VISVESVARAYA TECHNOLOGICAL UNIVERSITY
“JNANA SANGAMA”, BELAGAVI, KARNATAKA, INDIA-590018
A Mini Project Synopsis on
“MORSE CODE CONVERTER”
For the requirement of 6th Semester B.E in Computer Science & Engineering
For the award of degree of
BACHELOR OF ENGINEERING
IN
COMPUTER SCIENCE AND ENGINEERING
Submitted by
MD TAHA KHAN NEYAZI(1KT19CS093)
SANJEEV KUMAR(1KT19CS079)
Under the guidance of:
Internal Guide
Mrs. Sowmya C V
Assistant Professor
Dept. of CSE, SKIT
Head of the Department
Dr. Shantharam Nayak
Professor & Head
Dept. of CSE, SKIT
DEPARTMENT OF COMPUTER SCIENCE AND ENGINEERING
SRI KRISHNA INSTITUTE OF TECHNOLOGY
Bengaluru-560090
VISVESVARAYA TECHNOLOGICAL UNIVERSITY
“JNANA SANGAMA”, BELAGAVI, KARNATAKA, INDIA-590018
A Mini Project Synopsis on
“MORSE CODE CONVERTER”
For the requirement of 6th Semester B.E in Computer Science & Engineering
For the award of degree of
BACHELOR OF ENGINEERING
IN
COMPUTER SCIENCE AND ENGINEERING
Submitted by
MD TAHA KHAN NEYAZI(1KT19CS093)
SANJEEV KUMAR(1KT19CS079)
Under the guidance of:
Internal Guide
Mrs. Sowmya C V
Assistant Professor
Dept. of CSE, SKIT
Head of the Department
Dr. Shantharam Nayak
Professor & Head
Dept. of CSE, SKIT
DEPARTMENT OF COMPUTER SCIENCE AND ENGINEERING
SRI KRISHNA INSTITUTE OF TECHNOLOGY
Bengaluru-560090
SRI KRISHNA INSTITUTE OF TECHNOLOGY
Hesaraghatta Main Road Bengaluru-560090
Department of Computer Science &Engineering
CERTIFICATE
Certified that the mini project work prescribed in 18CSMP68 entitled “MORSE CODE CONVERTER”
carried out by MD TAHA KHAN NEYAZI (1KT19CS093), SANJEEV KUMAR(1KT19CS079),
bonafide students of Sri Krishna Institute of Technology, Bengaluru in partial fulfilment of the award of
Bachelor of Engineering in Computer Science and Engineering of the Visvesvaraya Technological
University, Belagavi during the year 2021-22. It is certified that all corrections /suggestions indicated for
Internal Assessment have been incorporated in the report deposited in the departmental library. The miniproject report has been approved as it satisfies the academic requirements with respect to project work
prescribed for the said Degree.
…………………………
…………………………
………………………
Signature of the Guide
Signature of the HOD
Signature of the Principal
Mrs. Sowmya C V
Assistant professor
Dept of CSE, SKIT
Dr. Shantharam Nayak
Professor & HOD
Dept of CSE, SKIT
Dr. Mahesha K
Principal
SKIT, Bengaluru
EXTERNAL
Name of Examiner
Signature with date
1. …………………………
………………………
2. …………………………
……………………
Table content
EXTENSIVE SURVEY CAMP-2022
OLD TANK PROJECT
OLD TANK PROJECT
STAFF INCHARGE
DEPARTMENT OF CIVIL ENGINEERING JSSATE-B
DEPARTMENT OF CIVIL ENGNEERING-JSSATEB
EXTENSIVE SURVEY CAMP-2022
OLD TANK PROJECT
Restoration of an existing tank
Aim:
✓ To increase the capacity of the tank which is reduced due to silting
✓ To strengthen the existing bund.
Introduction
The storage irrigation that utilizes the water stored on the upstream side of the smaller earthen
dam called as bund. Earthen bund which retains water is called as tank.
A large sized tank will termed as the reservoir. This may be formed by the materials such as
masonry dams, concrete dams, whereas the tank is formed by means of earthen bunds only.
The tanks are meant for storing water in it. During the rainy season due to the surface runoff a
large amount of silt will be deposited into the tanks hence it reduces the capacity of the tank.
This reduced capacity of the tank may be improved by removing the deposited silt from the
tank (restoration) or sometimes due to the bad maintenance the existing slope of the bund may
get deteriorated.
For this increase in the bund height should be done. So that the slope may regained and hence
increase in the storage capacity of the reservoir.
Necessity of tank restoration
The primary purpose of an irrigation tank is to act as reliable source of water for agricultural
uses. If within the design period of the tank, the command area is supposed to irrigate if not
served, then the possible reason for this decrease in the capacity would be the deposition of silt
at the basin of the tank rendering the tank unusable over a period of time. It is due to this
reason that restoration of the tank is essential in order to maintain in order to maintain
efficient in order to maintain efficient operation of the tank.
Restoring of these tanks involves bringing the tank to its original capacity either by Desilting or
by raising the height of the embankment without disturbing the upstream slope. The original
capacity of the tank can be increased by two ways they are follows as
Raising the full tank level (FTL)
Raising the full Tank level of the reservoir after suitable modifications in the profile of the
existing bund.
Desilting the reservoir
This would require the employment of sophisticated equipment such as hydraulic dredgers.
Before taking up the project it is necessary to study whether the proposal would yield
minimum cost to restore the original capacity of the reservoir and also to know the soil type in
run off zone
DEPARTMENT OF CIVIL ENGNEERING-JSSATEB
EXTENSIVE SURVEY CAMP-2022
OLD TANK PROJECT
Requirements
The field work includes
➢ Reconnaissance survey of the site
➢ Fly leveling
➢ Longitudinal and cross sectional along centre line of the existing bund
➢ Capacity contours of existing tank and proposed full tank levels
➢ Block leveling at the waste weir.
Description of the survey work
Instruments used
1) Theodolite
2) Chains and tapes
3) The compass plane table with stand
4) Ranging rods, pegs etc…
Capacity contouring
Capacity contours were plotted by the direct contouring using plane table and dumpy level.
The live storage and dead storage were worked out by multiplying the contour area by the
contour interval.
Introduction to the Planimeter
Planimeter is an instrument which measures the area of the plan of any shape very accurately.
There are three types of planimeter
• Amsler polar planimeter
• Roller planimeter
• Electronic planimeter.
Principle of working
The manual planimeter are based on the principle of rotation of the anchor wheel but the
electronic planimeter is based on principal of sensor system which while moving over an area
collects the data by the use of sensor system.
Use of Electronic Planimeter
DEPARTMENT OF CIVIL ENGNEERING-JSSATEB
EXTENSIVE SURVEY CAMP-2022
OLD TANK PROJECT
The Planimeter is used to calculate the area enclosed between the contours. The
electronic planimeter is using the sensor system to calculate the area bounded between two
contour lines. This planimeter is having self recording system which collects the data through
the sensor system and stores into it. After the completion of the movement of the sliding arm
the final area is displayed in the display system of the planimeter hence this does not require
any manual procedure to solve the area related problem.
Procedure to calculate the area by the electronic Planimeter
• The counter sheet is placed on the leveled and cleaned ground for which the area is to be
calculated and any movement of the sheet is stopped.
• The planimeter is switched on the scale with which counter are plotted is fed to the
planimeter.
• Now the planimeter is kept on the in such a way that is parallel to the longer side of the
drawing.
• The lenses of the planimeter is now moved on to the contour line, the planimeter lenses is
operated in such a way that it comes back to its starting point.
• The area enclosed in between the contours are displaced directly in the planimeter
• Hence the area obtained by this is most accurate.
Salient Features of Electronic planimeter
• It is an automatic area calculation device which does not require any manual calculations
• The data is stored in it. And same is displayed in the display system
• Scale conversion is done automatically based on the data fed to it and the area calculated is
very much accurate..
DEPARTMENT OF CIVIL ENGNEERING-JSSATEB
EXTENSIVE SURVEY CAMP-2022
OLD TANK PROJECT
Design
Earth work calculations
Sl.No.
Chainage
Depth of filling
Area in m2
1
2
3
4
5
6
7
8
9
10
Data:
Top Bund RL
Bottom Bund RL
Maximum Water Level (M.W.L) RL
Lowest RL
DEPARTMENT OF CIVIL ENGNEERING-JSSATEB
Volume in m3
EXTENSIVE SURVEY CAMP-2022
OLD TANK PROJECT
CAPACITY OF RESERVIOR
SLNO
CONTOUR
1
Contour 1 (L.RL)
2
Contour 2 (M.W.L)
REDUCED LEVEL ‘m”
Volume of water b/w contour 1 & 2
DESIGN OF CANAL LINING
Let us use cement concrete for lining for the length of600.00m
Therefore,
The total quantity of the cement concrete required for canal lining
Q= L X W X T
DEPARTMENT OF CIVIL ENGNEERING-JSSATEB
WATER SPREAD
AREA m2
EXTENSIVE SURVEY CAMP-2022
OLD TANK PROJECT
Where
T=Thickness of the lining = 0.10m
W=wetted perimeter=4.405m
L=length of lining=100m
Q=100 x 4.405 x 0.1 Q=44.05 m³/s
Conclusion
The capacity of the existing tank had considerably eroded, mainly due to its age, and
owing to other factors such as change in the atmospheric conditions, improper usage of the
tank over a period of time. The project work carried out concludes that the tank can be
restored to its design capacity by compacting soil to calculated height and making rise in the
masonry work.
Top width = 4.16 m
Depth = 1.04 m
OTP FLY LEVELLING
BACK
SIGHT
INTERMEDIATE
SIGHT
FORE
SIGHT
HIEGHT OF
INSTRUMENT
RL
DISTANCE
REMARKS
Actual Bund
Level
DEPARTMENT OF CIVIL ENGNEERING-JSSATEB
EXTENSIVE SURVEY CAMP-2022
OLD TANK PROJECT
OTP LEVELLING
BACK
SIGHT
INTERMEDIATE
SIGHT
FORE
SIGHT
HIEGHT OF
INSTRUMENT
DEPARTMENT OF CIVIL ENGNEERING-JSSATEB
RL
DISTANCE
REMARKS
EXTENSIVE SURVEY CAMP-2022
BACK
SIGHT
INTERMEDIATE
SIGHT
FORE
SIGHT
OLD TANK PROJECT
HIEGHT OF
INSTRUMENT
DEPARTMENT OF CIVIL ENGNEERING-JSSATEB
RL
DISTANCE
REMARKS
EXTENSIVE SURVEY CAMP-2022
OLD TANK PROJECT
OTP BLOCK LEVELLING
BACK
SIGHT
INTERMEDIATE
SIGHT
FORE
SIGHT
HIEGHT OF
INSTRUMENT
DEPARTMENT OF CIVIL ENGNEERING-JSSATEB
RL
DISTANCE
REMARKS
EXTENSIVE SURVEY CAMP-2022
DEPARTMENT OF CIVIL ENGNEERING-JSSATEB
OLD TANK PROJECT
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
1. AIM
The main object of new tank is to construct an earthen dam in Kaiwara village to full
fill the requirement of irrigation and drinking water supply. Since the irrigation land is
very small and population of town is very less. If it is not necessary to construct a
major work but it is sufficient to provide minor tank project.
2. INTRODUCTION
New tanks are constructed to provide water for multipurpose. Tanks and
reservoirs requires careful planning, design, and operation for which certain
observations relating to selection of site, relative merits of different types of tanks,
storage capacity, coordinated use of storage for different purposes etc. are studied
in detail. The formation of new tank near KAIWARA has taken up as mini project
work as per university regulations.
3. OBJECT OF NEW TANK PROJECT
The main object of the new tank is to construct an earthen dam across the steam
for the purpose of irrigation. Since the land to be irrigated is very small and
population of the town is very less, it is not necessary to construct a major work
but it is sufficient to provide minor tank project.
The new tank project (NTP) involves three major operations:
 The Selection of site for proposed dam
 The selection of site for waste weir
 The selection of site for canal alignment.
4. RESERVOIR
A storage structure for irrigation is formed by an embankment or dam across a
natural water course or river and the water collected on the upper side of the
structure. Water is drawn by means of the sluices in the dam, through the
channels which supply water to the irrigation land.
Necessity: Storage reservoirs are very much necessary for the following reasons;
1. When in an area, the usual rainfall is not enough for the crops, water is stored
in reservoirs and allowed to lands whenever necessary.
2. In some areas, the rainfall may be confined to certain parts of the year, and even
here water will have to be first stored and then distributed to the lands during the
other periods of the year.
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
3.In the places like Baluchistan and Rajasthan where the streams flow like torrents
for only a few days in the year, storage is a necessity to endure the proper water
supply to the crops.
5. REQUIREMENTS OF A STORAGE RESERVOIR
An ideal reservoir should satisfy the following conditions:
1. It should have a channel bringing down an ample supply of water.
2. There should be a board expense of nearly level ground in front of embankment
or dam to form the bed of the reservoir, having a slight dip towards the bund.
3. The land to the rear or the downstream side of the bund should be much greater
extent than the bed and slightly lower in level, in order that every portion of it may
be commanded by the tank and the water to the fields.
4. Rock or other foundation, impervious to water, should be met at only a small
depth from the surface.
5. Stone, fuel, lime and other materials required for the construction should be
available within a reasonable distance for a masonry dam and good suitable earth,
as well as stones for pitching, for an earthen dam.
6. The soil for the construction of earthen dam for the reservoir should be
retentive nature.
7. Valuable garden lands or wells or village sites submerged under the reservoir
contour.
8. The site selected should give the required storage with the shortest length of the
dam.
9. The site should be favorable to locate the waste weir preferably in a saddle, so as
to pass off all the flood water into the natural drainage steam without artificial
ones and protects the embankment.
6. DAM
A Dam is an impregnable and impervious barrier thrown across a natural drainage
line to impound water up to a certain limiting height which is usually lower than
the top of the dam on its upstream side. Its main function is to store water either
for irrigation or water supply or produce power.
6.1 CLASSIFICATION OF DAMS
Dams are usually classified as
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
6.1.1 Rigid dams
1. Gravity dam
2. Arched dam
3. Arched buttress dam
4. Steel dam
5 .Timber dam
6. Reinforced cement concrete panel and buttress dams.
6.2.2 Non – rigid dams
1. Earthen dams.
2. Rock fill dams.
6.2 EARTHEN DAMS
Earthen dams and earthen embankments are the most ancient type of
embankments as they can be built with the natural materials with a minimum of
processing and with primitive equipment.
Earthen dams are classified as follows:
Type A – Homogeneous embankment type
Type B – Zoned embankment type
Type C – Diaphragm type
6.2.1 Homogeneous embankment: The simplest type of earthen embankment
consists of a single material and is homogeneous throughout sometimes a blanket
of impervious material may be placed on the upstream face. A purely homogeneous
section is used when only one type of material is economically or locally available
such sections is used for low to moderately high dams and for large dams are
designed as homogeneous embankment.
6.2.2 Zoned embankment: Zoned embankments are usually provided with a
central previous core, covered by a comparatively previous transition zone which is
finally surrounded by much more previous outer zone. The outer zone gives
stability to the central impervious fill and also distributes the load over a layer area
of foundation.
6.2.3 Diaphragm embankment: Diaphragm type embankments have a thin
impervious core, which is surrounded by earth or rock fill. The impervious core
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
called diaphragm is made up of an impervious soil, concrete, steel, timber or any
other materials. Its acts as a water barrier to prevent escape through the dam. The
diaphragm may be placed either at the central or at the upstream face as a blanket.
The commonly adopted standards used for finding the dimension of tank bund in the south
India.
SL No
1
2
3
4
Depth of deep bed
level below F.T.L(m)
1.5 to 3.0
3.0 to 4.5
4.5 to 6.0
Over 6.0
Free Board (m)
0.9
1.2
1.5
1.8
Width of top
of bund(m)
1.2
1.5
1.8
2.7
The favorable soil, such as red and white gravel, red and black looms, etc… the slide
slope of the bund may be kept as 1.5:1 fir smaller tanks with water depth not
exceeding 2.5 and 2.1 for larger ones above 5m depth. In tight sandy soil per black
cotton or clay soil however the slope may be kept between 2.1 and 2.5:1. The
upstream face of the tank bund is generally lives bed against stone apron or so as to
protect it against erosion and if this is done then the upstream face is generally
adopted and .1.5:1 even up to 6m depth for inferior soils are greater depth however
the riveted slope may be flatter, say 2:1.
7. TANK IRRIGATION
Tank irrigation may be defined as the storage irrigation scheme which utilize the water
stored on the upstream side as a smaller earthen dam called as “Bund”
These earthen bunds reservoirs are thus in fact called as “Tanks”.
Especially, in the south India, where such works are very common. This terminology
is limited to India only. There is no technical relationship between the reservoir and
tank except that a large sized tank will be termed as reservoirs. More over a reservoir
will be generally formed by dam of any materials such as masonry dam. Concrete
dam, earthen dam whereas tank is generally said to be formed to earthen dam as
earthen bund Most of the existing tank. South India passes a maximum depth 4.5m
while a few is as deep as 7.5m to 9.5m and only a few are exceptional one which
exceeds 11m depth. When the depth of the tank exceeds 12m or so then the tank is
generally to as a reservoir.
Like all earthen bunds, tank bunds are generally provided with sluice or outlets for
discharging water from the tank for irrigation and other purposes. These tank sluice
may be pipes or rectangular as arched opening passing near the base of the bund. For
carrying the water to the dam downstream side channel below the bund transporting
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
at distance where required through pipes or canals. Sometimes these supply sluices
may not be carried adjacent to it through hill side one end of the bond.
Similarly, tanks are provided with the arrangements for the spilling the excess,
surplus water that may ne enter into the tank so as to avoid over lapping of the tank
bund. These surplus escape arrangements may be in the form of the tank bund or
some other arrangements like siphon spillway may be provided in the case of the
earthen dam project. The surplus escape weir in a masonry weir with its top i.e. crest
level equal to full tank level [F.T.L] when the tank is full of up to F.T.L and extra water
come in, then it is discharged over the surplus escape weir, surplus escape weir will
also be designed that water level in the tank never exceeds the maximum water level,
the top of the tank bund will be kept at a level so as provided a suitable free board and
the maximum water level [M.W.L].
Since the surplus escape weir is a masonry weir then it will have to be properly
connected to the earthen bund by suitably designed tank connection.
8. TYPES OF LEVELING
1. Direct leveling
2. In-Direct leveling
8.1 DIRECT LEVELING:
8.1.1 SIMPLE LEVELLING: When the difference of the level between two points is
determined by setting the leveling instrument between the points. This process is
called as simple leveling. Suppose it is required to know the difference of level
between A and B. The instrument is setup at O exactly mid where between A and
B. After a proper adjustment. The staff reading on A and B are taken. The
difference of these reading gives the difference of points between A and B.
8.1.2 DIFFERENTIAL LEVELLING:
This is adopted when
1. The points are at a great distance part.
2. The difference of elevation between the points is large.
3. There are obstacles between the points.
This method is also known as a compound levelling or continuous levelling. In this
method the level is setup there at several suitable positions and staff readings are
taken at these points.
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
8.1.3 FLY LEVELLING: When the differential levelling is done in order to connect
benchmark to the starting point of alignment of any project is called as fly levelling.
In such levelling only back sight and fore sight readings are taken at every setup of
the level and known distances are measured along the direction of levelling. The
level should setup just mid where between back sight and fore sight.
8.1.4 LONGITUDINAL OR PROFILE LEVELLING: The operation of taking levels
along the centre line of any alignment (Roadway, Railway, Central) at regular
intervals is known as longitudinal levelling or profile levelling. In this operation, the
back sight, intermediate and fore sight readings are taken at regular intervals at
every setup of the instrument. The chainage of points are noted in the level book.
This operation is carried out in order to determine the undulation of the ground
surface along the profile line.
8.1.5 CROSS – SECTIONAL LEVELLING: The operation of taking levels transverse
to the direction of the longitudinal level is known as cross – sectional levelling. The
cross – sectional are taken at regular intervals along the alignment. Cross sectional levelling done in order to know the nature of the ground across the
centreline of any alignment.
8.1.6 CHECK LEVELLING: The fly levelling is done at the end of the day’s work to
connect the finishing point with the starting point on that particular day is known
as check levelling. It is undertaken in order to check the accuracy of the day’s
work.
9. IRRIGATION
Irrigation may be defined as the process of artificial supply of water to soil for raising
crop. It is a science of planning and designed of effective low cost, economical
irrigation system tailored to fit the natural condition s. It is the engineering of the
controlling the various natural sources of the water by the constriction of dam and
reservoir, canal and headwork and finally distributing the water to the agricultural
field. Irrigation engineering involves the study and design of work in connection with
river controlled drainage of water logged areas and generation of the hydroelectric
power.
9.1 METHODS OF IRRIGATION:
Irrigation is classified as two methods:
9.1.1 Flow irrigation
9.1.2 Lift irrigation
9.1.1 FLOW IRRIGATION:
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
Flow irrigation is the method of taking water to the land to be irrigated by the by the
flow of gravitation. The water is stored at such a level in reservoirs, tanks that it can
be easily transmitted to the irrigable lands by gravitation through canals.
The classifications of flow irrigation are:
1. Perennial irrigation
2. Inundation irrigation
3. Direct irrigation or River canal irrigation
4. Tank irrigation or Storage irrigation
9.1.2 LIFT IRRIGATION:
When the water available for irrigation is at a lower level than the land, then it has to
be lifted by pumps or other water lifting devices and this method is known as lift
irrigation. This water is sometimes stored in the tanks and then distributed to the
lands by gravity system.
10. SURVEYS CONDUCTED FOR THE NEW TANK PROJECT
10.1 RECONNAISSANCE:
A site for the new project will be fixed based on the following preliminary investigations:
1. Catchment area of a place.
2. Average rainfall of a place.
3. Suitable site for the bunds, weirs and sluice.
4. Extent land to be irrigation with nature of the crop.
5. Available of the construction materials.
6. Financial feasibility of the project.
10.2 LONGITUDINAL AND CROSS SECTION ALONG THE CENTRE LINE OF THE
BUND
1. From the permanent benchmark fly levels are carried out to establish a benchmark
on the left bank or right bank wherever the work is to be started.
2. The end points of the bund are fixed and the wooden pegs are driven at regular
intervals.
3. The centre line bearing is noted using prismatic compass.
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
4. From the both the ends of bund bearing to the permanent object such as
transformer electric pole, building etc...
5. Above the centreline of the bund already fixed longitudinal section at every 15m
interval on centreline and cross section at 30m interval up to or beyond the
embankment cases on either side taken 5m interval.
Height of the bund = tank bund level = ground level base = width of the bund =
[U/S slope X Height + Top width + D/S slope X height]
The day’s work is constructed at temporary benchmark established.
10.3 BENCH LEVELLING AT WASTE WEIR:
1. The top of the weir should be at FTL. Fix the centreline and mark left and right
points.
2. Construct a block of 60m length on U/S side and 40m length D/S side.
3. Carry out block levelling at every 5m level.
4. Work is started and closed at established bench mark.
10.4 BLOCK LEVELLING AT TANK SLUICE:
1. RL of the canal at tank, take a point on the centre line of the bund.
2. Construct a block of 30m along the centre line and 60m on side of the centreline.
3. Divide this entire area into smaller block of 5m X 5m
4. Carryout the block levelling along with the point.
5. Start and close down the work with respect to the permanent benchmark.
10.5 SURVEY FOR THE CAPACITY CONTOUR:
In order to plot the contour FTL, LWL, MWL, surveying for water spread contours was
conducted due to certain physical constraints, indirect levelling is adopted.
Radial levelling is carried out at U/S side using the following procedure:
1. Prismatic compass wasfixed on the centreline of the bund such that main area
could be covered on the U/S side.
2. Radial lines at an angle of 0,30,60,90,120,150 and 180 were set out from the
compass point.
3. Fly levelling was adopted to carry benchmark from permanent benchmark to
compass point.
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
4. Staff readings were taken along the radial lines at 15m interval.
5. Cross – section were taken along with radial lines at 15m intervals.
6. The cross section was increased along the radial lines such that the whole
upstream side is covered.
7. The work is closed by the fly levelling on established benchmark.
11. IMPORTANT DEFINITIONS:
11.1 Crop period: it is the time taken by crop from the instant of its sowing to its
harvesting.
11.2 Base period: It is the period during which the water supplied to the crops to
bring the crop to maturity. The base period is slightly less than the crop period. It is
donated by the letter B.
11.3 Duty of water: It is defined as number of hectares brought to maturity by a
constant flow of water per second during the crop period or it is the relative ship
between the volume of water and area of crop brought to maturity. It includes both
cultivable and non-cultivable area.
It is given by the formula :
D= 864 B/∆
Where, D in Cm. [delta]
B in days [Base period]
∆in hectares /cumecs [Duty]
11.4 Delta: Each crop requires certain quantity of water at regular intervals of time
throughout its period. If this total quantity of water is made to stand without any lose
on an area, the depth of water required per hectare for the full growth of crop is called
as delta. It is expected by a symbol.
Delta = depth of each watering X number of watering
12. WATER REQUIREMENT OF CROPS
For the full successful growth of the crops, every crops require a definite quantity of
the water, suitable agricultural soil, good irrigation and the proper method of
cultivation. The total quantity of water required by a crop from the instant of sowing
till it comes to the harvesting is known as water requirement of crops. It depends upon
the following.
1. The season in which the crop is growing
2. Its period of the growth i.e., its crop period
3. The climate condition of the region
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
4. The rainfall in the season
5. The water requirement of a crop varies from the place to place from season to
season
13. INVESTIGATION FOR THE RESERVOIR PLANNING
The following investigations are required for reservoir planning:
13.1 Engineering survey
13.2Geological investigation
13.3 Hydrological survey
13.1 ENGINEERING SURVEY: The area of the tank site is surveyed in detail and a
control point is prepared from the plan. The following physical characteristics are
obtained.
1. Area of elevation curve
2. Storage elevation curve
3. Map of the area
4. Suitable site selection for tanks
13.2 GEOLOGICAL INVESTIGATION: - In all most all civil engineering projects
geological advice is most essential. Geological investigation cost very little in the
comparison to the total cost of the project. Geological investigations are required to
give detailed information about the following items.
1. Water tightness of reservoir basis
2. Suitability for foundation of the bund.
3. Geological and structural features as floods and faults
4. Type and depth of the rocks at basin.
5. Location of permeable and soluble rocks if any.
13.3 HYDROLOGICAL INVESTIGATION: The hydrological investigations are very
important aspects of reservoir planning. These investigations may be designed in two
needs
1. Study of run – off patterns at the proposal bund site to determine the storage
capacity corresponding to the given demand.
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
2. Determination of hydrograph of the worst flood at reservoir site to determine the
spillways capacity and design’.
14 STORAGE ZONES OF RESERVOIR
14.1 DEAD STORAGE: It is the volume of the space provided for the deposition of the
sediments in a reservoir. It is the level below which water is not stored. It is not of
much use in the operation reservoir.
14.2 LIVE STORAGE: The volume of the water stored between dead storage and full
tank level is called the live storage. Live storage assures the supply of water for
specified period of time to meet the demand.
14.3 MAXIMUM WATER LEVEL: The maximum level to which the water level rises
during high flood is known as maximum water level. During floods, the maximum
water level run – off will take place and water level rises to this level.
14.4 FULL TANK LEVEL: It is the maximum elevation to which the reservoir water
surface rises during normal operation condition.
14.5 SILL LEVEL OF SLUICE: It is provided at the minimum storage as dead storage
level.
14.6 TOP OF THE BUND LEVEL: It is fixed considering the aspects of the free board
to prevent overtopping of the dam.
15. SELECTION OF SITE FOR THE RESERVOIR
The final selection if site for a reservoir depends upon the following factors;
The geological conditions of the catchment area should be such that percolation losses are
minimum and maximum runoff is obtained.
The reservoir site should be such that quantity of the leakage through it is minimum, reservoir
site having the presence of the highly permeable rocks reduce the tightness of the reservoir.
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
Suitable dam sit must exist. The dam should be founded on water tight rocks base and
percolation below the dam should be minimum. The cost of the dam is often a controlling
factor in selection of the site.
The reservoir basin should make narrow opening in the valley so that length of the dam is
less.
The cost of the real estate for reservoir including road, soil, road welling, etc.., must be less as
for as possible.
The topography of the reservoir site should be such that it has adequate capacity without
submerging excessive properties.
The reservoir site should be such that it avoids as excludes water from these tributaries which
carry high percentage if the silt in the water.
The reservoir should be such that the water stored in it suitable for the purpose for which the
project is undertaken.
16. WEIR
Weir is a structure constructed at right angles to the direction of the flow. Its purpose is to
raise the water level and then divert it into the canal. As the tanks are the small storage works
constructed to meet the local requirements obvious by attempting is not made to contain full
run off coming down from the catchment area. It is therefore necessary to make suitable
arrangement to pass from the excess water beyond F.T.L. The structure constructed to provide
passage to excess water is called as “escape weir”. It is also called as a “Tank surplus weir”.
The Water starts spilling over the weir as soon as tank is filled up to its crest. However,
temporarily due to rush of incoming water. The level in the tank raises above F.T.L., the new
level is reached is called as “maximum water level” [M.W.L.]. It depends on the extent of the
flood for the design purpose M.W.L is calculated taking into the account maximum flood
discharge likely to carry and water may be available at the site for escape weir. The surplusing
as spill way water is carried down through a channel which is generally a natural discharge
and has an enough capacity. As weir may be constructed in the masonry, rock fill, cement
concrete etc.
16.1 TYPES OF WEIR:
Escape weir constructed in the tank irrigation system is similar to a diversion weir are
constructed across the river channel.
It may be classified as following types:
1. Masonry weir
2. Masonry with the horizontal floor
3. Masonry weir with depressed floor.
4. Masonry weir with stepped floor.
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
5. Rock fill weir
6. Concrete weir.
16.2 SELECTION OF SITE FOR A WEIR:
Following are the point may be taken into consideration while selecting a site for a tank weir.
1. Tank weir performs the function of the surplusing excess flow therefore it is
preferable to locate the weir in a natural saddle away from the tank bund.
2. To carry surplus flow existence of a well-defined escape channel is very necessary at
a site selected for the construction of a weir.
3. The saddle where natural surface level us approximately same as tank level [FTL]
should be given first performance
4. Hard foundation if available at the site reduces the cost of the construction.
5. When a site is away from the tank bund is not available as for as possible weir may
be located on one end of the tank bund.
6. Surplus weir may be hosed in the body of the tank bund only as a last resort.
7. Care should be taken to see that escape channel surplusing water is not likely to
damage cultivated land.
17. CANAL
Canal is passage for the flow of the water from reservoir or tank to an irrigational field
or any other field necessary. Water in a canal flow under gravity and the upper most
surface of the water is sometimes stored in the tanks and then distributed to the lands
by gravity system.
17.1 CLASSIFICATION OF CANALS:
17.1.1 BASED ON THE CANAL ALIGNMENT:
1. Contour canal
2. Water shed canal
3. Side slope canal.
17.1.2 BASED ON DISTRIBUTION SYSTEM:
1. Main canal
2. Branch canal
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
3. Major distributary
3. Minor distributaries
4. Water courses.
17.2 GUIDELINES FOR ALIGNING A CANAL:
The alignment should follow a falling contour and shall be in cutting
1. The depth of the cutting should be minimum
2. Alignment should be straight
3. Curve should be long, minimum radius should be twenty times the bed width of the
canal.
4. Number of cross drainage works should be minimum
5. Longitudinal slope of the canal bed should provide non – silting and non – scoring
velocity of flow.
6. Alignment shall progress as far away from natural drain to yield large command
area.
17.2 LONGITUDINAL SLOPE FOR CANAL:
Longitudinal slope for can shall be as a possible and is guided by minimum
permissible velocity in the channel should neither be silting non – scoring. The value
generally varied from 1 in 2500. It depends natural terrain and type of the canal.
17.4 SLIDE SLOPE OF THE CANAL:
Slide slope of the canal is an important feature in canal generally steeper slope
section, narrower, deeper, increased velocity and discharge permits width. It also
decrease evaporation and percolation loses. Slide slope is filling 1.5:1 is generally used
in the hard and rocky soils.
17.5 TYPE OF CANAL CROSS – SECTION:
Fully embankment
Partial cutting and partial filling
Fully cutting
17.6 LINING OF CANAL:
The impervious layer which protects the beds and sides of the canal is called canal lining.
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
17.7 NECESSITY OF CANAL LINING:
Following are the necessity of the canal lining.
1. To minimize the seepage losses in the canal.
2. To increase the discharge in canal selection by increasing the velocity.
3. To prevent erosion of the bed and sides due to high velocity.
4. To reduce maintenance of canal.
17.8 REQUIREMENT OF CANAL LINING MATERIALS:
1. The materials used for lining should provide the water tightness.
2. The materials chosen should be strong and durable.
3. The materials should withstand the high velocity.
4. The materials used should resist to the growth of weeds and attack of animals
5. The material should permit the construction of the required slope easily.
17.9 TYPES OF CANAL LINING:
The Canal lining are of following types:
1. Cement concrete lining.
2. Brick lining
3. Cement mortar lining
4. Asphaltic lining
5. Soil – Cement lining
6. Sodium – carbonate lining
7. Precast concrete block lining.
17.10 SILTING OF CANAL:
Silt is allowed into the canal causes much annoyance and expense. Instance are nor
rare, where the silt, etc… carried into the canal during high floods, so depleted its
capacity, that it could not carry the water needed for irrigation and it becomes
necessary to close the canal and clean it during the height of irrigation, season at
great expense and to the great injury to the crops. Hence measures should be adopted
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
to prevent the entrance of silt and sand into the canal. Water carrying capacity of the
canal gets reduced due to the deposition of the silt.
17.11 SILTS ARE OF TWO TYPES:
1. Bed silt- which is also called which is also called the dragged or rolled silt
2. Suspended silt - The nature of silt depends upon topography of the area and
rainfall. Silt must be prevented as far as possible from entering into the canal, but it is
impractical to do so, measures should be adopted to remove the same from the canal.
17.12 THE MEASURES ADOPTED TO REMOVE THE SILT:
1. When the canal is not carrying the water, the silt is removed by the manual labour
2. Silt is removed by increasing the velocity of the water
3. Using dredges silt can be removed
4. Silt entry into the canal can be prevented by the silt excluder
5. Silt ejector is used to remove the silt that has entered into the canal.
18. RESERVOIR SEDIMENTATION:
The deposition of sediment in the reservoir is known as “reservoir silting” or “reservoir
sedimentation”. Every river carries certain amount of sedimentation load.
The sediment particles try to settle down at the bottom of the reservoir due to
gravitational force that may be kept in the suspension due to upward currents in the
turbulent flow which may overcome the gravity force.
These sediments will settle down in the reservoir because of less velocity inside the
reservoir.
The deposition of the sediment will automatically reduce the storage capacity of the
reservoir and if this process of deposition continues longer a stage like to reach when
the whole reservoir gets silted up and becomes useless.
In order to see that the capacity of reservoir does not fall short for requirements even
during the design period.
The silting should be taken into the account, the total volume of the silt likely to be
deposited during the designed life period of the dam is therefore estimated and
approximately that much of the volume is left unused to allow the silting and it is
known as a dead storage.
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
19. SELECTING A SUITABLE PRELIMINARY SELECTION OF AN EARTHEN DAM
19.1 WIDTH: The top width of large dams should be sufficient to keep the seepage line
well within the dam, when reservoir is full. It should also be sufficient to withstand
earthquake shock and wave action. For small dam, this top width of (A) of the earth
dam can be selected as per the following recommendations:
A= H/5+3 (for very low dam)
A= (0.055H) X0.5+0.2H (for dams lower than 30m)
A= 1.65(H+1.5)/3 (for dams higher than 30m)
Where, H is the height of dam.
19.2 UPSTREAM AND DOWN STREAM SLOPES:
The side slopes depend upon various factors such as the type and nature of dam and
foundation materials, height of dam etc., the recommended values of side slopes as
given by Terzaghi’s table are upstream slope adopted is 2:1 and downstream slope is
also 2:1.
The various dimensions of low earth dams for preliminary section may sometimes be
selected from the recommendations of strange, as given in the following table:
Height of dam in
meters
Maximum
freeboard in
meters
Top width (A)
in meters
Upstream slope
(H:V)
Downstream
slope (H:V)
Up to 4.5
1.2 to 1.5
1.85
2:1
1.5:1
4.5 to 7.5
1.5 to 1.8
1.85
2.5:1
1.75:1
15 to 22.5
3.0
3.0
3:1
2:1
Table1:Dimensions of low earth dams for preliminary section
20. DESIGN CALCULATION
20.1 EARTHWORK CALCULATION OF HOMOGENEOUS BUND
Side Slope along U/S = 1:1.5 Side Slope along D/S = 1:2 Top width of bund = 2.00m
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
CHAIN
AGE
EXISTIN
G RL
RL OF
FORMATI
ON
CUTTING
DEPTH
FILLING
DEPTH
NEW TANK PROJECT
MEAN
DEPTH
D (m)
CENTRAL
AREA
(BXD) in
(m2 ) [1]
U/S
AREA1 [SD2
]/2 in
(m2 )
[2]
D/S
AREA
-2
[SD2
]/2 in
(m2 )
[3]
TOTA
L
AREA
[1]+[
2]+
[3]
(m2)
DIST
ANC
EL
(m)
Total
Table 2 :Earthwork Calculation of Homogenous Bund
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
FILL
ING
(m
3)
C
U
T
T
I
N
(
3
m
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
The Total Quantity of earth required for construction of new tank of top width 2.0m
wide, U/S 1.5(h):1(v) and D/S 2(h) : 1(v) is 6656.643 m3
20.2 DESIGN OF HOMOGENOUS EARTHEN DAM:
1
Types of Bund
HOMOGENOUS EARTH DAM
2
Length of bund
3
Top width of bund
4
Maximum height of bund
5
Top level of bund (TBL)
6
Maximum water level (MWL)
7
Full tank level (FTL)
8
Dead storage level (DSL)
9
Lowest bed level (LBL)
10
Free boar
11
Upstream slope
12
Downstream slope
13
Rock toe
14
Upstream pitching
15
Sluice sill level
Table 3: Design of Homogenous Earth Dam
20.3 CAPACITY OF RESERVIOR
SL
NO:
CONTOUR
1
Contour 1
2
Contour 2
3
Contour 3
REDUCED
LEVEL (m)
Difference b/w
RL (h)
WATER SPREAD
AREA (m2 )
Table 4 : Capacity of Reservoi
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
USING TRAPEZODIAL RULE:
1. Volume of water b/w contour 1 & 2
Volume of tank V1= [ A1+A2 /2]× h 2
V1 =
V1 = m³
2. Volume of water b/w Contour 2 & 3 Volume of tank
V2= [ A2+A3/2 ]× h 2
V2 =
V2 =
Total Capacity of Reservoir=V1+ V2 = m³.
20.4 DESIGN OF WASTE WEIR
SURPLUS WEIR
The excess surplus water is spilled from a tank, into the downstream channel.
So as to avoid the rise of water in the tank above the maximum water level
(MWL). In fact, the water will generally starts spilling over the crest of this
escape weir, as and when it rises above full tank level(FTL), and the discharging
capacity of this weir will be designed such as to pass the full maximum flood
discharge with a depth over the weir equal to the difference between FTL and
MWL. Although the effective storage capacity of a tank is limited by FTL, the
area submerged by the tank bund and revetment is dependent on MWL and
hence, in order to restrict the dimensions of this, it is desirable to keep the
difference between FTL and MWL to a smaller value. The usual difference
between FTL and MWL 1m or smaller value.
DESIGN DATA AND ASSUMPTIONS:
TBL -903.120m
MWL -902.620 m
FTL -902.120 m
Ground level -898.100m
Lowest bed level -898.100 m
Foundation level -897.600 m (assuming that the good foundation is available at
0.5 m below the lowest bed level)
Estimation of flood discharge entering the tank:
Q= (CM2/3)-(cm2/3)
Where C – Combined catchment constant – varies from 6.8 to 15 assume 9.0
c – Intercepted catchment constant – varies from 1/3 to 1/6 of C, take 1/6 of C
m – Intercepted catchment area in km2 – assume 5.0 km2
M – Combined catchment area in km2 – assume 7.5 km2
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
Therefore the flood discharge Q = m3 /s
1. LENGTH OF SURPLUS WEIR:
Q= (2/3) x Cd x L1 x √ (2g) x H3/2
Head of discharge over weir H = MWL – FTL =1m
Assume Cd – 0.60
Therefore the clear length of weir L1 = m
Assume interval between dam stones as 1.0 m, therefore no. of dam stones
=L1 – 1 = No’s
Assume size of dam stone 0.20 x 0.20.
Hence overall length of weir L = [L1+ (width of dam stone x no’s of stones)]
L=
2. DIMENSIONS OF WEIR
Structural height of weir
Crest level - m (FTL)
Top of dam stone -902.620 m(MWL)
Ground level -898.100 m Top of foundation concrete TFL -897.600 m
Height of weir above foundation H = (FTL – TFL) = 1.0 m
Structural height of weir = H + (top of dam stone level – crest level) = 2.0 m
Crest width / top width
a =0.55(√ (H) +√ (h))
Where, h = head over weir = (MWL – FTL) = 0.5m
Therefore, top width of weir a =1.17 m
Base width,
b= (H+h) / √(S – 1)
Where,
Specific weight of masonry, S =
Therefore, base width of weir b = m
3. PROTECTION WORK
Abutment
Height of abutment above foundation (TBL-TFL) Ha= 5.5 m
Top width = 0.50 m (min)
Bottom width (0.4xHa) = 2.2 m
Upstream wing wall and return wall
Height of U/S wing wall above foundation
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
HU/S = (MWL+0.3)-(TFL) = 5.3m
Top width = 0.50 m (min)
Bottom width (0.4XHU/S ) = 2.1m
Provide a splay of
Downstream wing wall and return wall
Height of D/S wing wall above foundation
HD/S W =(MWL)-(TFL) = 5.02 m
Top width = 0.50 m (min)
Bottom width (0.4X HD/S W) = 2.0m
Provide a splay of
Design of apron
1. Upstream apron
The apron are designed based on the seepage theory therefore the maximum seepage
pressure is given by
Max seepage pressure = (MWL-GL) = m
Assuming hydraulic gradient (HG) = 5.0
Length of apron = uplift head x HG = 25.1m say its 26m since the length of apron is
too
long from structural consideration provide length of apron about half the value
i.e., length of apron = 13 m
Provide two stepped apron of length L1= 8m and L2 = 5m
Thickness of solid apron = residual seepage pressure / (Sc – 1)
Where: residual seepage pressure = max seepage pressure – seepage pressure lost
=max seepage pressure - (seepage length/ HG)
Note: Seepage length = length of apron therefore residual seepage pressure = 2.19
Sc= specific gravity of concrete = 2.25
Therefore thickness of 1 st apron = 1.6008 say as 1.60 m
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
Hence provide thickness of 2 ndapron of about 50% of 1 st apron i.e =0.80 m
3. Downstream apron
Generally no aprons are required on D/S side of weir however, cement grouting
and sheet piling is done on the area immediately above weir to avoid percolation of
water into soil
20.5 DETERMINATION OF DISCHARGE REQUIRED
Assume,
Culturally Commanded Area= 600 hectares
Area under Crop 1 (Ragi) = 60 % of CCA
Crop 2 (Vegetables) = 40 % of CCA
The major crops grown in this region and necessary data are calculated and
tabulated below :
CROPS
RAGI
VEGETABELS
AREA UNDER[A] CROP - hectares
402
268
BASE PERIOD[B]- days
120
90
AMOUNT OF WATER REQUIRED( ∆ m)
0.30
0.20
DUTY[D] D = 3.64 x ( B / ∆ )
(hectare/cumecs)
3456
3888
Table 5 : Major crops grown in Kaiwar
Total Discharge Q =m³/s
Considering 20% conveyance losses therefore discharge Q = m³/s
Also Assuming Time Factor as 0.7therefore the discharge Q = m³/s
For future expansion of water supply etc. assuming the discharge as 2Q
Total discharge to which canal is to be designed is Q = m³/s
20.6 DESIGN OF PLUG SLUICE
Sluice vent way:
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
The area of vent way of the sluice must be such that it can draw normal supplies of
water when the tank is at a low water level or a level at which the tank supply will
always be available to be drawn during the normal crop period.
Assuming a minimum driving head of 0.3 m i.e. h=0.3m above the centre of sluice
barrel we get discharge by using the formula.
Q= Cd x A √ ( 2 x g x h)
Q=discharge in comics = 0.80 m³/s
Cd=coefficient of discharge= 0.60
g=acceleration due to gravity = 9.81 m / sec2
h=driving head = 0.30 m
From above equation A = 0.549 m2 , therefore providing circular vent Diameter
D = 0.836 say; D=0.85 m.
Sluice barrel:
The sluice barrel is buried under the tank bund. The barrel will have masonry side
walls. The roof can be either of RC slabs laid in situ or precast RC slabs with levelling
course of concrete laid over it.
Since the vent way is 0.85m, the size of the barrel can be adopted as 90cm x 100cm.
The sluice barrel consists of two masonry walls covered by an RC roof slab.
The thickness of the roof slab may be assumed as 15cm.
Top level of barrel = Sill level of sluice + Height of barrel wall +Thickness of slab
= 890.920 + 0.5 + 0.15
= 891.570 m.
Design of head wall:
In order to easy facilities to operate the sluice gearing etc. a head wall in front of the
sluice opening with its top level at least 0.50m above MWL is necessary. The head will
be resting on the roof slab directly.
Top level of head wall = MWL + 0.5 = 903.120 m
Height of head wall = Top level of head wall – Top level of barrel = 11.55 say as 11.6m
Bottom width of head wall = 0.40 x height of head wall = 4.64m
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
Minimum top width of head wall = 0.50 m
21. DESIGN OF CANAL
Let us adopt LACEY’S METHOD of silt theory for design of Canal to suite following
data:
Discharge Q = 0.80 m3 / s
Assume silt factor f = 1
Side slope n = 1(H): 1(V)
W.K.T,
(a) Critical Velocity V= ( 𝑸𝒇𝟐 ) (1/6) = 0.423 m / s 𝟏𝟒𝟎
(b) From Q = A x V, we have A = 1.89 m2
(c) By Lacey’s perimeter equation, P = 4.75 √Q, we have P = 4.25 m and also, P = B +
2D √ (1+n2 )
Where: n = 1 therefore by solving B = 4.25 – 2.83D
(d) According to Lacey’s theory the cross sectional area of canal for Side slope = 1(H) :
1(V) is given by : A = BD + nD2
1.89 = (4.25-2.83D)D + 1xD2 solving for D
we have ,
D = 0.599 say as 0.60 m thus by providing 0.30 m free board total depth of canal is
0.90 m.
Therefore the bed width of canal is B = 4.25 – 2.83x0.9 = 1.703 say as 1.70 m
(e) Bed slope S = f 5/3 / (3340 x Q 1/6 )
We provided the bed slope 1 in 5000 is moderately flat considering the critical velocity
provide a steep bed slope of 1 in 1000.
CHECK FOR DESIGN:
W.k.t Hydraulic mean depth R= A / P i.e. R = 0.444 m
Also from lacey’s equation we have hydraulic mean depth R = 5V2 / 2f, i.e. R =0.447m
Since the hydraulic mean depths from two equations are same. Hence the above
design values of canal [from (a) to (e)] based on Lacey’s silt theory is correct.
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
21.1 EARTHWORK CALCULATION OF CANAL:
CHAINAGE RL OF
GROUND
(m)
RL OF
FORMATION
(m)
CUTTING
DEPTH
(m)
FILLING
DEPTH
(m)
MEAN
DEPTH
D (m)
CENTRAL
AREA
(BXD) in
(m2 ) [1]
SIDE AREA
2*[(1/2)*b*D)
[2]
TOTAL
AREA
[1]+[2]
Total=
Table 6 : Earthwork Calculations Of Canal
The volume of earth work between the cross section may be calculated from the
following methods:
1. By trapezoidal rule
V= D x ((A1+An)/2) + (A2+A3+A4+A5…….An-1)
2. By prismoidal formula
V = D/3 ((A1 +An) + 4(A2+A4+A6…) + 2(A3+A5+A7..)) 3
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
NEW TANK PROJECT
Where,
V = volume of earth work – m3
D = common distance b/w sections – m
A1, A2, A3, ........... An = area of sections – m2
VOLUME OF EARTH FILLING
1. By prismoidal formula
V = D/3x ((A1 +An) + 4(A2+A4+A6…) + 2(A3+A5+A7 .. )) 3
V = m3 .
2. By Trapezoidal rule
V= D x ( (A1+An)/2 + A2+A3+A4+A5….An )
V= m3
22. CONCLUSION
sThe survey carried out at KAIWARA was effective as the site is suitable for the
proposal of dam or reservoir. The required surveys were carried out for dam or
reservoir for economic and safe design. A new road over the dam is proposed to
connect right bank and left bank canal for communication and maintenance
purpose.
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
[Type text]
EXTENSIVE SURVEY CAMP-2021
DEPARTEMENT OF CIVIL ENGINEERING JSSATEB
NEW TANK PROJECT
[Type text]
HIGHWAY
PROJECT
STAFF INCHARGE
Department of Civil Engineering, JSSATE, Bangalore
CONTENTS:
1. INTRODUCTION
2. HIGHWAY ALIGNMENT
3. ENGINEERING SURVEYS
4. STEPS IN NEW PROJECT WORK
5. HIGHWAY GEOMETRIC DESIGNS
6. DESIGN OF PAVEMENT
7. CONCLUSION
1. INTRODUCTION
1.1 HIGHWAY ENGINEERING
Highway engineering is a branch of engineering that deals with the
development of a system of roads, which can be used by vehicles and people,
for the transportation of people and materials. The road pavement are
generally constructed on small embankments, slightly above the general
ground level wherever possible, in order to avoid the difficult drainage and
maintenance problems. The term ‘road’ or ‘roadway’ has therefore termed
‘HIGHWAY’ and the science and technology dealing with road engineering is
called ‘HIGHWAY ENGINEERING’ .In a nutshell, highway engineering deals
with various phases like development, planning, alignment, highway geometric
design and location, highway traffic operations and its control, materials,
pavement design, constructing and maintenance, finance and administration
of a road system.
1.2 CHARACTERISTICS OF ROAD
❖ For short distance it saves time.
❖ Speed of movement is directly related with casualty.
❖ It is the only means of transport that offers itself to the whole community
alike.
1.3 CLASSIFICATION OF ROADS
1. National Highways (NH)
2. State Highways (SH)
3. Major district roads (MDR)
4. Other district roads (ODR) 5. Village Roads (VR)
2. HIGHWAY ALIGNMENT
The position or layout of the centerline of the highway on the ground is
called the alignment. The horizontal alignment includes the straight path, the
horizontal deviations and curves. Changes in gradient and vertical curves come
under the vertical alignment. A new road should be aligned very carefully as
improper alignment would result in one or more among the following
disadvantages:
❖ Capital loss initially in construction
❖ Recurring losses in cost of maintenance and vehicle operation.
❖ Increase in accident rate.
Once the road is aligned and constructed, it is not easy to change the
alignment due to increase in cost of adjoining land and construction of costly
structures by the roadside. Hence the importance of careful considerations
while finalizing of a new road need not be over emphasized.
2.1 REQUIREMENTS OF A NEW ALIGNMENT
The requirements of an ideal alignment between two terminal stations are that ion
cost is it should be:
1. SHORT - a straight alignment is the shortest alignment between two points,
though there may be several practical considerations which would cause
deviations from the shortest path.
2. EASY – the alignment should be such that it is easy to construct and maintain
and operate vehicles.
3. SAFE – the alignment should be safe for construction and maintenance and
traffic operation with safe geometric features.
4. ECONOMICAL – the alignment would be economical only if the total cost
including initial cost, maintenance and vehicle operation cost is lowest.
2.2 FACTORS CONTROLLING ALIGNMENT
For an alignment to be the shortest should be straight between two terminal
stations. This is not always possible due to various practical difficulties such as
intermediate obstructions and topography.
The shortest route may have very steep gradient and hence not easy for vehicle
operation. Similarly, there may be construction and maintenance problems along a
route which may be otherwise short and easy. Roads are often deviated from the
shortest route in order to cater for intermediate places of importance or obligatory
points.
A road which is economical in the initial construction cost need not necessarily be
the most economical in maintenance or in vehicle operation cost. It may also
happen that the shortest and the easiest route for vehicle operation may work out
to be the costliest of the different alternatives from the construction view point.
Thus it may be seen that an alignment can seldom fulfill all requirements
simultaneously.
The various factors that control the highway alignment are:
2.2.1 OBLIGATORY POINTS
These are the control points governing the alignment of the highways.
• These control points may be divided into two categories
• Points through which the alignment is to pass
• Points through which the alignment should not pass
2.2.2 TRAFFIC
The alignment should suit the traffic requirements. Origin and destination study
should be carried out in the area and the desired lines are drawn showing the
trend of traffic flow. The new road should be aligned keeping in view the desires
lines, traffic flow patterns and future trends.
2.2.3 GEOMETRIC DESIGN
Geometric design factors such as gradient, radius of curve and sight distance
also govern the final alignment of the highway
2.2.4 ECONOMY
The finalized alignment based on the above factors should be economical. In
working out the economics, the initial cost and the cost of maintenance and the
vehicle operation should be taken into account. The initial cost of construction can
be decreased if high embankments and deep cuttings are avoided.
2.2.5 OTHER CONSIDERATIONS
Various other factors may govern the alignment are drainage considerations,
hydrological factors, political considerations and monotony, sub-surface water
level, seepage flow and high flood level. In hill roads additional care must be taken
as follows:
❖ Stability
❖ Drainage
❖ Geometric standards of hill roads
❖ Resisting length
3. ENGINEERING SURVEYS
Before a highway alignment is finalized in the highway track. The engineering
surveys are carried out. The surveys may be completed in the four stages. The first
three stages consider all the possible alternative alignment.
3.1 Map study
3.2 Reconnaissance survey
3.3 Preliminary surveys
3.4 Final location and the detailed surveys
3.1 MAP STUDY
If the topographic map of the area is available, it is possible to suggest the likely
routes of the road. In India topographic maps are available from the survey of India,
with 15 or 30 meter of contour intervals.
The main features like rivers, hill, valleys, etc… are also shown on these maps. By
careful study of the maps, it is possible to have an idea of several possible to have an
idea of several possible alternate routes so that further details of these may be
studied.later at the site.
The probable alignment can be located on the map from the following details available
on the map.
1. Alignment avoiding valley, ponds or lakes.
2. When the road has to cross a row of hills, possibility of crossing through a
mountainous pass.
3. Approximate location of the bridge site for crossing rivers, avoiding bend of the
river.
4. When a road is to be connected between the two stations, one at the top and one at
the bottom of the hill, then alternate routes can be suggested keeping in view the
permissible gradient.
3.2 RECONNAISSANCE SURVEY
The second stage of surveys for highway location is the reconnaissance to examine the
general character of the area for deciding the most feasible routes for the detailed
studies. A field survey party may inspect a fairly broad stretch of land along the
proposed alternative routes of the map in the field. Only very instrument like abbey
level, tangent clinometers, barometer, etc are used by the reconnaissance party to
collect additional details rapidly. All relevant details not available in the map are
collected and noted down.
Some of the details to be collected during the reconnaissance are given below;
1. Valleys, ponds, lakes, marshy land, ridge, hill, permanent structures and other
obstructions along the route which are not available in the map.
2. Approximate value of gradient, length of gradients and radius of curves
alternate alignments.
of
the
3. Number and type of cross drainage structure, maximum flood level and natural
ground water level along the probable routes.
4. Soil type along the routes from the field identification tests and observation of the
geological features.
5. Sources of the construction materials, water and location of the stone quarries.
When the road passes through hilly or mountainous terrain, additional data regarding
the geological formation, type of rocks, dip of strata, seepage flow, etc… may be
observed so as to decide the stable and unstable sides of the hill for highway
alignment. A rapid reconnaissance of the area, especially when it is vast and the
terrain is difficult may be done by an aerial survey.
6. From the details collected during the reconnaissance, the alignment proposed after
study may be altered or even changed completely. As a result of the reconnaissance a
few alternate alignments may be chosen for the further study based on the practical
considerations observed at the site.
3.3 PRELIMINARY SURVEY
The main objectives of the preliminary survey are;
1. To survey the various alternate alignments proposed after the reconnaissance and
to collect all the necessary physical information and details of topography, drainage
and soil.
2. To compare the different proposals in view of the requirements of good alignment.
3. To finalize the best alignment from all considerations.
4. To preliminary survey is carried out to collect all the physical information which is
necessary in carried out to collect all the physical information which is necessary in
connection with the proposed highway alignment. The preliminary survey may be
carried out by any one of the following methods.
5. To finalize the best alignment from all considerations.
6. Conventional approach, in which a survey parts carried out surveys using the
required field equipment, taking measurements, collecting topographical and other
data carrying out the soil survey.
7. Modern rapid approach, by serial survey taking the required aerial photographs and
by the photogrammetric methods and photo interpretation techniques for obtaining
the necessary topographic and other maps including the details of the soil and
geology.
3.4 FINAL LOCATION SURVEY
The alignment finalized at the design office after the preliminary survey is to be first
located on the field by establishing the center line. Next detailed survey should be
carried out for collecting the information necessary for the preparation of the plans
and construction details for the highway project.
Location The centerline of the road finalized in the drawings is to be translated on
the ground during the location survey. This is done a total station and by staking of
the center line. The location of the centre line should follow as closely as practicable,
the alignment finalized after the preliminary surveys. Major and minor control points
are established on the ground and the center pegs are driven, checking the geometric
design requirements. However, modifications in the final location may be made in the
field, if found essential. The center line stakes are driven at suitable intervals say at 50
m intervals in plain and rolling terrains and at 20 m in hilly terrains
4. STEPS IN NEW PROJECT WORK
4.1 MAP STUDY
With the help of available topographic map of the area.
4.2 RECONNAISSANCE SURVEY
A general idea of topography and other features, field identification of soil and
survey of the construction materials by an on spot inspection of the site.
4.3 PRELIMINARY SURVEY
Topographic details and soil survey along the alternate alignments, consideration
of geometric design and other requirements of the alignment, preparation of the
plans and comparison of alternate routes, economic analysis and selection for the
final
alignment
4.4 LOCATION OF FINAL ALIGNMENT
Transfer of the alignment from the drawings to the ground by driving pegs along
the center line of the finally chosen alignment, setting out the geometric design
elements by location of tangent points, apex points, circular and transition curves,
elevation of the center line and super elevation details.
4.5 DETAILED SURVEY
Survey of the highway construction work for the preparations of the longitudinal
and cross sections, computations of the earth work quantities and other
construction materials and checking details of the geometric design elements.
4.6 MATERIAL SURVEY
Survey of the construction materials, their collection and testing.
4.7 DESIGN
Design details of the embankments and cut slope, foundation of the embankments
and bridges and pavement layers.
4.8 PAVEMENT CONSTRUCTION
Preparation of the sub grade, construction of the sub base and surface courses.
4.9 CONSTRUCTION CONTROLS
Quality control tests during the different stages of the construction and check for
the finished road surface. DETREMINATION OF OPTIMUM ROAD LENGTH There
are 3 new roads A, B & C out of which one best route has to be selected..
Adopting utility unit of 1.0 for serving a village with population range 2000-5000,or
for catering for 1000t for agriculture product or for 100t for industrial products.
Following data are collected from the field.
TABLE 1
ROAD
LENGTH
9(KM)
NO OF
VILLAGES
SERVES
POPULATION
PRODUCTIVITY,1000
tones
<2000
2000-5000
8
>5000
3
(AHRICULTURE)
(INDUSTRUAL)
15
1.2
A
15
B
12
16
3
1
11
0
C
158
20
10
2
20
0.8
10
ROAD
LENGTH (km)
A
15
B
12
C
18
TOTAL UTILITY UNITS SERVED BY
THE ROAD
UTILITY PER
UNIT LENGTH
PRIO RITY
TABLE 2
5. HIGHWAY GEOMETRIC DESIGNS
The geometric design of a highway deals with the dimensions and layout of visible
features of the highway such as alignment, sight distances and intersections. The
geometries of highway should be designed to provide optimum efficiency in traffic
operations with maximum safety at reasonable cost. Geometric design of highways
deals with the following elements:
5.1 Cross section elements
5.2 Sight distance considerations
5.3 Horizontal and vertical alignment details
5.4 Intersection element
Highway geometries are greatly influenced by the topography, locality, traffic
characteristics and the requirements. The factors which control the geometric design
requirements are speed, road user and vehicular characteristics, design traffic, traffic
capacity and benefit-cost considerations. However, speed is the one factor which is
important, governing most of the geometric design elements of roads.
The geometric design of highways depends on several factors, the most important of
which are:
❖ Design speed
❖ Topography
❖ Traffic factors
❖ Design hourly volume and capacity
❖ Environmental and other factors.
5.1 HIGHWAY CROSS SECTION ELEMENTS
The various cross-sectional elements in a highway to be designed are as follows:
1. Pavement surface characteristics.
2. Cross slope or camber.
3. Width of pavement or carriageway.
4. Kerb 5. Road margins.
6. Right of way.
7. Width of roadway.
PAVEMENT SURFACE CHARACTERISTICS
The pavement surface depends on the pavement type which is based on the
availability of materials and funds, volume and composition of traffic, sub grade
and climatic conditions, construction facilities and cost considerations. The
important surface characteristics of the pavement are friction, unevenness, light
reflecting characteristics and drainage of surface water.
CROSS SLOPE OR CAMBER
Cross slope or camber is the slope provided to the road surface in the transverse
direction to drain off the rain water from the road surface. Drainage and quick
disposal of water from the road surface is important to prevent the entry of surface
water into the sub grade soil because the entry of water affects the stability and life
of the pavement.
Recommendation Values of Camber for Different Types of Road Surface (IRC-1959)
TABLE 3
Sl.No
Type of road surface
Range of chamber in areas of rainfall
range
Heavy to Light
1
Cement concrete and high
type bituminous surface
1 in 50 (2.0%) to 1 in 60 (1.7%)
2
Thin bituminous surface
1 in 40 (2.5%) to 1 in 50 (2.0%)
3
Water bound macadam and
gravel pavement
Earthen surface
1 in 33 (3.0%) to 1 in 40 (2.5%)
4
1 in 25 (4.0%) to 1 in 33 (3.0%)
WIDTH OF CARRIAGEWAY
TABLE 4
SI.
No.
Class Of Road
Width Of Carnage Way
1
Single lane
3.75m
2
Two lanes without raised kerbs
7.00m
3
Two lanes with raised kerbs
7.50m
4
Intermediate carriageway
5.50m
5
Multi-lane pavements
3.50m/ lane
The pavement or carriageway width depends on the width of traffic lane and
the number of lanes. The lane width is determined based on the width of the
vehicle and the minimum side clearance which may be provided for safety. Keeping
these and other factors in view, the width of the carriageway for various classes of
roads has been standardized by the Indian Road Congress. The width of
carriageway for a single-lane pavement is taken as 3.75m. The width of roadway is
the sum of the widths of carriageway and the shoulders. Based on the IRC
standards, the width of roadway for a village road is taken as 3.75m.
Recommendation Values of Width of Roadway for Different Types of Road (IRC-1959)
TABLE 5
SL.NO
Road classification
Roadways width in meters
Plain & Rolling Terrai Mountain & steep strain
1
2
3
National & State Highway
a) Single lane
b) Two lane
12.00
6.25
12.00
8.60
Major District Roads
a) Single lane
b) Two lanes
9.00
4.75
9.00
---
7.50
9.00
7.50
4.75
—
4.00
Other District Roads
a) Single lane
b) Two lanes
c) Village Roads
5.2 SIGHT DISTANCE
Sight distance available from a point is actual distance along the road surface, which a
driver from a specified above the carriageway has the visibility of stationary or moving
objects. Three sight distance situations are considered in the design:
1. Stopping or absolute minimum sight distance
2. Safe overtaking or passing sight distance
3. Safe sight distance for entering into uncontrolled intersection.
Design values of stopping and intermediate sight distances for various speeds (IRC-1959
TABLE 6
Speed
(kmph)
20
25
30
35
40
50
Design values
in meters
Stopping sight distance
20
25
30
40
45
60
Intermediate sight distance
40
50
60
80
90
12
Criteria for measuring sight distance
TABLE 7
Sl.No Sight Distance
Driver eye height
Height of
object
1
Safe stopping sight
distance
1.2m
0.15m
2
Intermediate sight
distance
1.2m
1.2m
5.2.2 OVERTAKING SIGHT DISTANCE
The minimum distance open to the vision of the driver of a vehicle intending to
overtake slow vehicle ahead with safety against traffic of opposite direction is known
as the minimum overtaking sight distance or the safe passing sight distance available.
The overtaking sight distance depends on the following factors:
➢ Speed of overtaking, overtaken and oncoming vehicles.
➢ Spacing between the vehicles.
➢ Skill and reaction time of driver.
➢ Rate of acceleration of overtaking vehicle.
➢ Slope of the road.
5.3 HORIZONTAL ALIGNMENT
In general horizontal curves should consist of a circular portion flanked by spiral
transitions, at both ends. Design speed, super elevation and coefficient of side friction
affect the design of circular curves.
Minimum radius curves should be adopted only when absolutely necessary at reverse
curves, sufficient gap should be ensured between the two curves for introduction of
the requisite transition curves. Compound curve may be used only when it is
impossible to fit in a single circular curve.
5.3.1 DESIGN SPEED
The designs speeds for various categories of roads should be as given in the table.
Design speeds of various categories of road (km/h) (IRC-1959)
TABLE 8
5.3.2 SUPER ELEVATION:
Super elevation to be provided on curves is calculated from the following formula.
e = V2 / 225R
Where:
e=super elevation
v= design speed in ‘km/h’
R= radius of the curve in ‘m’.
The change over from normal section to super elevation should be achieved gradually
over the full length of the transition curve so that the design super elevation is
available at the starting point of the circular curve.
5.3.3 MINIMUM CURVE RADIUS:
On a horizontal curve, the combined effect of super elevation and side friction balance
the centrifugal force. The basic equation for this condition of equilibrium is:
v 2 /gR = e+f or R = V2 /127*(e+f).
Where,
V = vehicle speed in m/s
v = vehicle speed in km/h
G = acceleration due to gravity in m/s
e = ratio of super elevation
f = co-efficient of side friction between vehicle tyres and pavement. (Taken as 0.15)
Radii for horizontal curves corresponding to ruling minimum and absolute minimum
design speeds are shown in the table.
Minimum radius of horizontal curves for various classes of roads (IRC-1959)
TABLE 9
SI. Road classification
No.
Mountainous terrain
Steep terrain
ruling
min
ruling
min
1
National & state
highways
50
40
40
30
2
Major district roads
40
30
30
20
3
Other district roads
30
25
25
20
4
Village roads
25
20
25
20
5.3.4 TRANSITION CURVES
Spiral curve should be used for transitions. These are necessary for smooth entry of
vehicles from a straight section into a circular curve.
The transition curves also improve aesthetic appearance of the road, besides
permitting gradual application of the super elevation and extra widening at curves.
Minimum length of transition curves for various radii is given in the table.
Minimum transition length for different speeds and curve radii (IRC-1959)
TABLE 10
Design Speed(km/h)
Curve Radius (m)
50
15
25
30
35
40
50
55
70
80
90
100
125
150
170
200
40
30
25
20
300
400
500
The above table indicates the horizontal curves without transition curves. In such
cases, the super-elevation is provided as follows.
First, calculate the length of transition curve though it is not provided. Let L= length
of transition curve Also, calculate the amount of super-elevation E, to be provided.
Now, 2/3E is provided at the straight portion in a length equal to 2/3L, also a
remaining 1/3E is provided in the curved portion in a length equal to 1/3E In a
similar way the calculated extra widening We is also provided, i.e., 2/3We in the
straight portion and l/3We in the curved portion.
Also, the extra widening is introduced on the inner side of the curve for curves without
transition curves also in hilly roads.
5.3.5 WIDENING OF ROAD AT CURVES
At sharp horizontal curves, it is necessary to widen the carriageway to facilitate safe
passage of vehicles.
The widening required has two components. ‘Mechanical widening' to compensate the
extra width occupied by a vehicle on the curve due to tracking of the rear wheels, and
'Psychological widening' to pem 1 it easy crossing of vehicles since vehicle in a lane
tend to wander more on a curve than on a straight reach.
Based on the above considerations, the extra width of carriageway to be provided at
horizontal curves on single and two-lane roads is given in the table.
Widening of pavement at curves:
TABLE 11
Radius of
curve (m)
Extra
width (m)
Two lane
Single
lane
Up to 20
21 to 40
41 to 60
61 to 100
101 to 300
Above 300
5.4. VERTICAL ALIGNMENT
The vertical alignment should provide for a smooth longitudinal profile consistent with
category of a road and the terrain. Grade changes should not be too frequent as to
cause kinks and visual discontinuities in the profile.
5.4.1 GRADIENT
Recommended gradients for different terrain conditions except at hair-pin bends are
given in the table.
Recommended gradients for different terrain conditions (IRC-1959)
TABLE 12
Classification of
gradient
Mountainous terrain and steep terrain
having elevation not more than 3000
m above MSL
Steep terrain up to
3000m height above MSL
Ruling gradient
5% (1 in 20)
6% (1 in 16.7)
Limiting gradient
6% (1 in 16.7)
7% (1 in 14.3)
Exceptional gradien
7% (1 in 14.3)
8% (1 in 12.5)
5.4.2 VERTICAL CURVES
5.4.2 VERTICAL CURVES
Vertical curves are introduced for smooth transition at grade changes. Both summit
curves and valley curves should be designed as square parabolas. The two types of
vertical curves are:
1. Summit curves
2. Valley curves
The design procedure of calculation of length of vertical curves is as follows:
1. SUMMIT CURVES
The length of summit curves is governed by the choice of sight, distance, whether
stopping sight distance of the intermediate sight distance.
The required length may be calculated from the following formula:
A. For safe stopping sight distance:
Case (i): when the length of the curve exceeds the required sight distance, i.e. L is
greater than S.
L = NS2 /4.4
Where
N = deviation angle, i.e. the algebraic difference between the two grades
L = length of the parabolic vertical curve in meters
S = sight distance in meters.
Case (ii): When the length of the curve is less than the required sight distance i.e. L is
less than S
L = 2S-4.4/ N
B. For intermediate sight distance:
Case (i) When the length of the curve exceeds the required sight distance, i.e.L is
greater than S
L = NS2 /9.6
Case (ii) When the length of the curve is less than the required sight distance, i.e.
L is less than S
L = 2S - 9.6 /N
2. VALLEY CURVE
The length of the valley curves should be such that for night travel the headlight
beam distance is equal to the stopping sight distance. Based on this criterion, the
length of curve may be calculated as under;
Case (i): when the length of the curve exceeds the required sight distance, i.e. L is greater than S.
L = NS2 /1.5+0.035S
Case (ii): when the length of the curve is less than the required sight distance, i.e.
L is less than S
L = 2S- 1.5 +0.035 S/N
In both cases:
N= deviation angle, i.e. the algebraic difference between the two grades
L = length of the parabolic vertical curve in meters
S = sight distance in meter.
6. TOTAL STATION
A total station is an electronic optical instrument widely used in modern surveying.
The total station surveying instrument is a combination of an electronic theodolite
(transit); an electronic distance meter (EDM), which is a measuring device to read
distances; and software running on an external computer. The modern versions of
survey total stations called robotic total stations let the user control the
instrument from a distance with the help of a remote control.
6.1 WORKING OF TOTAL STATION
A total station determines coordinates of an unknown point relative to a known
coordinate by establishing a direct line of sight between the two points. Angles and
distances are measured from the total station to points under survey, and the
coordinates of surveyed points relative to the total station position are calculated
using Trigonometry and, triangulation. Some total stations have a Global
Navigation Satellite System (GNSS) which doesn't require a direct line of sight to
determine coordinates.
6.2 ANGLE MEASUREMENT BY TOTAL STATION
Most of the modern total stations have digital bar-codes on rotating glass cylinders
or discs that are installed within the instrument. Angle measurement is done
through electro-optical scanning of these digital bar-codes. Quality total stations
can measure angles to 0.5 arc-second. Cheap models of total stations like the
construction grade total stations do not have such level of accuracy and can
usually measure angles to 5 or 10 arc-seconds.
DISTANCE MEASUREMENT BY TOTAL STATION:
6.3 SURVEY TOTAL STATION
A total station has a small solid-state emitter within its optical path. They generate
modulated microwave or infrared signals that are reflected by a prism reflector or
the object under survey. The computer installed in the total station reads the
modulation pattern in the returning signal. The distance is thus determined by
emitting and receiving multiple frequencies and determining the integer number of
wavelengths to the target for each frequency. A well-built total station can measure
distances with an accuracy of approximately 1.5 millimeters + 2 parts per million
over a distance of up to 1,500 metres. The total stations that do not carry reflectors
are capable of measuring distances to any object which light in color, to a few
hundred meters.
6.4 DATA PROCESSING BY TOTAL STATION
The data recorded by the instrument may be downloaded from the total station to
a computer and application software generates a map of the surveyed area. Many
advanced models of total station have internal electronic data storage to record
distance, horizontal angle, and vertical angle measured. Some other total stations
can also write these measurements to external data collector like a portable
computer.
6.5 TOTAL STATION FUNCTIONS
As is known by reading the working of total station, the main functions performed
by this surveying instrument include coordinates determination, angle and
distance measurement and data processing. However, these broad functions of
total station can be divided into detailed functions:
A total station with motor drive and scanning function at a given pitch of angles in
horizontal and vertical direction. They can be manually operated for measuring
single points or can be automatically tracked or driven with a motor drive. Some of
these instruments come with hand held digital camera to take stereo terrestrial
photographs near the set total station. The camera is calibrated for subsequent
procedures.
6.6 APPLICATIONS OF TOTAL STATION
Total stations are mainly used in land surveying tasks. They are also used by
archaeologists to record excavations and also by police, crime investigators, private
accident Reconstructions and insurance companies to take measurements of
scenes. Some of its area of application includes:
❖ Land Surveying
❖ Mining
❖ Road Mapping
❖ Aerial photogrammetric
❖ Calibration Labs/Test Houses
6.7 FIELD PROCEDURES FOR TOTAL STATION IN TOPOGRAPHIC SURVEYS
Total station can be sued in any type of preliminary survey, control survey, or
layout survey. They are most suitable for topographic surveys in which the
surveyor can find the x, y, z (easting, northing, elevation) positions of a large
number of points (about 2 - 3 times of those using conventional techniques) per
day.
6.8.1 INITIAL DATA ENTRY
The initial data entry could be all or some of the following
❖ Project description
❖ Data and crew
❖ Temperature
❖ Pressure
❖ Prism constant
❖ Curvature and refraction setting
❖ Sea-level correction
❖ Number of measurement repetitions
❖ Choice of Face 1 and Face 2 positions
❖ Automatic point number incrimination
❖ Choice of units
6.8.2 SURVEY STATION DESCRIPTORS
Each survey station or point must be described with respect to surveying activity,
station identification, and other attribute data. Generally, the total stations prompt
the data entry and then automatically assign appropriate labels. Point description
data can be entered as alpha (for example, back sight as BS) or numeric (for
example, back sight as 20) codes.
6.8.3 SURVEY STATION ENTRIES
Code: say 20 (BS), 30 (IS), 40 (FS)
Height of instrument
Station number (say) 110
Station identification code
Co-ordinates of occupied station
Co-ordinates of back sight station
6.8.4 SIGHTED POINT ENTRIES
Operation code
Height of prism
Station number: 120 (BS)
Station identification code
6.8.5 PROCEDURE
• Enter the initial data and occupied station data.
• Sight at station 120; press the zero button to set the horizontal circle at zero.
• Enter code 20 (BS).
• Measure and enter the height of the prism.
• Press the appropriate measure buttons, e.g., slope distance, etc.
• Press the record button after each measurements in the automatic mode, all the
three x, y, and z measurements are made after pressing just one button.
• After the station measurements have been recorded, the data recorded on board
will prompt for the station for the station point number (e.g., 120), and the station
identification code.
• For next sights, repeat steps 4 - 7 using appropriate data.
• When all the topographic details in the area of the occupied station (110) have
been recorded, the total station is moved to next traverse station and the process is
repeated.
• Download the data to a computer, where it is stored into a formats that is
compatible with the computer program that is to process the data.
• If the topographic data are for a closed traverse, the traverse closure is
calculated, and then all adjusted values of x, y, z are computed.
From the data stored in co-ordinate files, the data required for plotting by digital
plotters is assembled, and the survey can be quickly plotted at any desired scale.
6.8 ADVANTAGES OF THE TOTAL STATION
• Monitors': battery status, signal attenuation, horizontal and vertical axes status,
collimation factors.
• Computers co-ordinates.
• Traverse closure and adjustment
• Topography reductions
• Remote object elevation
• Distance between remote point
• Investing
• Resection
• Horizontal and vertical collimation corrections
• Setting out
• Vertical circle indexing
• Records, search and review
• On-board software
• Transfer of data to the computer
• Transfer of computer files to the data records
6.9 PLANNING SURVEYS
Assessment of road length requirement for an area (it may be district, state or the
whole country). Preperation of master plan showing the phasing of plan in annual
and or five year plans. For assessing the road length requirement, field surveys are
to be carried out to collect the data required for determining the length of the road
system. The field surveys thus required for collecting the factual data may be
called as planning surveys or fact finding surveys.
7. DESIGN OF PAVEMENT
7.1.CROSS SECTIONAL ELEMENTS OF PAVEMENT
Cross sectional elements according to the I R C recommendation:
1. Road width = 3.5 m for a village road of single lane width.
2. Shoulder width= 1.0 m on each side.
3. Type of Pavement Surface= Thin bituminous surface for low rainfall region based on
4. Design speed = 50kmph
5. Camber value: for thin bituminous surface 2.0% at slope of 1 in 50
7.2 GEOMETRIC DESIGN OF PAVEMENT
7.2.1 SIGHT DISTANCE
7.2.1(a) STOPPING SIGHT DISTANCE (SSD, m):
The minimum sight distance available on a highway at any spot should be of sufficient
length to stop a vehicle travelling at design speed, safely without any collision with any
other obstruction.
SSD (m) = Lag distance + Braking Distance
= vt + v²/ 2gf
Where,
V= Design speed in kmph. = 50kmph
f= coefficient of lateral friction based on design speed. = 0.37 t=2.5sec,
g=9.81m/sec V is in Kmph,
Therefore,
V = 50*0.278= 13.89m/sec
SSD = 13.89*2.5+13.89^2/2*9.81*0.37
SSD = 61.30m.
7.2.1(b) OVERTAKING SIGHT DISTANCE (OSD, m):
The minimum distance open to the driver of a vehicle intending to overtake slow
vehicle ahead with safety against the traffic of opposite direction is known as
Overtaking sight distance.
OSD = 2 x SSD
OSD = 2 x 61.30m
OSD = 122.60m
7.3 HORIZONTAL ALIGNMENT DETAILS
For the smooth change in each direction, horizontal curves are introduced; super
elevation is provided by raising the outer edge with respect to the inner edge of the
pavement to counteract the centrifugal force developed on a vehicle traversing a
horizontal curve.
7.3.1 DESIGN SPEED
The design speed is the main factor on which the geometric design element depends
TABLE 13
Design speed in kmph for various terrain
Terrain
Plain
Rolling
Mountainous
Steep
Road
Classificati
on
Ruling
Minimum
Ruling
Minimum
Ruling
Minimum
Ruling
Minimum
NH&SH
100
80
80
65
50
40
40
30
MDR
80
65
65
50
40
30
30
20
ODR
65
50
50
40
30
25
25
25
VR
50
40
40
35
25
20
25
20
7.3.2 RADIUS OF HORIZONTAL CURVE.
Radius of horizontal curve is given by the relation:
R = V 2 127÷(e + f)
Where:
V=Ruling/Min. speed = 50kmph (since VR)
e=Rate of super elevation =0.07.
f=Coefficient of lateral friction
=0.15 R ruling =V^2/127(e+f)
= 50^2/127(0.07+0.15)
= 89.48m R
= 89.48 say as 90 m
7.3.3 SUPER ELEVATION.
Super elevation is given by the relation.
e = V 2 225R Where,
e= rate of super elevation
V= speed of the vehicle in kmph
R= radius of horizontal curve
e = 502 ÷225×90
=0.123
Super elevation calculated is more than the design standards;
Hence provide a design super elevation of 0.07.
7.3.4 WIDENING OF PAVEMENT ON HORIZONTAL CURVE.
Widening of pavement on horizontal curve is given by the relation.
𝐧𝐥^𝟐
We=
𝟐𝐑
+
𝐕
𝟗.𝟓√𝐑
Where,
n = Number of traffic lanes. = 1 no’s
l = Length of wheel base of longest vehicle = 6.00 m.
V = Design speed, (kmph). = 50 kmph R = Radius of Horizontal Curve =90.00 m
We = 1*6^2/(2*90) + (50/9.5*90^1/2)
= 0.755m
Therefore We = 0.755 m.
7.3.5 LENGTH OF THE TRANSITION CURVE
Rate of change of centrifugal acceleration is given by:
𝟖𝟎
C = (𝟕𝟓+𝐕) ==
𝟖𝟎
𝟕𝟓+𝟓𝟎)
= 𝟎. 𝟔𝟒 𝒎/𝐬𝐞𝐜 ^𝟑
{0.5 < 0.64 < 0.8} Hence the value is acceptable
i. Length of transition curve Ls is given by:
Ls=
𝟎.𝟎𝟐𝟏𝟓 𝐕𝟑
𝐂𝐑
= 0.0215 (50)3 0.64 x 90
= 46.65 m
=say as 47.00 m
ii) Based on rate of introduction of
super elevation
Length of the transition curve Ls is given by,
Ls=E/2*N E=B*e,
B=W+We
Ls=
(W+We) e x N
2
Where,
W = width of the road = 3.5 m
We = extra widening = 1 m
e = rate of super elevation = 0.07
N = assume the pavement to be rotated at the rate of 1 in 150 in rolling terrain
Ls = 27.56m say as 28 m
iii. Based on IRC empirical formula
Ls=2.7V2R
= 2.7 x 502 \ 90
= 75.00 m
The length of the transition curve is maximum of the above three
Therefore the length of the transition curve
Ls = 75.00 m
Shift transition curve= S = Ls^2/24*90
=75^2 / (24*90)
S = 2.604m
7.4 VERTICAL ALIGNMENT DETAILS
The vertical alignment consists of grades and vertical curves; it influences the vehicle
speed, acceleration, deceleration, stopping distance, sight distance and comfort in
vehicle movements at high speeds.
7.4.1. GRADIENTS
Gradient is the rate of rise or fall along the length of road with respect to the horizontal.
TABLE 14
Terrain
Plain or Rolling
Ruling Gradien
3.3%
Limiting Gradient
5%
Gradient selected = 3.3%
7.4.2 SUMMIT CURVE
Length of summit curve for stopping sight distance
We have
SSD = 61.30m
Experimental Gradient
6.7%
N = Deviation angle = 1 +
30
1
=
30
S = Stopping sight distance in m
H=height of eye level of diver above the road surface
h=height of subject above the roadway
a) When L > SSD
L = NS^2/((2H)^1/2+(2h)^1/2)
𝑁𝑆2
L=
4.4
=0.067*61.3^2/4.4
= 57.32m
Therefore,
L = 57.32 m
a) When L < SSD
2𝑆−4.4
L=
𝑁
Therefore,
L =56.388 m
Since L < SSD,
Hence INADEQUATE
So provide the length of summit curve equal to stopping sight distance
A) Length of summit curve for overtaking sight distance
OSD = 2 x SSD = 2 x 61.30 = 122.6m
N = Deviation angle = 1 +
30
1
30
=
S = overtaking sight distance in 122.6 m
a) When L > S
L = NS2÷ 9.6
= 0.067*122.6^2 / 9.6
Therefore L = 105.00 m
b) When L < S
L = 2S – 9.6 N
=2*122.6 – 9.6 /0.067
= 101.90m Therefore,
L =102.00 m L < OSD. Hence UNSAFE
So provide the length of summit curve equal to overtaking sight distance
c) Length of valley curve
d) L = 0.38(NV3 ) 1/2
e) L = 3.471m
7.4.3.DESIGN of FLEXIBLE PAVEMENT as per IRC: 37 – 2001
COMPUTATION OF DESIGN TRAFFIC
The design traffic is considered in terms of the cumulative number of standard axles
to be carried during the design life of the road. This can be computed using the
following equation:
Therefore, A= P (1 + r) x
Where,
A = Number of commercial vehicles per day =500CVPD
P = Number of commercial vehicles at last count
r = Annual growth rate of commercial vehicles = 7.5%
x = Number of years between the last count and the year of completion of Construction
= 2 yrs.
F = VDF = Vehicle damage factor = 3.5 (IRC 37-2001)
n = Design life years = 15 yrs
Cumulative number of standard axels (N)
CSA = 365 [(1+r)n – 1] x A x D x F
0.075
N = 365 [(1+0.075)15 –1] x 500 x1 x 3.5
0.075
N = 16.68 MSA
➢ PAVEMENT DETAILS
Considering the CBR value of 4 %, referring to the IRC: 37 – 2001, plate.no-02 page:31
For value of CBR 4 % & standard axels = 16.68 MSA
a) Total thickness of pavement = 720 mm
b) Granular sub base course (GSBC) = 330 mm
c) Granular base course (BC) = 250 mm
d) Binder course (BC) = 40 mm
e) Wearing course / dense bituminous mix (DBM) = 100 mm CBR = 4%
TABLE 14
Chain
RL of
RL of
Cuttin
Filling
Mean
age
Groun
Formatio
g
Depth
Depth
d
n
Depth
Width
Central
Side
Total Distance
Area
Area
Area
Cutting Filling
7.4.4 EARTH WORK CALCULATION
Total quantity of cutting =5146.239 m3
Total quantity of filling = 5381.152m3
The difference in cutting and filling is = 234.913m3
CONCLUSION
• The primary and detailed investigation to align a new road between two obligatory
points was completed effectively by conducting necessary surveys.
• The transportation is increasing day by day and for a good transportation it is
required to be economical and safe.
• Out of the three routes, route A is selected as the best alignment.
• The project was carried out on a rolling terrain and is designed for village roads. The
difference in cutting and filling is 234.913m3.
WATER SUPPLY AND
SANITARY PROJECT
STAFF INCHARGE
DEPARTMENT OF CIVIL ENGINEERING JSSATE-B
3. WATER SUPPLY AND SANITARY PROJECT
3.1 Objectives
• To formulate and design a water supply scheme to the given village/town, considering the
water available at the reservoir of the New Tank Project as main source of supply.
• To ensure treated water availability at all times of the year at adequate pressures.
3.2 Basic design consideration
• Fore casting of design population by
a. Demographic method
b. Arithmetical Increase method
c. Geometrical Increase method
d. Incremental Increase method
e. Graphical projection method
• Design period is 30 years and stage of expansion for another 10 years
• Per capita water supply: 135 lpcd
• Water requirement
• Water quality as per Indian standards…
3.3 Data to be collected
• Population data for the past 5 decades and floating population of people.
• Area of village and present population density.
• Details of present supply per capita and water qualities, Data on existing sources and its
potentialities for additional requirements.
• Data on existing distribution network-size and type of pipes laid in the streets and their age.
Pressure available at different points of network.
• Sanitary survey of the proposed, source of supply - collect water samples for every 1 km for 5
km along upstream of intakes and 2 km downstream. Analyze the same for the physical,
chemical and bacteriological impurities. State the source of pollution…
3.4 Design of Treatment Units, Transmission main and Distribution System
Design the various units after calculating the design flow. Make provisions for variation in
demand. Design the pump for the necessary head taking into account the difference of RL’s
between pumping station and high-level distribution reservoir, resistance offered by pipe and
appurtenances. Steel pipes may be preferred if diameter exceeds 900mm.
3.5 Drawings to be prepared
➢ Index plan to a scale of 1cm=2km depicting the proposals in general outlines indicating the
roads, location of source, treatment works, alignments for conveying main and location of
community to be served.
➢ A schematic diagram showing the levels of the salient components of the schemes ( in
section) and a line diagram indicating the direction of flow and sequence of operation.
➢ Contour plan of treatment plant site to a scale of 1=100 to locate various units appropriately
to make use of the gravity heads available. Contours of 0.5m interval required.
➢ Layout of the village should be plotted with RL’s at various points to a scale of 1:2000
➢ Longitudinal section of transmission main (horizontal scale 1cm=20 m vertical scale
1cm=1m) showing the pipeline appurtenance used and hydraulic gradient. Line with particular
of length, HW co-efficient and diameter.
➢ Detailed structural drawings of different units of treatment works to a scale of 1:100 giving
all dimensions and hydraulic design parameters.
3.6 Guidelines
3.6.1 Location of Underground Water Source
Underground water source should be as nearer to treatment plant as possible.
3.6.2 Plant Siting
A falling ground or hill is advantageous to accommodate the head loss. The treatment units
may be so located to have sufficient head, resulting in smooth flow from first unit to the last
unit under gravity. The head available at each unit with references to lowest water level at the
reservoir may be checked. Preferably the plant site should be nearer to a nala to discharge the
sludge.
3.6.3 Distribution System
The net available head at the consumer point may be limited to 7m, as higher pressures
increase the cost of installation of stronger pipes, costs of operation leakages and wastes. If the
terrain of the city is undulated, the area may be divided into zones having 30 m difference in
head. Pressure relief values should be necessarily placed at places where the pipes passthrough lowlevel area to ensure safety against bursting due to high pressure. Population
densities in each zone should be marked as this helps to supply adequate water and therefore
the capacity of zonal distribution reservoir can be determined.
3.7 Project Survey Work
1. Block level at treatment plant site:
Equipments:
1.Dumpy level
2.Levelling staff
3.. Arrows
4. Ranging Rods
5.. Tape and Chain
6. Cross staff
7.. Compass
8. Wooden pegs
An area of 100m X 100m is chosen for construction of treatment units. Using chain and cross
staff construct blocks of 5m dimension in an area of 100m X 100m. Using compass and tape,
fix the corners of the block. Find the bearings of the borderline. Fix pegs at corners of each
block. Determine the RL’s at these pegs.
Draw contours with an interval of 0.5 m (Scale 1:100)
2. Longitudinal section and cross section of transmission main
From the intake point to the treatment plant site and from the location of the pumping station
at the treatment plant site, to the high level distribution reservoirs, align the transmission line
(to be short route but economical). Determine ground levels along this line at an interval of 15
m and cross section at 90 m. along the cross section determine the RL’s at an interval of 5 m
for a distance of 15 m on either side of transmission line.
3. Layout of Distribution System
Equipments
iPlane table and its accessories
ii. Ranging rods
iii. Dumpy level and leveling staff
iv. Tape and chain
Plot the layout of the village to a scale of 1:2000 using plane table, show the plan, the
proposed pipelines. RL’s at every 10m intervals and at junctions, pipe detail like length,
diameter and Hazen William’s co-efficient. The pressure available at tapping point should be
marked. The direction of flow position and type of valves, population density should be marked
on this plan. Future expansion should also be marked on the plan.
4. Block level at Wastewater treatment plant site:
Equipments:
i. Dumpy level
ii. Levelling staff
iii. Arrows
iv. Ranging Rods
v. Tape and Chain
vi. Cross staff
vii. Compass
viii. Wooden peg
An area of 100m X 100m is chosen for treating wastewater at low lying area. Using chain
and cross staff construct blocks of 5m dimension in an area of 100m X 100m. Using compass
and tape, fix the corners of the block. Find the bearings of the borderline. Fix pegs at corners of
each block. Determine the RL’s at these pegs.
Project Report:
The water supply project report for the village should consists the following
1. Historical retrospect Leading to the demand of the project
2. General considerations Short description of the existing facilities, present area served,
future areas to be included, topographical and hydrological features of the area and
surroundings, present and design population including floating population, facilities for
transport etc.
3. Water requirements Facts and assumptions made in arriving at average daily demand,
industrial and fire demand components, variation in consumption. Anticipated total water
demand under the project. 4. Source of supply Description of available nearby source, sanitary
conditions of the source and chances of contamination. Suitability and potentialities of the
source and nature of its developments.
5. Methods of purification Quality of water with respect to various characteristics
recommended for drinking. Line diagram of the treatment process. Expected results and
special treatments if any.
6. Pumps and pumping stations Type and HP of pumps, stages, stand-by
imported, mode of motive power.
units,
heads
7. Distribution system Location of distribution reservoirs (ground level and elevated),
minimum pressures available in the distribution system. Provision for firefighting: type and No.
of hydrants.
8. Cost Analysis Assumptions made for the availability of funds for an economical design.
Estimation of cost of the project.
9. Summary Review of whole scheme in brief and achievements in relations to objectives.
ANNEXURE –I
Forecasting of Future Population
Data required:
1. Number of existing houses in the layout.
2. Total number of houses in the layout when all the houses are constructed in future.
3. Location and nature of the existing source.
4. Distance from source to overhead supply tank, L.
Assumptions:
1. Number of people in each house: 6
2. Per capita water consumption: 135lpcd
3. Hours of pumping: 8 hours
4. Velocity of flow of water in pipe: 1.5 m/sec.
➢ Forecasting of Future Population using Incremental Increase Method
Year
Population
Increase in
Population
Incremental Increase in
Population
X=
Y=
1983
1993
2003
2013
The future population Pn = 𝑃0 + 𝑛𝑥̅+ 𝑛 (𝑛+1) /2 .Y
Where
Pn = Population after n decades from present (i.e., last known census)
𝑥̅= Average increase of population of known decades
𝑦̅ = Average of incremental increase in population of the known decades..
ANNEXURE –II
Calculations for Design flow:
Existing Population=Existing number of houses x 6
Future Population = 1127say X
Quantity of water required per day ie. Average daily demand = 1127 x 135 =
152145sayY lts/day Assuming maximum demand to be 1.8 times the average demand
Maximum demand = 1.8 x 152145 = 273861 say Z lts
➢ Design of Pump for lifting water from Borewell to Treatment Plant
Location of Underground Water Source:
Since there are no surface water sources in Kaiwara, public water supply mainly depends on
underground water sources. The site located for borewells should be nearer to treatment plant
unit. Submersible pumps should be designed for lifting water from underground water source
to treatment plant.
Since the pump has to lift water from borewell to treatment plant discharge should be three
times the maximum demand i.e., 3Zlts
Let us assume that the borewell yields 3 inches i.e., 9329 lts of water per hour at depth of 800
ft.
Since the Discharge required = 3xZx10/ 3 24𝑥60𝑥60 = 0.0727say d cumecs, hence 2 borewells
are required and the submersible pumps are working for 13 hours a day to supply full days
demand.
Maximum discharge from each pump = 𝑑𝑥24 /13 = 0.134 say e cumecs
Now, assuming the flow velocity through the pressure pipe to be 2 m/sec
Area of the delivery pipe = Q/V = 𝑒 2 = 0.067 say f m2
Diameter of the delivery pipe = √ 𝑓𝑥÷4
Deliver Head = Staging height + pipe bend
= 8.25 + 1.0 = 9.25 m
The static head is 800 ft i.e., 244 m
Head loss due to friction in the delivery pipe can be calculated using Darcy-Weisbach formula
HL = 𝑓 ′𝐿𝑉 ÷ 2𝑔D
HL = Head loss in meters L=Length of pipe in meters
D= Diameter of the pipe in meters
V=Mean velocity of flow through the pipe in m/sec
G=Acceleration due to gravity=9.18 m/S2 f’ = Dimensionless friction factor varying b/w 0.02
(for new smooth pipe) to 0.075 (for old rough pipes)
Total head lift required = Delivery Head + Static Head + Head loss due to friction in delivery
pipe
Break Horse Power of Pump = 𝜔𝑄𝐻÷ 0.735𝜂 = 9.81𝑄𝐻 0.735𝑥0.8 = 466.275 Hp
Water Horse Power of Pump = 𝜔𝑄𝐻 ÷0.735 = 9.81𝑄𝐻 0.735 = 373.02Hp
Design of Treatment Plant Units
➢ Design of Screens
Assume that the velocity through the screens is not allowed to exceed 0.8 m/sec
The net area of screen openings required =Max.discharge in cumecs
Velocity of flow
Using rectangular steel bars in the screen, having 1 cm width and placed at 5 cm clear
spacings, we have
The gross area of the screen required =Net area of the screen x 6 = 0.0795say, S m2
5
Assuming that the screen bars are placed at 600 to the horizontal, we have
The gross area of the screen =
S
5in600
=
➢ Design of Rectangular Sedimentation Tank with Mechanical Sludge Removal
Arrangement
Quantity of Water to be treated in 24 hours = 273.861say Z cumecs Assume a detention period
of 6 hours and the velocity of flow through the tank as 20 cm per minute
Therefore, quantity of water to be treated during the detention period of 6 hours
= 𝑍.6
24
i.e. the capacity of the tank required = 68.46cubic meters
Velocity of flow to be maintained through the tank=20cm/minute=0.2 m/minute
Therefore, the length of the tank reqd. = Velocity of flow x Detention period
= 0.2 x (6x60) = 72 m
Cross Sectional area of the tank required =
Capacity of the tank
Water depth i.e 4 m
Using a free board of 0.5m, the overall depth = water depth + 0.5 m = 4 + 0.5 = 4.5 m.
➢ Design of Filtration Unit
Since it is a small village Slow Sand filter with 6 filter beds is enough to treat the water
Assume rate of filtration as 180 liters/hr/sq.m
Therefore, rate of filtration per day= (180 x 24) liters/sq.m/day
Total surface area of filters reqd. =
𝑀𝑎𝑥𝑖𝑚𝑢𝑚 𝑑𝑎𝑖𝑙𝑦 𝑑𝑒𝑚𝑎𝑛𝑑
𝑅𝑎𝑡𝑒 𝑜𝑓 𝑓𝑙𝑡𝑟𝑎𝑡𝑎𝑡𝑖𝑜𝑛 𝑝𝑒𝑟 𝑑𝑎𝑦
=
Now, 6 units are to be used; out of them, one is to be kept as stand by and hence only 5 units
should provide the necessary area of filter required
Therefore, the area of each filter unit=1×total surface area reqd
5
Now, if L is the length and B is the breadth of each unit, then assume that L=2B
L x B = Area of each filter unit
i.e. 2B x B = Area of each filter unit
B=√
𝐴𝑟𝑒𝑎 𝑜𝑓 𝑒𝑎𝑐ℎ 𝑓𝑖𝑙𝑡𝑒𝑟 𝑢𝑛𝑖𝑡
2
=
And L = 2 x B=
➢ Disinfection by Chlorination
Let us assume that 0.3 ppm of chlorine is required for disinfection and the bleaching powder
contains 30% chlorine
Therefore, amount of chlorine required daily (based on annual average consumption)
= chlorine dose x Max. daily demand
= 0.3 x Max. daily demand
Since the chlorine content in bleaching powder is 30% , then 30kg of chlorine is contained in
100 kg of bleaching powder.
Therefore, amount of bleaching powder required daily (based on annual average consumption)
𝐴𝑚𝑜𝑢𝑛𝑡 𝑜𝑓 𝑐ℎ𝑙𝑜𝑟𝑖𝑛𝑒 𝑟𝑒𝑞𝑢𝑖𝑟𝑒𝑑×100
30
=
Annual consumption of bleaching powder
= Amount of bleaching powder required daily x 365
=
➢ Design of Pump for lifting water from Treatment Plant to Over head Tank
Maximum demand=
Assuming that the pumps are working for 4 hours a day to supply full days demand
Maximum draft required, Q=
Now, assuming the flow velocity through the pressure pipe to be 1.5 m/sec
Area of the pipe required, A = Q/V=
Diameter of the pipe required = D =√A×4÷π
Head loss due to friction can be calculated using Darcy-Weisbach formula
HL = 𝑓 ′𝐿𝑉 2 ÷2𝑔D
HL = Head loss in meters
L=Length of pipe in meters
D= Diameter of the pipe in meters
V=Mean velocity of flow through the pipe in m/sec
G=Acceleration due to gravity=9.18 m/S2
f’ = Dimensionless friction factor varying b/w 0.02 (for new smooth pipe) to 0.075 (for old
rough pipes)
Total head lift required = The difference in elevation or head difference between treatment plant
and supply tank + Head loss due to friction.
Break Horse Power of Pump=
Water Horse Power of Pump=
𝜔𝑄𝐻
=
0.735Ƞ
𝜔𝑄𝐻
=
0.735Ƞ
➢ Design of Supply Tank or Overhead Tank Dimension
Capacity of supply tank or over head tank = 2 x Z=
Capacity of supply tank = T lts
w.k.t. 1m3 = 1000 lts
Therefore, T lts =
Let us assume a Rectangular Overhead Tank with 3 meters height
herefore, volume of the tank = L x B x H
w.k.t for a rectangular tank L = 2B
then, volume of the tank = 2B x B x 3
𝑻
𝒎^𝟑 =6B^2
𝟏𝟎𝟎
𝟎
B=√
𝑻
𝟔𝟎𝟎𝟎
=9.6m
Therefore
L=√
𝑻
𝟔𝟎𝟎𝟎
× 𝟐=19.2mm
ANNEXURE –III
➢ Design of Main Supply Pipe
Survey Report -2021
TOWN PLANNING
TOWN
PLANNING
STAFF INCHARGE
DEPARTMENT OF CIVIL ENGINEERING JSSATE-B
CIVIL ENGINEERING DEPARTMENT, JSSATEB
1
Survey Report -2021
TOWN PLANNING
ACKNOWLEDGEMENT
This is a technical report on urban town planning carried out at Kaiwara under the guidance of
Prof.Shashikumar.
We thank Dr. Nagabhushana, Professor and head the department for constant support and
encouragement. Also, we sincerely thank Prof. Shashi Kumar and camp officer Prof. S Vivek for
motivation and timely suggestion in the preparation of this report.
CIVIL ENGINEERING DEPARTMENT, JSSATEB
2
Survey Report -2021
TOWN PLANNING
CONTENT
1. Introduction:





Definition
Importance
Objectives
Types of survey
Zoning and importance of zoning
2.Statutory guidelines





URDPFI guidelines
BBMP bylaws
BDA master plan
Karnataka municipalities Model building bylaws-2017
National Building Code (NBC-2016)
3.Surveys Conducted







o
o
o
Socio-Economic Survey
Demography survey
Human population
Religious or caste
Growth of population over last ten years
Future projection for next 10 years
Land use/utilisation survey
Reconnaissance survey
Contour map of selected property
Excavation plan
CIVIL ENGINEERING DEPARTMENT, JSSATEB
3
Survey Report -2021
TOWN PLANNING
o Layout plan (conceptual and working plan)
o Block levelling
o Infrastructure survey
4.Design of layout elements






Road
Water supply lines
Sewer lines
Overhead tank
Water treatment plant
Sewage treatment plant
5.Summary/Conclusion
6.Reference
CIVIL ENGINEERING DEPARTMENT, JSSATEB
4
Survey Report -2021
TOWN PLANNING
1.Introduction:
Town planning in India is not new. The planning of towns and villages was done in a scientific manner even
in Vedic times. Some of the principles on which this was based, are valid even today. The science of ancient
town planning is expounded in the Shilpa Shastras, Niti Shastras and Smriti Shastras and also in the treatises
on astrology and astronomy. Descriptions of towns and villages occur very frequently in the Vedas. Vedic
civilization recorded remarkable progress in village and town planning. The content of all treatises on Shilpa
Shastras reveal that the problems of town planning and architecture were resolved scientifically. It reflects
scientific knowledge, methodical treatment and implementation of Shastras in planning towns and building
edifices. The Shilpa Shastras stressed on town planning schemes to be carried out according to its suitability
and with reasons (Yukta). An individual was allowed full play for his imagination within the norms laid
down by Shilpa Shastras. The profession of Sthapati (Architect, Town Planner) was well recognized and the
Sthapati and his sub-ordinates were considered the upper crust of society.
The scope of ancient Indian town planning included all relevant requirements for a healthy civic life. It
includes descriptions of temples (mandira, devalaya), market (apana), streets and lanes (path, vithi), royal
palaces, housing of citizens (sarvajana-grihavasa), arched gateways, sheds for drinking water (prapa),
pleasure garden (aram-griha), tanks and reservoirs, wells, city wall, moats, forts, etc.
The Kaiwara village has population of 6106 of which 3103 are males while 3003 are females as per
Population Census 2011.
In Kaiwara village population of children with age 0-6 is 645 which makes up 10.56 % of total population
of village. Average Sex Ratio of Kaiwara village is 968 which is lower than Karnataka state average of 973.
Child Sex Ratio for the Kaiwara as per census is 955, higher than Karnataka average of 948.
Kaiwara village has higher literacy rate compared to Karnataka. In 2011, literacy rate of Kaiwara village
was 79.23 % compared to 75.36 % of Karnataka. In Kaiwara Male literacy stands at 84.35 % while female
literacy rate was 73.96 %.
History of kaivara:
Kaiwara is a small town in the Chickballapur district of Karnataka state, located northeast of Bangalore,
India. Chintamani Town is the nearest Taluk Centre and a business hub of this part of Karnataka. Kaiwara’s
latitude :13.3393 and longitude: 77.9892. According to census of 2011 the population of kaiwara was noted
to be 6106 which includes male population of 3103 and female population of 3003.Kaiwara is famous for
Saint Narayanappa (1730-1840 AD), popularly known as Kaiwara Narayana Thata of Lord Vishnu, in both
Kannada and Telugu languages.
CIVIL ENGINEERING DEPARTMENT, JSSATEB
5
Survey Report -2021
TOWN PLANNING
Definition :
Town planning is a technical and political process concerned with the development
and use
of
land, planning permission, protection and use of the environment, public welfare, and the design of
the urban environment, including air, water, and the infrastructure passing into and out of urban areas, such
as transportation, communications, and distribution networks.
Urban planning is also referred to as urban and regional planning, regional planning, town planning, city
planning, rural planning, urban development . It is considered an interdisciplinary field that includes social,
engineering and design sciences.
Urban planning is closely related to the field of urban design and some urban planners provide designs for
streets, parks, buildings and other urban areas.
Importance:
Planning the town involves the intricate details of understanding the requirements of the towns and its
various divisions and utilizing the land to the best of benefit. It is like promoting development by
implementing decisions and turning the town into a planned city, without interfering with the environmental
features. The planners work in two ways to go about the planning. They either chalk out the structure of a
brand new area of the town or inject suitable ways to reform the existing land to ensure spatial relief to the
eyes, adequate light everywhere, proper drainage system and clean drinking water.
In broad terms Town Planning can be separated up into two parts; strategic planning and land use
management. Strategic planning is a long term plan of what will be happening in a year, or two years etc.
This is used for future developments in Town Planning for whole new towns and also, for redesigning or
developing existing towns. Land use management is what each part of land will be used for, this is includes
building restrictions, zoning, water systems, sewerage etc.
Town planning can be the most interesting subject for an architect or an engineer. It is one of those rare
moments that you can cherish for life of being a part of something that’s creative and fulfilling. The task of
town planning will involve several aspects of modern life that have to be considered and even included
within its purview as well as leave enough scope for the inclusion of newer developments with time for the
betterment of its people.
If planning is not done then houses may emerged before installation of electricity grids and water supply
systems. Hospitals can be raised at the unapproachable area and industries may raise before installation of
the transportation system. And it is important to keep in mind that town planning is not limited to the
development of streets and civic amenities. It’s motto shall be encompassing all the facilities with aesthetic
surroundings and to provide the better standards of living to the people.
CIVIL ENGINEERING DEPARTMENT, JSSATEB
6
Survey Report -2021
TOWN PLANNING

Environmental protection is also one of the reasons why companies offer urban planning
services

Sustainable infrastructure is one of the reason why most of the urban areas are seeking the
services of urban planning companies

There is need for urban areas to implement effective plans that aim to make the urban areas
more conducive for human population

Urban planning aims at reducing some of the problems such as pollution that is usually
caused by human activities

One of the importance of urban planning is to enable corrections of mistakes that had earlier
being made in design of urban areas.
Objectives:










To create and promote healthy conditions and environments for all the people.
To make right use of the land for the right purpose by zoning.
To ensure orderly development
To avoid encroachment of one zone over the other social, economic, cultural and recreational
amenities,etc.
Recreational amenities - open spaces, parks, gardens & playgrounds, town halls stadiums
community centers, cinema houses, and theatres.
To preserve the individuality of the town.
To preserve the aesthetics in the design of all elements of town or city plan.
To promote planned, economic, scientific and artistic development of towns, cities and rural
areas.
To promote the general interests of those engaged in the practice in town and country
planning.
To foster the teaching of subjects related to town and country planning and assist in
providing such teaching.
Types of survey:
These are broadly classified as
1. Socio‐Economic Survey :
Demographic survey is concerned with collection of socio economic data regarding
characteristics of human populations, such as growth, density, distribution, and vital
statistics. This survey forms base for not only understanding current socio demographic
CIVIL ENGINEERING DEPARTMENT, JSSATEB
7
Survey Report -2021
TOWN PLANNING
characteristics of specific area but also projections of future population and related
infrastructure.
2. Land Use / Utilization Survey :
Land use survey is commonly undertaken with the purpose to identify developed and
undeveloped areas for analysis of physical distribution and condition of existing
development for future projections. In case of ground verification of the land use map
prepared by remote access or by various secondary sources.
3. Density Survey :
Density surveys are done to understand the relationship between built up area and
population density. It is taken up for assessment of infrastructure
requirement to reduce congestion, appropriate availability of land for activities and
services required by residents for good quality of life.
4. Infrastructure Surveys :
Infrastructure survey includes the survey of existing infrastructure within and
surrounding the study area in terms of its population.
Physical infrastructure indicators: transportation, water supply, wastewater, sewerage, and
solid waste management infrastructure.
Social infrastructure indicators: educational, civic and utilities, health care.
Zoning and importance of zoning:
Zoning is the process of dividing land in a municipality into zones (e.g. residential, industrial) in
which certain land uses are permitted or prohibited. The type
of
zone
determines
whether planning permission for a given development is granted. Zoning may specify a variety
of outright and conditional uses of land. It may also indicate the size and dimensions of land area
as well as the form and scale of buildings. These guidelines are set in order to guide urban
growth and development.
Areas of land are divided by appropriate authorities into zones within which various uses are
permitted.[4] Thus, zoning is a technique of land-use planning as a tool of urban planning used by
local governments in most developed countries. The word is derived from the practice of
designating mapped zones which regulate the use, form, design and compatibility of
development. Legally, a zoning plan is usually enacted as a by-law with the respective
procedures. In some countries, e. g. Canada (Ontario) or Germany, zoning plans must comply
with upper-tier (regional, state, provincial) planning and policy statements.
There are a great variety of zoning types, some of which focus on regulating building form and
the relation of buildings to the street with mixed-uses, known as form-based, others with
separating land uses, known as use-based or a combination thereof.
The reasons that good land use guidance is important can include preserving property values that
might decline if someone pops an undesirable business down in the middle of a residential
neighbourhood.
The regulation of matters such as setbacks (meaning the number of feet from a street or an
adjoining property line that must be maintained free of structures) helps with a solid urban
design. Two homes inappropriately close together in a neighbourhood where there is some real
CIVIL ENGINEERING DEPARTMENT, JSSATEB
8
Survey Report -2021
TOWN PLANNING
room to roam around each house would tend to detract from the neighbourhood and therefore
property values.
IMPORTANCE :








Provides stability for land market by predicting future land uses
Fosters economic development
Protects aesthetic and environmental resources
Provides efficient provision of public services
Protects community character
The population is distributed throughout the town by zoning regulation so that there is no
concentration of population in any one particular zone
It prevents encroachment of one zone upon another adjacent to it
Business or commercial areas are also separately located with their garages and service
stations at a distance from the residential areas
2. Statutory Guidelines:
URDPFI GUIDELINES: [Urban And Rural Development Plans Formulation
and Implementation]
Introduction: The first National level planning guidelines ‘The Urban Development Plans
Formulations and Implementation Guidelines’ (UDPFI) were framed in 1996. Since then, many
changes have taken place in the field of urban development especially in view of emerging needs
and requirements of urban settlements due to rapid population growth and other reasons like
globalization and liberalization. The towns and cities have been more dynamic in nature and are
subject to unprecedented changes in terms of requirements of infrastructure and other basic
services/ amenities. Besides, new emerging aspects like inclusive planning, sustainable habitat,
land use and transport integration at planning stage, preparation of Comprehensive Mobility
Plans (CMP) for urban transport, Service Level Benchmarks, disaster management,
environmentally sustainable transport and urban reforms have given a new dimension to the
planning process. Therefore ,it necessitated to revisit the UDPFI Guidelines,1996.
Need of guidelines:

System that is dynamic, flexible and efficient.

Process that is less time consuming.

Innovative ideas of land assembly and fiscal resource mobilization.
CIVIL ENGINEERING DEPARTMENT, JSSATEB
9
Survey Report -2021

TOWN PLANNING
Simple and effective form of laws, rules and regulations.
It consist of :
1. Perspective Plan - To develop vision and provide a policy framework
for urban & regional development and further detailing
 20‐30 years & Long Term Perspective
2. Development Plan - To prepare a comprehensive Development
plan for urban areas, Peri urban areas under control of Development
authority/ Metropolitan Planning Committee.
 20‐30 years
3. Annual plan - To translate Development Plan in the context of
annual physical & fiscal resource requirement. To monitor plan
implementation with performance milestones.
 1 year
4. Project/ Research - To focus on project related investments, Costing
and returns & for the studies required to or post plan formulation. This
should be a continuou process to support planning and implementation

5‐20 years.
CIVIL ENGINEERING DEPARTMENT, JSSATEB
1
0
Survey Report -2021
TOWN PLANNING
STRUCTURE OF THE URDPFI GUIDELINES
Introduction
Plan Formulation
Resource Mobilisation
Regional Planning
Approach
• Need for revision of UDPFI Guidelines
1996, Recommended planning system
for India
• Planning Process, Contents of various
level of plans
• Land assembly , fiscal resource
mobilisation, good governance,
institutional set up
• Aspects of regional Planning &
classification of region in Indian
context & its plan implementation
Urban Planning
Approach
• Guidelines for study on location &
settlement setting , distribution of land
use , city topology , planning for
townships
Sustainability
Guidelines
• Planning for impact of climate change ,
environment policies & statuary
distribution & Disaster management
Infracture Planning
• Safety management, Commercial
activity.Details for transportation
planning
General
Recommendation
• Recommendations to s2.1.everal
Ministries,State Governance
CIVIL ENGINEERING DEPARTMENT, JSSATEB
1
1
Survey Report -2021
TOWN PLANNING
BBMP Byelaws:
Byelaw is the construction of any building, certain restrictions are laid down by municipal
bodies, urban development authorities and other government departments as town planning trusts
to clear open space to be left around the building.
Objectives of building byelaws:






Allows systematic and disciplined growth of buildings and towns.
Protect safety of public against fire, noise, health hazards and structural failures.
Provides proper utilisation of space. Hence maximum efficiency in planning can be
derived from these byelaws.
They give guidelines to the architect or an engineer in effective planning and useful in
pre-planning the building activities.
They provide health, safety and comfort to the people who live in buildings
Due to these byelaws, each building will have proper approaches light, air and ventilation
which are essential for health, safety and comfort.
Some Terminologies :

Amenities : It means the roads, open spaces, parks, recreational grounds, gardens, water
supply, electric supply, lighting, sewerage and conveniences

Apartment : It means a part of the property intended for any type of independent use
including one or more rooms in building intended to be used for residential and other
purposes

Authority : It means the Commissioner of the Bangalore Mahanagara Palike to whom the
power of sanction of building licenses are delegated by the Commisioner

Balcony : It means a horizontal cantilever projection including a handrail or balustrade, to
serve as passage or sit out place

Building : It is a house, out-house, stable, privy, shed, well, verandah, fixed platform, plinth,
door step and any other such structure whether of masonry, bricks, wood, mud, metal or any
other material whatsoever
CIVIL ENGINEERING DEPARTMENT, JSSATEB
1
2
Survey Report -2021

TOWN PLANNING
Building line : It means the line upto which the plinth of buildings may lawfully extend
within the plot on a street or an extension of a street and includes the line prescribed, if any,
or in any scheme

Common wall : It is a wall built on land belonging to two adjoining owners, the wall being
the joint property of both owners.

Corporation : It is the Bangalore Mahanagara Palike established under the Act, which is also
called as the Bangalore Mahanagara Palike

Covered area : It is the area covered by building / buildings immediately above the plinth
level

Floor area ratio(FAR) : It is the quotient obtained by dividing the total covered area of all
floors by the area of the plot. Floor area includes the mezzanine floor also.

Frontage : It is the width of the site abutting the access road

Height of Building : It is the vertical distance measured, in the case of flat roofs, from the
average level of the ground around and contiguous to the building up to the highest point of
building

High rise building or Multi-Storeyed Building : It is a building of a height of 24meters or
more above the average surrounding ground level

Licence :It is a permission or authorisation in writing by the Authority to carry out work
regulated by the bye-laws

Open space : It is an area forming an integral part of the plot, left open to sky.
BDA Master plan: [Bangalore Development Authority]
Introduction : A Master Plan is a comprehensive document which provides the broad
framework and direction for the growth and development of the city
Aim :

A Master Plan aims to integrate the various sectoral plans taking into consideration the
overall requirements in terms of land, infrastructure services, physical and social amenities,
environmental aspects etc. over a 10-20 year time frame
CIVIL ENGINEERING DEPARTMENT, JSSATEB
1
3
Survey Report -2021

TOWN PLANNING
The plan aims to project the population, lay down the overall space, and provide direction for
the future growth and development of City keeping in view the larger perceptive
Contents :

PART 1 - Legal Provisions, Scope, Content, Limitations and FAQs

PART 2 - Extent Of Local Planning Area Op Bangalore Development Authority

PART 3 - Population Projections

PART 4 - Rationalization Of Jurisdictions Of Planning Districts For RMP 2031

PART 5 - Transport Sector

PART 6 - Water And Waste Weir

PART 7 - Solid Waste Management

PART 8 - Electricity/Powe Supply

PART 9 - Development Scenarios

PART 10 - Tentaive Schedule For Stakeholders Consultants
Karnataka municipalities model building byelaws-2017:
Karnataka Municipalities Model Building Bye where the Government of Karnataka proposes
to make in exercise of the powers conferred by sub section 325 of the Karnataka Municipalities
Act, 1964 (Karnataka Act 22 of 1964) is published as required by sub-section (1) of section 325
of the said Act. All mandatory Master Plan or Zonal Regulations regarding use, land use,
coverage, FAR, setback or open space, height, number of stories, number of dwelling units,
parking standards etc. for various categories of buildings including modification are available in
these Bye-Laws
2.4.2 Contents :

Title, Commencement, Application

Definitions

Jurisdiction/Applicability And Procedural Requirements For Obtained Building License

Development Regulations

General Building Requirements And Services
CIVIL ENGINEERING DEPARTMENT, JSSATEB
1
4
Survey Report -2021
TOWN PLANNING

Provisions For High Rise Development

Provisions For Structural Safety

Land Use Zones

Provisions For Differently-Abled, Elderly Persons And Children

Rain Water Harvesting

Green Buildings And Sustainability Provision

Fire Protection And Fire Safety Requirements

Conservation Of Heritage Sites Including Heritage Buildings, Heritage Precincts And
Natural Feature Areas

Streamlining Of Building Plan Approvals

Climate Resilient Construction – Integration Of Environmental Clearance With Sanction.
National building code (NBC-2016):
Introduction:
The Natinal Building Code of India is a national instrument providing guidelines for regulating
the buiding construction activities across the country . The Code mainly contains administrative
regulations, development control rules
and
general
building
requirements,
fire
safety
requirements, stipulation regarding materials, structural design and construction and building and
plumbing service
Salient Features of NBC :

Inclusion of a complete philosophy and direction for successfully accomplishing the building
projects through integrated multidisciplinary
Approach right from conceptual stage through planning, designing, construction, operation
and maintenance stages

A series of reforms in building permit process
CIVIL ENGINEERING DEPARTMENT, JSSATEB
1
5
Survey Report -2021

TOWN PLANNING
Provision for ensuring safety of buildings against natural disaster & certificate of structural
sufficiency by structural engineering

Permission of two stage permit for high rise residential and special buildings

Fire safety norms completely revamped through detailed provisions on fire prevention,life
safety and fire protection.

Promotion to new or innovative building materials or technologies

Up gradation of provision of safety in construction

Provision on rain water harvesting.
3. Surveys conducted:
Socio-Economic Survey :
Demography Survey - Demographic survey is concerned with
collection
of
socio‐
economic data regarding characteristics of human populations, such as growth, density,
distribution, and vital statistics. This survey is to be done in rare cases only as Census of India
provides detailed information of demography. It includes ƒ

Population and its distribution, ƒ

Population density

Age‐sex composition and literacy rate

Growth of population (natural and migratory)

Population projection based on scenarios
Human Population - The Kaiwara village has population of 6106 of which 3103 are males
while 3003 are females as per Population Census 2011.
In Kaiwara village population of children with age 0-6 is 645 which makes up 10.56 % of total
population of village.
As
per
URDPFI
Guidelines
based
on
census
classification
and
State
experiences ,Small towns can be referred as ‘transitional towns’ mentioned in the 74th CAA whe
re a Nagar Panchayat (as a municipality) is to be formed for an area in
transition from a
rural area to an urban area.
CIVIL ENGINEERING DEPARTMENT, JSSATEB
1
6
Survey Report -2021
TOWN PLANNING
Religious/caste-Heritage or Religious areas and cities with historical and tangible or
intangible cultural values ; preserved , conserved and
evolved by socialinteractions and changing economic factors have given shape to tourism in thes
e cities.
As per URDPFI Guidelines, proposed land use structure of religious city.
PERCENTAGE OF
SL.NO
LAND USE CATEGORY
1
Residential
35‐40
2
Commercial
5‐7
3
Industrial
4–5
4
Public and Semi‐Public
10‐12
5
Transport and Communication
12‐14
6
Recreational & water bodies
10‐12
7
Special areas (including religious areas)
7‐10
TOTAL
100
DEVELOPABLE AREA
Growth of population over last ten years:
CIVIL ENGINEERING DEPARTMENT, JSSATEB
1
7
Survey Report -2021
TOWN PLANNING
The "population growth rate" is the rate at which the number of individuals in a population
increases in a given time period, expressed as a fraction of the initial population. Specifically,
population growth rate refers to the change in population over a unit time period, often expressed
as a percentage of the number of individuals in the population at the beginning of that period.
As per 2001 Indian census , Kaiwara Population was 5488. Population increases by 11.3%
according to 2011 Indian census of population 6106 over last ten years.
6200
6100
POPULATION GROWTH
6000
5900
5800
5700
5600
KAIWARA
5500
5400
5300
5200
5100
2001
2004
2008
2011
YEAR
Future projection for next 10 years:
Forecasting Of Future Populatoin Using Incremental Increase Method
Year
Population
Increase in Population
CIVIL ENGINEERING DEPARTMENT, JSSATEB
Incremental Increase
in Population
1
8
Survey Report -2021
TOWN PLANNING
1991
4880
2001
5488
608
2011
6106
618
10
x̅ = 613
y̅ = 10
The Future Population , Pn = Po + nx +
𝑛(𝑛+1)y
2
Where ,
Pn = Population after n decades from present (i.e. last known census)
x̅ = Average increase of population of known decades
y̅ = Average of incremental increase in population of the known decades
For 2021 ,
P2021 = 6106 + (1X613) +
1(1+1)X10
2
P2021 = 6729
For 2031,
P2031 = 6106 + (2X613) +
2(2+1)X10
2
P2031 = 7362
By Interpolating ,
Future Projection for next fifteen years is given by
P2026 = 7046
Land use/utilisation survey:
1. Reconnaissance Survey - This survey does not require direct contact with population of
the study area. It is quick overview of the area. Visual or Reconnaissance surveys are direct
inspection
surveys, which are performed by survey teams moving in a vehicle or walking. This type of surv
ey can be used in the initial stages of the investigation, often after preparing initial checklist. It p
erforms variety of functions, such as:

Familiarize with study area.
CIVIL ENGINEERING DEPARTMENT, JSSATEB
1
9
Survey Report -2021
TOWN PLANNING

Give initial impressions of the physical and social state of an area.

Identify selected areas for further investigation.

Generate ideas for development of checklist.
2. Contour
map
of selected
property
-
The regions that have contours
defined
by seamless connectivity of people and economic activities.
3. Excavation Plan - Excavation is the process of removing earth to form a cavity in the
ground.On small sites or in confined spaces, excavation may be carried out by manual means
using tools such as picks, shovels and wheelbarrows. Larger scale excavation works will require
heavy plant such as bulldozers and backactors.
4. Layout Plan (Conceptual & Working Plan ) - They are a crucial part of construction
management, as sites can be very complex places involving the co-ordination and movement of
large quantities of materials as well as high-value products, plant and people. Effectively and
accurately laying out a site can help ensure that the works are undertaken efficiently and safely.
Careful sizing and positioning of temporary facilities can help reduce travel times, congestion,
waiting times, and so on, and help to make the site a more effective workplace with better
worker morale.
5. Block levelling - In this method, the whole area is divided into number of squares, the side of
which may vary from 5m to 30m depending upon the nature of the ground and the contour. The
square may not be of the same size throughout.
6. Infrastructure survey - Transport, utility and public services create unique demands on
measurement survey requirements. How do you get what you need accurately and quickly, and
still ensure that the infrastructure remains unaffected, Plowman Craven, with its experience and
technical expertise, is well positioned to operate in these scenarios.
CIVIL ENGINEERING DEPARTMENT, JSSATEB
2
0
Survey Report -2021
TOWN PLANNING
4. DESIGN OF LAYOUT ELEMENTS:
Calculation for Design flow
Existing population=1412 X 4= 5648
Future population =7045
Average daily demand =7045 X 135 = 951075 lts/day
Maximum demand = 1.8 X 951075= 1711935 lts/day
Design of main supply pipe:
−3
Maximum demand =
1.8∗951075∗10
= 0.01981 cumecs
24∗60∗60
Assume peak factor =2 for 10 hours of pumping
−3
Peak discharge = 1.8∗951075∗10 ∗ 2 = 0.09501 cumes
10∗60∗60
Assume velocity through pressure pipe as 1.5 m/s
Area of pipe A = 𝑄 = 0.09510 = 0.0634 𝑚2
𝑉
1.5
𝐴∗4
Diameter of the pipe required = D =√
𝜋
0.0634∗4
D=√
𝜋
D = 0.284m = 28.4cm
D = 284mm
Gradient required is given by :
V = 0.849 x C x 𝑅0.63 x 𝑆0.54
C = 140, R =
𝐷
4
for PVC
CIVIL ENGINEERING DEPARTMENT, JSSATEB
2
1
Survey Report -2021
1.5 = 0.849 x 140 x (
TOWN PLANNING
0.284 0.63
)
x 𝑆0.54
4
S = 6.515 x 10−3
S = 1:154 ≈ 1:150
Design of Sub-Mains:
Discharge of each sub-mains =
0.09512 =
0.04756 cumes
2
𝐴 = 𝑄1 =
1
0.04756
= 0.03170
1.5
𝑉
0.03170∗4
𝐷=√
1
= 0.2009m = 20.09cm
𝜋
𝐷1= 200mm
Gradient required is given by:
1.5= 0.849 x 140 x (
0.2009
4
0.63
)
x 𝑆0.54
S= 9.978 x 10−3
S= 1:100
Design of branches:
𝑄2= 6 x 135 = 810 lpcd
Q 2=
810
24∗60∗60∗1000
Q2= 9.375 x 10−3
A = Q2=
2
9.375∗ 10−6
V
1.5
A2∗4
𝐷2=√
= 6.24 x 10 −6 𝑚2
𝜋
6.24∗ 10
=√
−6∗4
𝜋
𝐷2= 2.82 x 10−3 ≈ 3mm
CIVIL ENGINEERING DEPARTMENT, JSSATEB
2
2
Survey Report -2021
1.5= 0.849 x 140 x (
TOWN PLANNING
0.63
2.82∗ 10−3
)
4
x𝑆 0.54
S= 1.44 ≈ 1:10
Design of pump for lifting water from Borewell to treatment plant :
Location of Underground Water Source :
Since there are no surface water sources in Kaiwara, public water supply mainly depends on
underground water sources. The site located for borewells should be nearer to treatment plant
unit. Submersible pumps should be designed for lifting water from underground water source to
treatment plant.
Since the pump has to lift water from borewell to treatment plant discharge should be three times
the maximum demand i.e. 3Zlts
Let us assume that the borewell yields 3 inch i.e 9329 lts of water per hour at depth of 800 ft.
−3
Since the discharge required = 3∗𝑧∗ 10
24∗60∗60
−3
=
3∗1711935∗ 10
24∗60∗60
= 0.0594cumecs
Maximum discharge from each pump=
𝑑∗24
=
13
0.0594∗24
13
= 0.1096 cumecs
Area of delivery pipe(assume velocity)=
𝑄
=
𝑉
=
𝑒
2
0.1096
2
= 0.0548𝑚2
0.0548∗4
Diameter of delivery pipe= √
= 0.264m
𝜋
Delivery head= 8.25+1.0= 9.25m
The static head is 800ft i.e 244m
CIVIL ENGINEERING DEPARTMENT, JSSATEB
2
3
Survey Report -2021
TOWN PLANNING
Head loss due to friction:
𝐻𝐿=
𝑓𝐿 𝑉2 0.0548∗415∗4
=
2𝑔𝐷
2∗9.18∗0.264
𝐻𝐿= 19.86m
Total head lift required = delivery head+ static head+ head loss
due to friction in delivery pipe
= 9.25+244+19.86
= 273.11m
𝑊𝑄𝐻
Break horse power of pump=
=
0.735∗ ᶯ
Water horse power of pump=
𝑊𝑄𝐻
= 499.38
0.735∗0.8
9.81∗0.1096∗273.11
=
0.735
9.81∗0.1096∗273.11
0.735
= 399.51
Design of treatment plant units:
Design of screens:
The net area of screen opening required
=
𝑚𝑎𝑥𝑖𝑚𝑢𝑚 𝑑𝑖𝑠𝑐ℎ𝑎𝑟𝑔𝑒 𝑖𝑛 𝑐𝑢𝑚𝑒𝑐𝑠
𝑣𝑒𝑙𝑜𝑐𝑖𝑡𝑦 𝑜𝑓 𝑓𝑙𝑜𝑤
=
0.1096
2
= 0.0548
The gross area of the screen required
=
𝑛𝑒𝑡 𝑎𝑟𝑒𝑎 𝑜𝑓 𝑡ℎ𝑒 𝑠𝑐𝑟𝑒𝑒𝑛∗6
5
=
0.0548∗6
𝑠
The gross area of the screen =
5
=
sin 60
= 0.06576𝑚2
0.06576
= 0.0759𝑚2
sin 60
Design of Rectangular Sedimentation Tank with Mechanical Sludge Removal
Arrangements:
Quantity of water to be treated in 24 hours = 1711.935 m/day
Quantity of water to be treated during detention period of 6 hours
=
𝑧∗6
24
=
1711.935∗6
24
= 427.98𝑚3
i.e the capacity of the tank required = 427.98𝑚3
CIVIL ENGINEERING DEPARTMENT, JSSATEB
2
4
Survey Report -2021
TOWN PLANNING
Therefore the length of the tank required
= velocity of flow x Detention period
= 0.2 x (6 x 60)= 72m
𝑐𝑎𝑝𝑎𝑐𝑖𝑡𝑦 𝑜𝑓 𝑡𝑎𝑛𝑘
C/S area of tank required =
=
427.98
𝑙𝑒𝑛𝑔𝑡ℎ 𝑜𝑓 𝑡𝑎𝑛𝑘
Width of tank =
𝑐𝑎𝑝𝑎𝑐𝑖𝑡𝑦 𝑜𝑓 𝑡𝑎𝑛𝑘
=
427.98
𝑤𝑎𝑡𝑒𝑟 𝑑𝑒𝑝𝑡ℎ
= 5.94𝑚2
72
= 106.995m
4
Using a free board of 5m,
The overall depth = water depth+0.5m = 4+0.5 = 4.5m
Design of filtration unit:
Rate of filtration per day = 180 x 24 l/sq.m/day
= 4320 l/sq.m/day
Total surface area of filter required
=
=
𝑚𝑎𝑥𝑖𝑚𝑢𝑚 𝑑𝑎𝑖𝑙𝑦 𝑑𝑒𝑚𝑎𝑛𝑑
𝑟𝑎𝑡𝑒 𝑜𝑓 𝑓𝑖𝑙𝑡𝑟𝑎𝑡𝑖𝑜𝑛 𝑝𝑒𝑟 𝑑𝑎𝑦
1711935
= 396.28 sq.m
4320
Therefore the area of each filter unit = (1) x total surface area
5
=
396.28
= 79.25sq.m
5
Disinfection of chlorination:
Assume 0.2ppm of chlorine
Amount of chlorine required daily
= chlorine dose x max. daily demand
= 0.2 x 1711935 = 342387mg
= 3.42kg
Amount of bleaching powder required daily
CIVIL ENGINEERING DEPARTMENT, JSSATEB
2
5
Survey Report -2021
=
TOWN PLANNING
𝑎𝑚𝑜𝑢𝑛𝑡 𝑜𝑓 𝑐ℎ𝑙𝑜𝑟𝑖𝑛𝑒∗100
20
= 17.1kg
Annual consumption of bleaching powder = 17.1 x 365
= 6241.5kg
The Amount of bleaching powder required daily = (amount of chlorine X 100 ) / 20 = 17.1 kg
Annual consumption of bleaching powder = 17.1 X 365= 6241.5kg
Design of pump for lifting water from treatment plant to overhead tank:
Maximum demand = (1.8 X 951075 X 10^-3) / (24 X 60 X 60)
= 0.01981 cumecs (M)
4 hours a day
Q = (0.01981 X 24) / 4 = 0.1188 cumecs(N)
Velocity = 1.5 m/sec
Area = Q/v = 0.1188/1.5 = 0.0792 m^2
D= √ (0.0792 X 4) / 3.14 = 0.3176m
H= fLv^2 / 2gD
Design of supply tank or overhead tank :
Dimensions :
capacity of supply tank= 2 X 1711935 = 3423870 lts (T)
capacity of supply tank = 3423870 lts
WKT , 1 m^3 = 1000 lts
3423870 = 3423870 /1000 m^3
Assume Rectangular overhead tank with 3m height
Volume of tank = L X B X H
L= 2B
Volume of tank = 2B X B X 3
CIVIL ENGINEERING DEPARTMENT, JSSATEB
2
6
Survey Report -2021
TOWN PLANNING
T / 1000 m^3 = 6B^2
B= √ T / 6000 m
B = √ 3423870 / 6000 m = 23.88m
L = √( T X 2 ) /6000 = √ (3423870 X 2 )/ 6000 = 47.77m
Volume of tank = 47.77 X 23.88 X 3 = 3422.24 m3.
Low water level ( invert level ) of OHT :
Average ground level of OHT = 978.88 m
Adding staging height = 10.5 m
LWL of OHT = average GL of OHT + staging height
=978.88 + 10.5
= 989.38m
Residual head :
Distance between OHT to Farthest point =
Friction loss in pipe = distance between OHT to farthest point X
slope =
Head available at the farthest point = LWL – friction loss
=
Residual head available =
Sewer design :
Total water supplied = 1712178 lts
Waste water produced = 80% of water supply
= 0.8 X 1712178 = 1369742.4 lts / day
= 1369.7424 m^3 / day
= 0.0158 m^3 / sec
Peak discharge= 2X0.0158 = 0.0316 m^3 /sec
CIVIL ENGINEERING DEPARTMENT, JSSATEB
2
7
Survey Report -2021
TOWN PLANNING
V= ( 1 / N )X R^(2/3) X S^(1/2)
Q/A = ( 1 / N ) X R^(2/3) X S^(1/2)
(0.0316 X 4) / 3.14 X D^2 = 1/ 0.012 X(D/4)^(2/3) X (1/100)^(1/2)
D= 191.39 mm
Provide minimum diameter of 200mm ,
V= ( 1 / N ) X R^(2/3) X S^(1/2)
V= (1/0.012) X (0.20 / 4)^(2/3) X(1/100)^(1/2)
V= 1.13m/sec
Design of effluent treatment plant :
Design of oxidation pond :
Depth of pond = 2.5m
Organic loading = 150 kg / hec / day
BOD of untreated sewage = 200 mg/L
Eff. Of TP = 90%
BOD of treatment effluent= 0.1 X BOD of U.S
Total W.S to village = 1712178 lts/day
Waste water produced= 0.8 X 1712178= 0.0158m^3/sec
Effluent load = WW produced X BOD of U.S
= (0.0158 X 200) / 1000 X 1000
= 3.16 X 10^-6kg/day
Area required = BOD load / organic loading
= 200/150 = 1.33 m^2
Assuming two ponds , area of each pond = (total area in m^2) / 2
= 1.33/2 = 0.665m^2
CIVIL ENGINEERING DEPARTMENT, JSSATEB
2
8
Survey Report -2021
TOWN PLANNING
Assuming Rectangular pond
L = 17.5m
Width = 17.5m
Check for detention period :
Detention period = volume of tank / quantity
= (17.5 X 17.5 X 2.5 ) / 4400
= 0.92 days = 22.08 hours
Computation of design traffic :
N = (365 X ( ( 1+r) ^ n – 1 ))/r X A X D X F
N = (365 X ( ( 1+0.075) ^ 10 -1 )) /0.075 X 100 X 0.75 X 1.5
N = 580914.7803
N= 5.8 MSA
Assume CBR = 6%
From IRC-37-2001 pg no-25
1) Total pavement thickness = 547.8mm
2) Bituminous surfacing :
a) Weaving course = 27.4(SDBC)mm
b) Binder course = 52.4 (DBM)mm
3) Granular base = 250 mm
4) Granular sub-base = mm
5. Summary:
With the overall development of the economy increase in land price is inevitable. But, the
galloping land prices is detrimental to the investment in housing and other economic activities
and effective participation of individual household in such activities is also affected. The main
factors influencing increase in the land price in urban areas are overall increase in the level of
inflation, rise in the income level of the household or what we can say the rise in the paying
CIVIL ENGINEERING DEPARTMENT, JSSATEB
2
9
Survey Report -2021
TOWN PLANNING
capacity, scarcity of developed land, speculation by some sections of the society, black money,
existing tax structure of the economy, legal problems, employment avenues for growing labour
force, physical as well as geological aspects, development of service sector especially
Information technology / information technology enabled services, etc.
The goal of a new integrated approach to planning the use and management of land resources is
to make optimal and informed choices on the future uses of the land. It will be achieved through
interactions and negotiations between planners, stakeholders and decision-makers at national,
provincial and local levels. It will be on the basis of efficient, comprehensive data gathering and
processing in a appropriate storage and retrieval system, through a network of nodal institutions.
The smooth flow of the resulting evaluation of the data will be output in an understandable, userfriendly format. The plan will enable all stakeholders to co-decide on the sustainable, equitable
and economic use of the land and follow it through to successful implementation.
SUMMARY ON PLANNING AREA
1. Name of the Planning Area : KAIWARA(Chintamani Taluk)
2.
District/State
: Chickballapur/Karnataka
3.
Location (Co-ordinates)
: The intersection of 13.3516̊ North Lattitude and
77.9938̊ East Longitude
4. Total Area (2011)
: 592.82 Hectares
5. Population (2011)
: 6106 persons
6.
Projected population
2021
: 6729
2031
: 7362
7. Administrative status
8. Year of establishment
9.
Category
: Municipal Council
1920
: Town
10. Urbanization status
: Medium population growth
11. Decadal growth rate
: 11.3% (2001-2011)
CIVIL ENGINEERING DEPARTMENT, JSSATEB
3
0
Survey Report -2021
TOWN PLANNING
6.Reference:
 URDPFI Guidelines
 BBMP Byelaws
 BDA Master Plan
 Karnataka Municipalities Model Building Bye Laws – 2017
 National Building Code(NBC – 2016)
 Indian Roads Congress(IRC) Code 37
CIVIL ENGINEERING DEPARTMENT, JSSATEB
3
1