall in India, has
to be provided suitably at certain
intervals
49. FALLS OF ANTIQUITY
The Ogee type of fall has been one of the first to be tried in the Indian canal irrigation system,
probably since more than a century back
The crest of the fall was in the same elevation as that of the upstream section of the canal.
This caused a sharp draw-down of the water surface on the upstream side. On the downstream,
the drop in elevation added energy to the falling water which exited the falls as a shooting
flow, causing erosion of the canal bed immediately downstream.
50. The rapid-fall was tried in some of the north-Indian canals which were constructed with
boulders cemented together by lime concrete (Figure). These were quite effective
but, the cost being prohibitive, was gradually phased out.
51. The trapezoidal-notch fall consists of one or more notches in a high crested wall across
the channel with a smooth entrance and a flat circular lip projecting downstream
from each notch to disperse water (Figure 5). This type of fall was started around the
late nineteenth century and continued to be constructed due to its property of being
able to maintain a constant depth-discharge relationship, until simpler and economical
alternatives were designed.
52. 3. CANAL REGULATORS & DISTRIBUTARY HEAD REGULATOR
These include the cross regulator and the
distributary head regulator structures for
controlling the flow through a parent canal and
its off-taking distributary as shown in Figure 1.
They also help to maintain the water level in
the canal on the upstream of the regulator.
Canal regulators, which are gated
structures, may be combined with bridges
and falls for economic and other
considerations, like topography, etc.
A typical view of a distributary head regulator
and a cross regulator (shown Figure)
53. 4. CANAL ESCAPES
These are structures meant to release excess
water from a canal, which could be main
canal, branch canal, distributary, minors etc.
Though usually an irrigation system suffers
from deficit supply in later years of its life,
situations that might suddenly lead to
accumulation of excess water in a certain
reach of a canal network may occur due to the
following reasons:
• Wrong operation of head works in trying to
regulate flow in a long channel resulting in
release of excess water than the total demand
in the canal system downstream.
• Excessive rainfall in the command area
leading to reduced demand and
consequent closure of downstream gates.
• Sudden closure of control gates due to a canal
bank breach.
54. CANAL OUTLET
• Canal outlets, also called farm turnouts in some countries, are structures at the
head of a water course or field channel
• Various types of canal outlets have been evolved from time to time but none has
been accepted as universally suitable.
• It is very difficult to achieve a perfect design fulfilling both the properties of ‘flexibility’
as well as ‘sensitivity’ because of various indeterminate conditions both in the
supply channel and the watercourse of the following factors: •
• Discharge and silt •
• Capacity factor •
• Rotation of channels •
• Regime condition of distribution channels, etc.
55. TYPES
These modules are classified in three types, which are as follows:
(a) Non-modular outlets These outlets operate in such a way that the flow passing
through them is a function of the difference in water levels of the distributing channel
and the watercourse. Hence, a variation in either affects the discharge. These outlets
consist of regulator or circular openings and pavement. The effect of downstream water
level is more with short pavement.
(b) Semi-modular outlets The discharge through these outlets depend on the water level
of the distributing channel but is independent of the water level in the watercourse so
long as the minimum working head required for their working is available.
(c) Module outlets The discharge through modular outlets is independent of the water
levels in the distributing channel and the watercourse, within reasonable working limits.
This type of outlets may or may not be equipped with moving parts. Though modular
outlets, like the Gibb’s module, have been designed and implemented earlier, they are
not very common in the present Indian irrigation engineering scenario.
56. Design Parameters
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
Cross sectional Area (A)
Depth of water over the bed
Slope of the bed (S)
Rugosity Co-efficient (N)
Hyd Mean Depth ( R)
Velocity of Flow (V)
(D)
Non-Silting Velocity/Non
Discharge (Q)
Silt Factor (f)
B/D ratio
Scouring Velocity / Critical Velocity (Vo)
57. Kennedy’s Theory
1.
2.
Based on the Upper Bari Doab Canal System
Flowing water experiences friction against the canal bed which causes
surface
These eddies are responsible to keep the silt in suspension
Hence the bed width is proportional to the silt supporting power
Critical Velocity Vo= 0.55mD0.64
eddies on the
3.
4.
5.
5. Critical Velocity Ratio m= critical velocity for the area/ critical velocity of UBD canal
Type of Silt Critical Velocity Ratio (m)
Light sandy silt ( northern India) 1.0
Coarser light sandy silt 1.10
Sandly loamy silt 1.2
Hard soil 1.3
Indus river 0.7
59. Kennedy’s Theory-Design Steps
Case 1: Q, N, m and S are known
Step1: Assume a value of D
Step 2: Calculate Vo from Vo= 0.55mD0.64
Step 3: Find A from A=Q/Vo
Step 4: Knowing D and A Find bed width B for a trapezoidal channel ( side slope is ½:1)
A= BD+ (D2/2)
Step 5: Calculate Perimeter and hydraulic mean depth
P=B+D√5 R=A/P
R=(BD+ (D2/2) /(B+D√5)
Step 6: Calculate the mean velocity by Kutter’s equation
V= √RS
If the value of V=Vo, the assumed depth is correct, if not repeat the calculations by changing D till the
velocities are same
60. Kennedy’s Theory-Design
Case 2: Q, N, m and B/D=x ratio are known
Steps
Find Discharge Q= A*Vo = 0.55m(x+0.5)D2.64
Step1: Calculate A in terms of D, A= BD+ (D2/2) = D2 (x+0.5)
Step 2: We know that Vo= 0.55mD0.64
D= (Q/ (0.55m(x+0.5))(1/2.64)
Step 3: Calculate Vo from Vo= 0.55mD0.64
Step 4: Calculate the Slope S by Kutter’s equation by trial & error
V= √RS
61. Kennedy’s Theory-Problem
DESIGN AN IRRIGATION CHANNEL ON KENNEDY’S THEORY, TO
CARRY A DISCHARGE OF 40 CUMECS. TAKE N=0.0225 AND
m=1.05. THE CHANNEL HAS A BED SLOPE OF 1IN 5000
62. Kennedy’s Theory-Problem
Given:
Q=45 cumecs, N=0.025, m=1.05
Solution:
Step1: Assume a value of D =2 m
Step 2: Vo from Vo= 0.55mD0.64 = 0.9m/s
Step 3: Find A from A=Q/Vo = 50sqm
Step 4: Knowing D and A Find bed width B for a trapezoidal channel ( side slope is ½:1)
A= BD+ (D2/2) , B=24m
Step 5: Calculate Perimeter and hydraulic mean depth
P=B+D√5 =28.47m R=A/P
R=(BD+ (D2/2) /(B+D√5), =1.756m
Step 6: Calculate the mean velocity by Kutter’s equation
V= √RS = 0.926 m/s
V>VO ( INCREASE THE VALUE OF D & TRY AGAIN)
63. Kennedy’s Theory-Problem
Given:
Q=45 cumecs, N=0.025, m=1.05
Solution:
Step1: Assume a value of D =2 .2m
Step 2: Vo from Vo= 0.55mD0.64 = 0.957m/s
Step 3: Find A from A=Q/Vo = 47.04sqm
Step 4: Knowing D and A Find bed width B for a trapezoidal channel ( side slope is ½:1)
A= BD+ (D2/2) , B=20.28m
Step 5: Calculate Perimeter and hydraulic mean depth
P=B+D√5 =25.2m R=A/P
R=(BD+ (D2/2) /(B+D√5), =1.867m
Step 6: Calculate the mean velocity by Kutter’s equation
V= √RS = 0.965 m/s
V= VO Hence the assumed D is correct. For further precision, D can be assumed as 2.23m
65. Kennedy’s Theory-Design
GIVEN
Q=14cumecs, N=0.0225, m=1 and B/D=5.7
Solution:
Steps
Find Discharge Q= A*Vo = 0.55m(x+0.5)D2.64
Step1: Calculate A in terms of D, A= BD+ (D2/2) = D2 (x+0.5), A=6.2D2
Step 2: We know that Vo= 0.55mD0.64
D= (Q/ (0.55m(x+0.5))(1/2.64) =1.71m
Step 3: Calculate Vo from Vo= 0.55mD0.64 = 0.775m/s
Step 4: Calculate the Slope S by Kutter’s equation by trial & error by V=Vo
V= √RS
S= 1/5100
66. Lacey’s RegimeTheory
1.
2.
Based on the Upper Bari Doab Canal System
Flowing water experiences friction against the canal bed which causes
surface
These eddies are responsible to keep the silt in suspension
Hence the bed width is proportional to the silt supporting power
Critical Velocity Vo= 0.55mD0.64
eddies on the
3.
4.
5.
5. Critical Velocity Ratio m= critical velocity for the area/ critical velocity of UBD canal
Type of Silt Critical Velocity Ratio (m)
Light sandy silt ( northern India) 1.0
Coarser light sandy silt 1.10
Sandly loamy silt 1.2
Hard soil 1.3
Indus river 0.7