EXTENSIVE SURVEY PROJECT BATCH-5

CHAPTER: 1

NEW TANK PROJECT

1.1 SALIENT FEATURES OF THE PROJECT:

 Location :MELUKOTE Village, Pandavapura
Taluk, Mandya District
 Distance from Bangalore :140kms
 Nature of project :Irrigation tank canal
 Type of bund :Earthen bund with homogeneous
Material
 Catchment area of tank :2km2
 Length of bund :127.5m
 Maximum height of bund :12 m
 Top bund level (T.B.L) :968.000m
 Maximum water level (M.W.L) :967.000m
 Full tank level (F.T.L) :966.000m
 Dead storage level (D.S.L) :956.000m
 Type of sluice : Tank sluice
 Annual average rainfall :200 mm
 Canal slope :1 in 2000 fall
 Canal length :180m
 Length of the waste weir :40m

1.2 DRAWINGS SUBMITTED:

1. Longitudinal Section of Bund
2. Cross Section of Bund
3. Typical Cross Section of Bund
4. Block Levelling At Waste Weir
5. Block Levelling At Sluice
6. Longitudinal Section of Canal
7. Cross Section of Canal

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8. Typical Cross Section of Canal

9. Canal Alignment
10. Capacity Contour

1.3 INTRODUCTION
1.3.1 GENERAL:
India is basically an agricultural country. Majority of the people live in village and have agriculture
as their profession. The resources of our country mainly depend on the agricultural output.
Water is evidently the most vital element in the plant life. Water is normally available to the plants
by rain. However the total rain fall in a particular area may be insufficient are ill termed but in order to get
minimum yield it is very essential to supply optimum quantity of water in the correct time and this can be
achieved by systematic development of an irrigation system that by collecting water during the period of
excess rain fall and distributing the stored water when required to irrigation by distribution system forms the
back bone of agriculture and agriculture is the back bone of our country irrigation systems should be
properly organized and development.
Irrigation is the process of artificially supplying water to soil for raising crops it aims to planning and
designing an effect low cost economical irrigation system to fit natural condition.
Irrigation engineering includes the study and design of works in connection with river control
drainage of water logged area at generation of hydroelectric power.
Irrigation is an engineering of controlling and harnessing the various natural resources of water with the
constructions of dams reservoirs canals headwork and finally distribution of water to the agricultural field.

1.3.2 RESERVOIR PLANNING:

Dams are constructed across the river to create an artificial lake or reservoir behind it. Dams and
reservoirs are the most important and expensive elements in the multipurpose river basin development they
require very careful planning, design operation and maintenance.

1.3.3 SELECTION OF SITE RESERVOIR:

The final location of site for a reservoir depends upon the following factors:
1. The geological conditions of the catchment area should be such that the percolation losses are
minimum and maximum run off is obtained.
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2. The reservoir site should be such that the quantity of leakage through that is minimum.
3. Suitable dam site should exist it should founded on sound watertight rock base and the percolation
below the dam should minimum.
4. The reservoir basin should have a narrow opening in the valley so that the length of the dam is less.
5. The topography of the reservoir site should that the submerging land must be minimum.
6. The reservoir should be such that it avoids or excludes water from those distributaries, which carry a
high percentage of silts in water.
7. The reservoir site should store maximum quantity of water with minimum submergence of land area
that the depth of water storage should be maximum.
8. The soil or rock mass at the reservoir site should not contain any objectionable minerals and salts.
9. The cost of the reservoirs including road, levelling, relocation etc. must be as less as possible.
10. The site should have a natural drain on downstream to take off the surplus water.
The site for the new tank project is selected at MELUKOTE village by taking into account all the above
consideration.

1.3.4 FEATURES OF PROPOSED SITE:

1. Almost “V” shaped valley extends over a considerable length and is capable of storing more than the
estimated yield from the catchment.
2. Natural diversion channel (natural saddle) exists in the site, which provides a best spot for the
construction of waste weir at less cost.
3. A good hard soil is available at the dam site.
4. Proposed site is a private land and also majority of the area that gets submerged is a wasteland with
bushes and shrubs.
5. The agricultural land surrounding the reservoir site is plenty and there will be maximum use of
stored water.
6. The local labour, which is available in plenty, can be employed for construction purpose and this
solves the employment problem of the surrounding area to some extent.

1.4 INVESTIGATION REQUIRED FOR RESERVOIR PLANNING:

Following are the investigations required for a reservoir planning:
a. Reconnaissance Survey: The preliminary inspection of the area to be surveyed is called as
Reconnaissance. It is conducted to acquire thorough knowledge of area to be surveyed and to

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ascertain the centre line alignment of the main bund and also to locate the feasible site for waste
weir ,tank sluice etc .It is necessary to inspect the project are prior to detailed survey because it is
very useful in selecting the proper location.
The plan and design of various works related to the new tank project. On arriving at the site,
the whole area was examined carefully in order to decide upon the best possible arrangement of
survey work and for these purpose the minor instruments such as hand level through compass etc.,
were used to achieve good results a key plan of the area to be surveyed indicating the various
information’s relating to the site was prepared

b. Hydrological Investigation: Hydrological investigation is a very important aspect in reservoir

planning. In this investigation we are collecting the information such as annual precipitation of the
catchment various physical features for the catchment such as topography, vegetation etc.

c. Geological Investigation: For any major civil engineering project geological investigation is most
essential with details. Information like water tightness of reservoir basin suitability of foundation for
dam. Geological structural features such as folds, faults, fissures etc. From the rock basin type and
depth of over burden, location of permeable or soluble rocks if any ground water conditions in the
region and location of quarry site for materials required for the dam are available in this
investigation.

d. Engineering Survey: The area of the dam site is surveyed and details and contains plans are
prepared from the plans. These physical characteristics are prepared such as area from elevation
curves storage capacity from elevated curve map of the area to indicate the land property to be
submerged and suitable site selection for the dam.

The following aspects were considered while surveying the area for selecting the proper sites for the various
works related to the project:
1. The length and height of dam should be less as possible.
2. The presence of natural diversion channel to carry the surplus water from the main road.
3. The length and height of waste weir should be as less as possible to achieve economy in its
constructions.

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4. The presence of hard formation soil for construction of main bund as well as waste weir and tank
sluice.
5. Presence of sufficient irrigable land at downstream, and the nature of crops to grown in that area
6. Existence of good transportation facility for men and materials to the construction site.
7. The cost of protective works should be minimum.
8. The labour and material used for construction should be easily available and economical.

1.4.1 SELECTION OF BUND TYPE:

Earthen bund or dam is usually located or constructed where the natural foundation is earthy and
permissible with high bearing capacity and height of dam required is less, when the rainfall is less.
The proposed site comes in the above location and hence an earthen bund is adopted for the design of new
tank.

Earthen bunds are of three types they are:

 Earthen bund with homogeneous material.
 Earthen bund with puddle core wall.
 Earthen bund with hearting and casing.
Earthen bund with homogeneous material is designed as been adopted in our project.

1.5 SELECTION OF PARAMETERS OF AN EARTHEN BUND:

a. Free Board: Free board must be sufficiently provided to avoid any possibility of over topping.
b. Top Width: The top width should be sufficient to keep the saturation gradient line with in the dam
selection when the dam is full. The top width also depends on the height of the dam width of the
highway and tip of the dam and protection against earthquake forces.
c. Upstream and Downstream Slopes: The side slopes depends on the type and the nature of bund
material foundation condition and the height of dam. The slopes 1.5:1 and 2:1 are recommended for
U/S and D/S respectively.
d. Key Trenches: When bedrock is available at a considerable depth, a single trench is located in the
U/S. When bedrock is down to the foundation two or more trenches are provided and the key
trenches also known as grip trenches are filled with impervious material.
e. Protection Works: The U/S slope of the earthen bund is located and protection against erosion is
done by stone revetment and it should be placed over a gravel filter.

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f. Downstream Drainage: Filter zones are invariably provided in all earthen dams. They are
constructed of materials appreciably more previous than the embankment soil. It helps in reducing
the pore water pressure in the D/S portion of the dam and also checks the piping.
1.6 ESTABLISHMENT OF BENCHMARK AT SITE:
Since it is a very long distance to carry a fly level from a bench mark at Pandupura railway station to
the site, the top of Culvert is taken as a arbitrary B.M of RL-966.965 was established using GPS instrument
(Garman GPS72H).The fly level is carried from the arbitrary benchmark to top of the rock boulders
available at both right and left bank of proposed temporary B.M is used to carry out leveling operations for
all the connected survey work for project.

1.6.1 SURVEYING FOR LONGITUDINAL AND CROSS SECTION OF EARTHEN BUND

OBJECT:
To estimate the cost of proposed bund and fix the TBL, MWL, FTL, DSL, the centerline of the bund
should be fixed keeping the following points in view.
 The length of the proposed bund should be minimum.
 There should be a good foundation soil.
 There should be a good foundation and a natural subsidiary valley is desirable at the bund site for
locating a waste weir finally. The centre line is fixed by means of flag posts.

1.6.2 INSTRUMENTS REQUIRED:

1. Theodolite with stand
2. Levelling staff
3. Chain and tape
4. Ranging rods
5. Dumpy level with stand
6. Wooden pegs
7. Prismatic compass with stand
8. Cross staff with stand
9. Arrows

PROCEDURE:
The following operations are to be carried out in the survey works:

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• Leveling is started from bench mark established near the bund and point on the centerline of the
bund is fixed by using theodolite at convenient elevation, then fore bearing of centerline of bund is
then observed with a prismatic compass and recorded.
• Starting from the point on the bund, pegs are driven at every 10m intervals on the (opposite bank)
centerline bund until the same elevation is reached on the opposite bank and staff readings are taken
at every peg point on the C.L of bund.
• Staff readings are also taken along centerline of the bund at every 30m. Levels on the c/s are taken at
intervals of 2m to a distance of 20m on the U/S and D/S.
• The staff reading chainages, traverse measurements for sections is methodically entered in the
leveling book.

DRAWINGS SUBMITTED:
1. Longitudinal section and plan
2. Cross section at every 5m chainage interval
3. Typical cross section of earthen bund.

1.7 SURVEYING FOR CAPACITY CONTOUR:

1.7.1 OBJECTS:
 To fix the storage levels of a reservoir or a tank and to calculate the height free board etc.
 To calculate the volume of water stored at different levels.
 To determine water spread contour limits of various stages.

PROCEDURE (BY TACHOMETRIC METHOD):

This method is also known as radial method. In this method a number of radial lines are set out at
known angular interval and each station and points are marked on the ground at convenient distance apart on
the rays that are set. Spot levels of these points are determined by leveling. The points are plotted to a scale
of the map and levels are entered.

PLOTTING ON SHEET:
 The north line marked on the sheet by the bearing taken on the north direction.
 The centreline is marked on the sheet by the bearing taken with respect to north line.

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 The scale is so assumed that all the points are carried in a single sheet.
A ray is drawn from the previous point marked the sheet by the measure bearing and as once of 30m to scale
to cut on the ray and the point is obtained continue the same procedure till all the entered bearing marked on
the sheet.
CALCULATION:
The reservoir capacities are calculated below:
Sl. No. Contour Area (m2)
1 TBL 19588.9361
2 MWL 17463.0362
3 FTL 14161.9701
The area of contour may be estimated by using “AUTO CAD”

1.8 TANK WEIR:

A weir is a hydraulic structure constructed to discharge the surplus water safely to the downstream when
the water level is raised above the full tank level. A weir disposes the water towards the downstream and
safe guards the tank.

1.8.1 TYPES OF WASTE WEIR:

Vertical Drop Weir: In this water is allowed to drop on to a horizontal apron of masonry or on a rock
immediately below the crest level.
Sloping Weir: Masonry or Concrete slope weir & Dry stone slope weir. In this water is delivered from the
crest on to sloping masonry or concrete or dry stone.
Parabolic Weir: In this water is delivered from the crest on the parabolic shaped sloping apron provided
with stone pitching.
Weir with Stepped Apron: In this water is allowed to drop step by step from there crest level.
Weir with Water Cushion: In this type water cushion is provided at the point of drop.

1.8.2 BLOCK LEVELLING AT WASTE WEIR:

1.8.2.1 OBJECT:
The object of block leveling at waste weir is to determine the cost of waste weir and other protective
works required.
In this project this site for waste weir is selected on the right hand side of the alignment.

POINTS TO BE KEPT IN THE VIEW WHILE SELECTING A SITE FOR WASTE WEIR:
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 A weir should be aligned at right angles to the direction of the river flow, which ensures lesser length
of the weir and better discharge capacity.
 The site must be ensuring a good foundation.
 It should be as natural diversion channel top carry the surplus water.
 The length and height of the body wall should be minimum.
 The cost of protective works should be minimum.

INSTRUMENTS REQUIRED:
1. Dumpy level with tripod
2. Levelling staff
3. Chain and tape
4. Cross staff with stand
5. Ranging rods
6. Wooden pegs
7. Arrows

PROCEDURE:
 Block levels are taken at the waste weir at an interval of 5m for a length of 40m.
 Fix the direction of centre line of waste weir with the reference of centrline of bund.
 Construct a block level at 5 square sizes along the centerline of waste weir for a length of 40m on
U/S side and 30m on D/S side up to a length of 40m.
 Levelling work is started from the established of temporary BM and staff readings are taken at
established points of blocks.
 Staff readings are entered in the field book and reduced levels are calculated.
 Assuming suitable scale blocks are drawn on the sheet and contours at different level with contour
interval are drawn.

1.8.3 SLUICE:
A sluice is provided for carrying the water stored below FTL up to DSL the water discharged from the
sluice is carried out through canal further.
\
1.8.3.1 TYPES OF SLUICE:
 Tower head with-pipe sluice /arched sluice /slab barrel

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 Head wall type-pipe sluice/arched barrel/slab barrel

Pipe sluice with head wall is provided in this project plug arrangement is provided can be maintained.
The sill level of plug chamber is provided at the D.S.L.
1.8.4 BLOCK LEVELLING AT SLUICE:
1.8.4.1 OBJECT:
To estimate the cost of tank sluice to know the ground features and to estimate the projective works
to be provided.
There should be the following points should be kept in the view while selecting the site for tank sluice:
 Should be provision for natural canal to carry the water as far as possible.
 Hard soil should be available at the site.
 The length of pipe and height of head wall and gibbet wall should be minimum.
 The cost of protection works should be minimum.
 Over all the entire sluice should be designed that the total cost of construction should be minimum.

1.8.4.2 INSTRUMENTS REQUIRED:

1. Level with tripod
2. Dumpy and levelling staff
3. Chain and tape
4. Ranging rods
5. Cross staff
6. Arrows and pegs

PROCEDURE:
 Centre line of the tank sluice is established at right angles to the centerline of the main bund at the
canal take off point on the bund for a distance of 30m on U/S and D/S sides.
 For a distance of 40m at 5m intervals on the centre line of the bund 5m squares is established on
either side of centre line.
 Staff readings are taken on each point of established square and the RL of each point is calculated.

1.8.5 CANAL ALIGNMENT:

1.8.5.1 INTRODUCTION:

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Canal is distribution system, which water flows from the sluice to the irrigation land. This phase includes
the design and construction of canal system, regulators, canal drops etc and also cross drainage works where
ever necessary canals are generally trapezoidal in the shape to carry water to the irrigation field and as far as
possible canal should be in cutting for economy.
1.8.6 CLASSIFICATION OF CANALS:
 Water Shed Canal: A water shed canal can be considered to have an ideal alignment. In this case
the alignment runs along the ridge line so that flow occurs by gravity on both sides of canal. In
addition such as alignment does not intercept natural drain so that expensive cross drainage works
are eliminated?
 Contour Canal: Watershed canal is not practical in hill area where the ridge line is situated at very
high level. In such a situation contour canal is usually provided. In this case alignment runs approx
parallel to contours to given area it is common that canal alignment crosses natural drain. Therefore
cross drainage works cannot be avoided.
 Side Slope Canal: A side canal may be defined as one whose alignment runs almost perpendicular
to the contours of the given area and therefore it is very rightly known as side slope canal. In this
case alignment runs parallel to natural drain so that problem of cross drainage works does not rise.

1.8.7 GENERAL CONSIDERATIONS OF CANAL FOR ITS ALIGNMENT:

The alignment of canal should be such that it seems that it ensures,
• Most economical way of disturbing water to field.
• Minimum number of cross drainage works.
• The alignment should avoid village’s rocks and other valuable properties.
• It should irrigate maximum fields.
• The alignment should join a natural drain and the length of alignment should be minimum.
• The alignment should run through the balanced depth of cutting.
• The ground where the alignment passes should be of hard soil so that cost of canal lining is
minimized.

1.8.8 POINTS TO BE KEPT IN VIEW FOR THE CANAL ALGINMENT:

 The canal is aligned in a falling gradient and canal should be in cutting as far as possible.
 Canal should be as straight as possible.
 The depth of cutting should be minimum.

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 Transition curves should be used when there is a change in direction of alignment.

 There should be few drainage works.
In keeping the above consideration and situation of fields. Contour type of canal was selected and
alignment for this canal was carried out in a fall of 1 in 2000 or 0.5 in 1000

1.8.9 Need for Irrigation

The need for irrigation can be summarized in the following four points:

 Less rainfall:
When the total rainfall is less than that needed for the crop, artificial supply of water is necessary. In such a
case, irrigation system should be developed at the place where more water is available and then, the means
to convey water to the area where there is deficiency.
 Non-uniform rainfall:
The rainfall in a particular area may not be uniform throughout the crop period. During the early
periods of the crop rains may be there, but no water may be available at the end, with the result, that
either, the yield may be less or the crop may wither. But the accumulated or stored water during the
excess rainfall period may be supplied to the crop during the period when there may be no rainfall,
but there is a need for watering.
 Commercial crop with additional water:
The rainfall in a particular area may be just sufficient to raise the usual crops, but more water may be
necessary for raising commercial or cash crops, in addition to increasing the annual output by adopting
multiple cropping patterns distributed throughout the year.
 Controlled water supply:
By constructing a proper distribution system, the yield of crop may be increased. Application of water to the
soil by modern methods of irrigation increases the efficiency of growth of crops.

1.8.9 Basic Definitions:

Duty:
Duty represents the irrigating capacity of a unit of water. It is the relation between the area of a crop
irrigated and the quantity of irrigation water required during the entire period of growth of that crop.

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For example, if 3 cumecs of water supply is required for a crop sown in an area of 5100 hectares, the duty of
irrigation water will be 5100/3 = 1700 hectares/cumec, and the discharge of 3 cumecs will be required
throughout the base period.
Delta:
Delta is the total depth of water required by a crop during the entire period from the day of sowing to
harvesting.
For example, if a crop requires about 12 watering at an interval of 10 days and a water depth of 10 cm in
every watering then the delta for that crop will be 12x10 = 120 cm = 1.2 m. If the area under that crop is A
hectares, the total quantity will be 1.2 x A = 1.2A hectare-meters in a period of 120 days.

Crop period:
Crop period is the time, in days, that a crop takes from the instant of its sowing to its harvesting
Base period:
Base period for a crop refers to the whole period of cultivation from the time of first watering for sowing the
crop, to the last watering before harvesting.
The duty of water is reckoned in the following four ways:
1. By the number of hectares that 1 cumec of water can irrigate during the base period. i.e., 1700 hectares
per cumecs.

2. By total depth of water, i.e., 1.20 meters.

3. By number of hectares that can be irrigated by a million cubic meter of stored water. This system is also
used for tank irrigation.

4. By the number of hectare meters expended per hectare irrigated. This is also used in tank irrigation.

Relation between Base, Duty and Delta:

Δ=8.64𝑥𝐵/𝐷

Where,
Δ - Delta of the crop in m
B– Base period of the crop in days
D – Duty of the water in hectare/cumec

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Gross command area:

An area is usually divided into a number of watersheds and drainage valleys. The canal usually runs on the
watershed and water can flow from it, on both side, due to gravitational action only up-to drainage
boundaries. Thus in a particular area lying under the canal system, the irrigation can be done only up-to the
drainage boundaries, which can be commanded or irrigated by a canal system and this area is called Gross
Command Area.
Cultivable command area:
The gross command area also contains unfertile barren land, alkaline soil, local ponds, villages and other
areas as habitation. These areas are known as uncultivable areas. The remaining area on which crops growth,
including water consumed by accompanying week growth is called Cultivable Command Area. This is
usually taken as 75% of the Gross Command Area.

Consumptive use:
Consumptive use of water by a crop is the depth of water consumed by evaporation & transpiration during
the crop growth, including water consumed by accompanying weed growth
.

1.9. Study of Topo Sheet

In modern mapping, a topographic map is a type of map characterized by large-scale detail and quantitative
representation of terrain, usually using contour lines, but historically using a variety of methods.
Topographic maps or Topo sheets conventionally show shape and features of the surface of the Earth, or
land contours, by means of contour lines. Contour lines are curves that connect contiguous points of the
same altitude (isohypse). In other words, every point on the marked line of 100 m elevation is 100 m above
mean sea level.
These maps usually show not only the contours, but also any significant streams or other bodies of water,
forest cover, built-up areas or individual buildings (depending on scale), and other features and points of
interest.
In particular,

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1.9.1 SURVEYING FOR ALIGNMENT OF CANAL

1.9.2OBJECTS:
 To determine the length of canal and alignment of canal traced out.
 To know the number and nature of cross drainage works to be carried if provided.
 To find location and extent of irrigation land under private public sector.
 To estimate the cost of canal construction.

1.9.3. INSTRUMENTS REQUIRED:

1. Dumpy with tripod
2. Levelling staff
3. Chain and tape
4. Ranging rods

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5. Cross staff
6. Arrows and pegs
7. Prismatic compass with stand

PROCEDURE:
 Starting from BM (i.e. DSL+ 0.75) level is carried out until the required elevation of the canal is
obtained for a distance of 30m.
 According to fall staff readings are calculated and required staff reading is searched along the 15m
from the previously established point.
 At each established point a perpendicular line to that point for a distance of 1.5m on either side is
establishment and the points are marked at an interval of 0.5m on the established.
 Bearings are taken on the gradient lines established simultaneously.
 Staff readings are taken at each established point and RL of each is calculated
 From obtained bearings the alignment of canal has been plotted in drawing sheet to a suitable scale.

1.9.4 DESIGN OF BUND:

The volume of water available by rain in the catchment area is to be stored in the reservoir basin on
the U\S side and the volume of water that can be stored at different levels is determined only after tracing
capacity contour. Keeping in the view in the early yield of water and the FB for dam height is fixed.
In this case it has been features

Top bund level (TBL) =968.000m.

Maximum water level (MWL) =967.000m.
Full tank level (FTL) =966.000m.
Dead storage (DSL) =956.000m.
Maximum depth of Structure (H) =TBL-GL
=968.000-953.960
=14.04m.
Height of free board required (FB) : Providing a free board of 1m
Top bund level =MWL+FB
=967.000+1
=968.000m.

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Providing top width of bund as 2.6m

Provide U/S slope 1.5:1 and D/S slope 2:1
Provide key trenches angle of 30degree when depth is 1m
Filter zones are invariably provided at top of the bund at downstream sides, U/S sides of earthen bund
should be protected with stone revetment. It should be placed over the gravel backing 0.2m thick.

1.9.5 SURPLUS WEIR OR WASTE WEIR:

DESIGN A TANK SURPLUS WEIR FOR A MAJOR TANK CONNECTED WITH TANK IN
SERIES:

1) Field data:

Combined catchment area of groups of tank =25.89sqkm

Intercepted catchment area =20.71sqkm

General ground level at proposed site =+11.00

Level at which good foundation is available =9.5m

The ground level below the proposed surplus slopes off till it reaches +10.00m in about 6m distance.

2) Construction details:

Full tank level =+12.00

Mean water level(MWL) =+12.75

Tank bund level =+14.50

Top width of bund =2m

Side slope =2:1

3) Other details:

Making a provision to store water up to MWL proper abutment, wingwalls and return are to be designed.
Assume on hydraulic gradient of 4:1 with 1m c/c covers and Rye’s co-efficient=9.
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DESIGN:

1) Estimation of flood discharge entering the tank:

Combined catchment area of groups of tanks [M] =25.89km2

Intercepted catchment area of the upper tank[m] =20.712km2

Flood discharge entering the tank is determined by the formula,

Q=CM2/3-cm2/3

Where C=Ryve’s co-efficient =9

[6.515] if not given.

c=modified co-efficient =c/6=9/6=1.5

Therefore,

Q=9*25.892/3-1.5*20.712/3

=78.77-11.32

=67.45km3

2) Surplus weir:

a) Length:

Full tank level [FTL] =+12.00

Maximum water level [MWL]=+12.75

Therefore, head of discharge over the weir is,

[MWL-FTL] =h =12.75-12 =0.75m

Q=2/3*Cd*SQRT (2g)*L*H3/2

[For a rectangular notch]

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EXTENSIVE SURVEY PROJECT BATCH-5

67.54=2/3*(0.6)*sqrt(2*9.81)*L*(0.75)3/2

L=67.45*3/(2*0.6*sqrt(2*9.81)*0.753/2)

L=202.35/3.45=58.61m=59m

The dam stones are fixed at 1m clear interval at FTL and the number of opening will be 59.

Therefore, number of dam stones required are 62numbers.

Size of the dam stones 15cm*15cm and the protecting length above crest will be 75cm.

Therefore, the overall length of surplus weir between the abutments is 59+(58*0.15)=67.7m

B) Height of the weir:

Crest level =+12.00 FTL

Top of dam stone =12.75MWL

Level where hard soil of foundation is met which is 9.50

Taking foundation about 0.5m deeper into hard soil the foundation level can be fixed at 9.00. The
foundation may be usually 0.60m thick.

Therefore, top of foundation concrete =9.60

Therefore, height of weir above foundation =12-9.60

=2.40m

c) Top width of the weir:

a=0.55(sqrt(H)+sqrt(h))

Where,

h=head over weir=0.75m

H=height of weir=2.40m

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EXTENSIVE SURVEY PROJECT BATCH-5

Therefore,

a=0.55(sqrt(2.4)+sqrt(0.75))

=1.3m

d) Bottom width of weir:

1/12[{(s+1.5)*H+2.5*h}b2+a(SH-Hh)b-1/2a2(H+3h)]=[(H+h)3/6]

Where,

S=specific gravity =2.25

H=height of weir =2.40m

a=crest width of weir =1.3m

b=base width of weir =?

h=head of water =0.75

1/12[{(2.25+1.5)*2.40+2.5(0.75)}*b2+1.3(2.25*2.4-2.4-0.7)b-1/2(1.3)2(2.4+3*0.75)]=[(2.40+0.75)3/6]

Therefore,b=2.2m =2.3m

Design of protection works:

a) Abutment:

Portion AB is called the abutment. It has its top level same as that bund of +14.50 and has its width at top
same as that bund of +14.50 and has its width at top same as that of the top width of bund i.e.2m

Top width of the abutment is assumed to be 0.5m

The height of abutment about foundation concrete =14.50-9.60=4.90m

Bottom width of the abutment =4.90*0.4 =1.96 =2m

b) Wing wall:

The wall BD is called the upstream wing wall.

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EXTENSIVE SURVEY PROJECT BATCH-5

This wing wall start sloping down from B till it reaches about 30cm above MWL i.e.a level of

12.75+0.30=13.05at C.

Therefore, the portion of wing wall BC will be having its top sloping down from +14.50 to +13.05 at a splay
of 2:1 .

c) Level wings and return walls:

Since, The level wing and return walls i.e, portions CD and DE have to be throughout 30cms above MWL
the same section of wall at C can be adopted.

Top width of the level using and return walls =0.50m

Height of the level wing =3.45m

Bottom width of the level wing =1.38m =1.4m

d) Upstream side transition:

In order to give an easy approach the u/s using wall may be splayed 3:1 as shown in the diagram.

e) Downstream side wing wall and return wall:

As the water after passing over the weir goes down to d/s side the wings and return walls need not so
strong as on the u/s side. The wing wall to F will slope down till the top reaches the ground level at F. The
dimensions of wing wall at “A” will be the same as that of the abutment.

The top of wing wall at F may be fixed at 11.00 same as ground level.

So the height of the wing wall at F may be fixed at 11.00 same ground level.

So, the height of the wing wall and return walls junction and the return walls.

Above foundation concrete is 11.00-9.60=1.4m

The top width is assumed to be 0.5m

The base width should be =0.4*1.4 =0.56 =0.6m

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f) D/S side transition:

The d/s side wings are given a splay of 1:5 as shown in figure.

g) U/S aprons:

Generally, number aprons are required on the u/s side of the weir. It is desirable to provide a puddle
apron as shown in the figure.

h) D/S aprons:

Since, the ground level is falling down to +10.00 in a distance at about 6m. It is desirable to
provide a stepped apron. The stepping may be in 2.

Maximum uplift pressure are experienced on the d/s aprons of dam stone level in the tank is upto
bottom of dam stone level i.e.to +12.75 with no water on the d/s side.

The lowest level of the solid apron on the d/s side is +10.00

Therefore, total uplift head =+12.75-10.00

Acting on d/s side =2.75m

If the residual uplift gradient is to be limited 1 in 5 then we required aprons to total length of 2.00*5 =10m

The U/S water has to be percolate under the foundation of the weir if it has to establish any uplift
under the apron. The possible path of percolation is shown in the sketch.

Assuming the puddle apron provided on the U/S stream side is not impervious the water is start
percolating from A to a level at +11.00 and reach B and C. Then it will follow the least path from D to E
under the end cut-off and then appear at F.

i.e, AB+BC+CD+DE+EF

=1.40+0.60+3.00+DE+1.00

=DE+6.00

DE+6.00 must h not be less than the creep length i.e.10m

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EXTENSIVE SURVEY PROJECT BATCH-5

Therefore, DE+6.00 =10.00

Therefore, DE=7.75m~4m

Therefore, provide solid apron of total length 4m on the D/S side where the first apron would be of 1m
and apron of 3m.

Thickness of solid apron:

The maximum uplift on the apron floor is felt immediately above point D in the sketch.

Assuming a thickness of 80cm of apron the bottom level of apron is at 10.20.

Creep length from D the bottom of apron is 1.20m.

Total creep length from point A on the U/S side up to the point above D under the solid apron is,

AB+BC+CD+1.20

=1.40+0.60+3.00+1.20

=6.20

Therefore, head lost in percolation along the path up to the point =6.20/5=1.24m

Residual head entering uplift under the apron =9.75-1.24=1.51m

Each meter depth of concrete can withstand a head of 2.25m by selfcut of the apron above. Allowing an
extra 20% thickness to withstand any variation the thickness of the apron required is

=1.51/2.25 + [(1.51/2.25)*(20/100)]

= 0.805m ~ 80cm

So, provide the first solid apron as 80cm thick.

The solid apron can be similarly checked and a thickness of 50cm will be suffecient.

At the end of second apron retaining wall of the D/S side apron a nominal 3-5m length of talus with a
thickness of 50cm may be provided for safety.

(NOTE: Assume the length of wing wall on the U/S side to be 6m)

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EXTENSIVE SURVEY PROJECT BATCH-5

1.9.6 CHANNEL DESIGN

From toposheet
Assuming CCA=70 hectares
PROPOSED CROPPING PATTERN:
Crop Intensity Delta Base Period Duty Area Discharge Discharge Volume
(m) (days) (ha/cc) (ha) (m3/sec) (m3/day) (m3)
RABI:
Vegetable 15 1.5 120 691.2 10.5 0.0157 1304.64 156556.8
KHARIF:
Rice 25 1.2 120 864 17.5 0.0202 1745.28 209793.6

Ragi 30 1.2 120 864 21 0.0243 2099.52 251942.4

Sugarcane 25 0.9 360 3456 17.5 0.00506 437.184 157386.24

NOTE:
1) Delta=8.64B/D
B=Base period
D=Duty
2) Area=Intensity*CCA
3) Discharge=Area/Duty
4) 1 m3/s=86400 m3/day
5) Volume=discharge*base period

Total discharge of water required for irrigating the area=0.0652m3/sec

Allowing 7% losses in canal system, the volume of water required at the head of the canal
Q= (100/ 93)*0.0652
Q=0.701m3/sec

DESIGN OF CANAL (LACEY’S THEORY)

Data: Q=0.0701m3/sec
Side slope=0.5 H:1 V
Silt factor=f=1.5(Assumed suitably)

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EXTENSIVE SURVEY PROJECT BATCH-5

1) Silt factor=1.76√md
md=mean diameter of silt particles
1.5/1.76=√md
md=0.7263mm

2) Velocity of flow, V = ((Q*f2)/140)1/6

V= 0.0701*1.5 2 1/6

140
V=0.3225m/sec

3) Area of channel, A=Q/V

A=0.0701
0.3225
A=0.217m2

4) Wetted perimeter = 4.75√Q

P=4.75*√0.0701
P=1.25m

5) Depth of channel, D=(P-√P2-6.944A)/3.472 m

D= 1.25-√1.25-6.944*0.2173
3.472
D=0.2933m =0.3m
6) Base width of channel, B=P-2.236D
B=1.25-2.236*0.2933
B=0.5941m =0.6m

7) Hydraulic mean depth, Ra=(BD+D2/2)/(B+2.236D)

Ra= 0.5941*0.2933+0.29332/2
0.5941+2.236*0.0.2933
Ra=0.17368

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Rt=2.5*(V2/f)
Rt= 2.5* 0.32252
1.5
Rt=0.1738
Both the values of R should be same, this will provide a numerical check hence checked.

1.9.7DESIGN OF TANK SLUICE WITHTOWERHEAD

Data:

CCA=200 hectares

Duty=1000ha/m3/sec

Top width of bund=2m

Side slope=2:1

Top bund level (TBL)=+18.00

Ground level=+12.50

Foundation level=+11.50

Sill level of sluice=+8.00

MWL=+17.00

FTL=+16.00

Average low water level of tank=+9.00

Details of the channel below the sluice:

Bed level=+8.00

Full Supply Level [FSL]=+8.50

Bed width=1.25m

Side slope 1.5:1 with top bund of tank at +9.50

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DESIGN:

(1) DISCHARGE CALCULATION:

Area to be irrigated=200 hectares
Duty=1000 ha/m3/sec
Discharge=20/100=0.2m3/sec

(2) VENTWAY:
Area of the vent way from the sluice must be such that it can draw normal supplies of water when the
tank is at low water level.
The level of the water in the tank (a) given as+24.00
Sill of the sluice =+9.00
Head of water available= (09-08) =1m
But sluice opening is designed to draw the driving head from normal requirements=0.25m=h
Therefore to calculate area of vent way
Q=cdA√ (2gh)
0.2=0.6(A)√(2*9.81*0.25)
A=0.151m2
For circular opening A=0.151m2=πd4/4
d=0.45m=45cm
But the minimum vent way to be adopted for sluice barrels is about 75cm*60cm so as to allow room
repairs etc.
Therefore insert diaphragm stone of 45cm.

(3)SLUICEBARREL:
(A) Sluice barrel is buried under the tank bund.
The barrel will have masonry side walls.
Roof can either be of RC slab laid insitu.
(B) The foundation of two side walls is continuous in concrete 60cm
And wearing coat 100.
Thickness of foundation serves as floor barrel in between the side
Walls.

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EXTENSIVE SURVEY PROJECT BATCH-5

(a) RC slab of the sluice barrel=clear span of 60cm

(b) It supports over burden pressure of soil above i.e, bund.
(c) Top width of wall=0.45m
(d) Bottom width of the wall=1m

(e) Cement concrete foundation bed:

Top level of foundation bed= Sill level of sluice=8.00
Thickness of concrete bed=0.6m
RL at the bottom=08-0.6=07.4

(4)DESIGN OF RC SLAB FOR BARREL:

Assume overall depth D=150mm,d=120mm

Height of the bank over barrel=18-12.9=5.1m

Weight of concrete 24kN/m3=24,000 N/m3

Density of saturated earth=22,400 N/m3

Effective length of the span=le=60+15=75cm

Taking 1m width of the slab

Self weight=[24,000*0.15*1]

=3600 N/m3

Weight of the earth for 1m strip:

22400*5.1*1=114240 N/m3

Total DL=117840 N/m3

Factored D.L=1.5*117840=176760 N/m3

Maximum BM,Mu=wl2/8

=176760*(0.75)2/8

=12428.4375 N-m
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EXTENSIVE SURVEY PROJECT BATCH-5

For M20 concrete,Fe415 steel,

Mulim=0.36fck*(xumax/d)*(1-0.42*xumax/d)b*d2

Take b=1000mm,d=120mm

Mulim=39733.493 N-m

Mu<Mulim

Hence OK.

(5) SIDE WALLS:

Side walls act like abutments. They take the side thrust due to the earth pressure and also the super-
incumbent weight of the surcharged earth standing directly on the wall and roof slab.

(6)EARTH PRESSURE:

Horizontal pressure acting on the wall at point (A) to be calculated

(a) Horizontal pressure acting at a point A on the side wall:

Height of earth fill above A =18-08=10m

Assuming, the unit weight of saturated soil=22400N/m3

Angle of Repose =300 [Ø]

Earth pressure at A =Ka*¥sat*H

A=(1-SinØ)/(1+SinØ)*22400*10

A=1/3*22400*10

Earth pressure at A=73920 N/m2

Earth pressure at D=22400*5.1*(1/3)=38080N/m2

Total Horizontal thrust on side wall=((73920+38080)/2)*0.9=50400N

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This act at a distance of ,Ẋ=P1X1+P2X2/(P1+P2)

Ẋ = ((73920*0.9/3)+(38080*2/3*0.9))/(73920+38080)

Ẋ =0.402m

The force acts at a distance of 0.402m from point A.

(b) Weight of the earth on top side of the wall beyond the slab:

Width of side wall = 0.45m

Deducting slab bearing portion of 0.15/2m = 0.45-(0.15/2) = 0.375m

(c)Load of earth acting on this portion [P2]:

P2 = 0.375*22400*5.1=42840N/m

Let force be P2. This acts vertically on the side walls at a distance of (37.5/2) cm + 7.5cm = 26.25cm =
0.2625m

(d) Weight of earth standing on slope of side wall:

We can split up into two vertical forces:

(1.) The force representing the weight of earth of the rectangular portion.

BB│CD = 5.1*0.55*22400=62832N

Let P3 the force acting at a distance of ; (0.55/2)+0.45=0.725m from the top face.

(2.) The force representing the weight of earth standing on the sloping portion AB│D = P4

(1/2)*0.9*0.55*22400 =5544N=P4

(P4) It acts at a distance of 0.45+(2/3)*0.55=0.8166m from top face.

(3.) Weight of masonry per cubic meter =24000Kg

P5=( (0.45+1)/2)*0.9*24000

P5 =15660N

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EXTENSIVE SURVEY PROJECT BATCH-5

Ẏ = (0.9*0.45)*(0.45/2)+(1/2*0.55*0.9)*(0.45+[1/3]*0.55)

(0.9*0.45)+(1/2*0.55*0.9)

Ẏ = 0.379m

STABILITY ANALYSIS:

Force Force in N Lever Arm Moment

Horizontal(N) Vertical(N) (m) (N-m)
P1 73920 0.0375 2772
P2 42840 0.225 9639
P3 68544 0.725 49694.4
P4 5544 0.817 4529.448
P5 15660 0.3913 6127.758
H 37296 0.43 -16037.28
TOTAL= 206508 N 56725.326

Ẋ = ∑M/∑V

Ẋ = 56725.326/206508 = 0.27m

Eccentricity =(1/2)* 0.27 = 0.135m

Allowable eccentricity = 1/6 = 0.167m

The Resultant is outside middle third.

Maximum compression at toe.

∑V/ Base width [1+6*eccentricity/ Base width] = 272260N/m

TOWER HEAD:

Tower head consists of Masonry well as shown below. The shutter operating arrangements are fixed so
that it can be operated from a slab on the top of the well.

The top of the well is kept 0.3m above MWL.

In this case the top level of tower head=MWL+0.3m=17.00+0.3=17.30m

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EXTENSIVE SURVEY PROJECT BATCH-5

Well rests on concrete bed.

Internal diameter is taken as 1.25m

Assume thickness of shell of the well=0.45m upto the level of 10.5m from the top.(17.30m)

Thickness of well increases to 0.75m from 10.5m to the bottom level.

Suitable stone pitching is provided at upstream side.

CISTERN:

The dimensions of cistern are fixed arbitrarily to suit the earth connections of the channel and tank
bund. Cistern enables us to take off more than one channel through separate openings in its side walls.

The cistern also functions as a stilling basin for the outrushing water through the barrel and reduces any
possible scours in the channel.

Take dimensions of cistern as 4.85m*2.5m with wall thickness suitably.

Side Slope = 1.5: 1

Height of cistern = +9.50m

Top width = 0.45m

Bottom width = 0.75m.

ESTIMATION:

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EXTENSIVE SURVEY PROJECT BATCH-5

Chainag
Average TBL Depth Mean Central Side Side Total Length Quality A x L
e
Depth Area
(m) GL (m) (m) (m) Area Area Area (m) (m3)
(m) (m2)
          BxD S1 (m2) S2 (m2) A (m2)   Embankment Cutting

0 968.485 968 0.485                

5 967.79 968 0.21 0.347 0.902 0.09 0.12 1.112 5 5.56  
10 967.34 968 0.66 0.435 1.131 0.142 0.189 1.462 5 7.31  
15 963.32 968 4.68 2.67 6.942 5.347 7.129 19.418 5 97.09  
20 962.685 968 5.315 4.997 12.992 18.728 24.97 56.69 5 283.45  
32.43
25 961.925 968 6.075 5.695 14.807 24.325 71.565 5 357.825  
3
53.50
30 959.445 968 8.555 7.315 19.019 40.132 112.66 5 563.3  
9
78.97
35 958.78 968 9.22 8.887 23.106 59.234 161.32 5 806.595  
9
87.04
40 958.56 968 9.44 9.33 24.258 65.287 176.59 5 882.97  
9
95.02
45 957.945 968 10.055 9.748 25.345 71.268 191.64 5 958.185  
4
102.5
50 957.805 968 10.195 10.125 26.325 76.887 205.73 5 1028.64  
2
109.8
55 957.23 968 10.77 10.483 27.256 82.42 219.57 5 1097.85  
9
141.2
60 955 968 13 11.885 30.901 105.94 278.09 5 1390.47  
5
182.7
65 953.96 968 14.04 13.52 35.152 137.09 355.04 5 1775.18  
9
189.0
70 954.534 968 13.46 13.75 35.75 141.8 366.61 5 1833.05  
6
175.1
75 954.99 968 13.01 13.235 34.411 131.37 340.95 5 1704.75  
7
167.3
80 955.14 968 12.86 12.935 33.631 125.49 326.43 5 1632.16  
1
153.8
85 956.05 968 11.95 12.405 32.253 115.41 301.55 5 1507.75  
8
129.2
90 957.21 968 10.79 11.37 29.562 96.958 255.8 5 1278.99  
8
116.9
95 957.16 968 10.84 10.815 28.119 87.723 232.81 5 1164.03  
6
104.3
100 958.405 968 9.595 10.216 26.562 78.275 209.2 5 1046.02  
7
81.63
105 959.54 968 8.46 9.035 23.491 61.223 166.35 5 831.725  
1
59.21
110 961.07 968 6.93 7.695 20.007 44.41 123.63 5 618.15  
3
40.57
115 962.19 968 5.81 6.37 16.562 30.433 87.572 5 437.86  
7
19.44
120 964.99 968 3.01 4.41 11.466 14.586 45.5 5 227.5  
8
125 967.79 968 0.21 1.61 4.186 1.944 2.592 8.722 5 43.61  
VIT, BENGALURU
127.5 968.485 968 0.485 0.346 0.9 0.09 0.12 DEPT.
1.11 OF CIVIL
2.5 ENGINEERING.
  2.775 35
EXTENSIVE SURVEY PROJECT BATCH-5

Total embankment: 21580m3

Total cutting: 2.775 m3
Top width of bund: 2.6 m
U/S slope: 1.5:1
D/S slope: 2:1

CHAPTER : 2
OLD TANK PROJECT
2.1 INTRODUCTION
2.1.1 GENERAL:
Tanks are very important means to conserve precious water resources in a semi-arid area. These are very
small storage reservoir created on the upstream of a small earthen dam, construction across a stream. The
depth of water in a tank is usually less than 4m. However, in exceptional cases, it may be more than but not
greater than 12m. When the depth of water exceeds 12m, the tank is termed as reservoir.

An Irrigation tank generally consists of following:

a. An earthen bund across the valley creating storage:
 A surplus weir to dispose off excess amount of water.
 Sluice to feed the channel to feed the command area.
b. The general problems of an irrigation tanks are:
 Reduction in the gross storage capacity of the tank due to silting.
 Reduction in the safety of the bund due to working out of standard dimension of bund.
The above problem can be overcome by restoring the tank. Restoration of tank is done by raising the height
of the existing bund. By restoring the bund, the storage capacity of the dam increases and also improves the
safety of the dam.

2.2 NECESSITY FOR RESTORATION OF TANK:

In future there may be demand for water cultivation of large area. In view of the two factors it becomes
necessary to restore the storage capacity of the reservoir to a value equal to its original value.
The storage capacity is increased in two ways:
 Raising F.T.L of the reservoir after making suitable modifications in the profile of the existing bund.

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EXTENSIVE SURVEY PROJECT BATCH-5

 De-silting the reservoir: This would require the employment of sophisticated equipment such as
hydraulic dredges. 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.

2.3 REASONS FOR INCREASING THE HEIGHT OF EXISTING BUND:

The primary reasons for increasing the height of existing bund are:
 To increase storage capacity economically.
 Reservoir operation.

2.3.1 GENERAL FACTORS FOR RAISE OF BUND:

a. Environmental permit: The increment of reservoir storage should not be harmful for the
environment.
b. Spillway: There should be proper arrangement of spillway to avail a proper regulation of excess
water

2.3.2 STUDY AREA:

The Study area is located in Melukote in Pandavapura taluk of Mandya district. It is about 140km from
Bangalore, Karnataka in India. It is built on a granite rocky hill-range named Yadugiri.The project site was
Kadalagere which is situated at a co-ordinate of 12.681687 N, 76.655157 E and 1,094m high above sea
level. The top of the bund has mica content in the soil which gives a pecked shiny finish. The existing tank
has very low inflow and the water level is generally low throughout the year. The villagers use a pipe to
transfer the water from upstream to downstream for irrigation purpose. The Coordinates are 12 0 40’ 52.5” N
760 39’ 19.6” E.

2.3.3 KEY PLAN:

Project Configuration (Existing)
The Bund Impounds about 4.0m water at Full Tank Level.
The present work involves the restoration of the bund by raising bund height of 0.5m with corresponding
increases in storage of 0.5m height.
The Bund under study is a homogeneous Embankment dam approximately 5.5m height. The crest of bund is
approximately 372mts long & 3mts wide at top. The downstream slope is 2.5:1 and upstream slope 2:1
protected by a layer stone revetment.

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The surplus weir is at the end of the bund. The other side of the weir is directly on the hilly terrain. The weir
is of curved type and has counter forts to strengthen the weir. The approximate length of the weir is 45m to
dispose the surplus water during floods. It has no temporary storage arranged for storing surplus water up to
MWL. The bund is provided with a sluice opening @ 150m chainage from the start of the bund. Since water
was present in the upstream portion. The details of the sluice were difficult to survey.

2.4 SURVEY TO BE CARRIED OUT:

 Longitudinal section and cross section along the existing bund.
 Details of existing waste weir and sluice points including block levelling at waste weir.
 Water spread contour to explore the quantity.

2.4.1 LONGITUDINAL AND PROFILE LEVELLING:

 In this operation levels are taken along the centre line of any alignment at regular intervals.
 The back sight, intermediate sight and fore sight reading are taken at regular intervals at every set up
of the instruments. The changes of the points are noted in the level book.
 This operation is undertaken to determine the undulation if the ground surface along the profile line.

2.4.2 CROSS-SECTIONAL LEVELLING:

 Here the levels are taken along the transverse direction.
 The cross sections are taken at regular intervals of 30m along the alignment.
 This operation is done in order to know the nature of the ground across the centre line of any
alignment.

2.5 PLAN:
The plan of the existing bund was plotted using compass survey.

2.5.1 CAPACITY CONTOUR:

Capacity Contour Survey:
The capacity contour was done for the RLs at existing water level, FTL, FTL +0.5m. The area of the contour
was plotted by plan table method. A single point on the bund was chosen to do the entire plane table work.
The scale was 1:2000. The capacity was found out for existing and increased weir level.

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2.5.2 OBJECTIVE:
To draw the capacity contour map of the catchment and estimate the quantity of water the can be stored.
Following are the aspects to be considered while fixing the capacity of the reservoir:
 The catchment at the site proposed receives sufficient rain to cater the demand and if the proposed
site can hold the required quantity of water then required height of the bund can be constructed.
 The catchment at the site proposed receives sufficient rain to cater the demand and if the proposed
site cannot hold the required quality of water then the required height of the bund shall be restricted
to site conditions.
 The catchment at the site proposed receives less rain which cannot cater the demand and any height
of the bund can be constructed, then the height of the bund is fixed to store maximum water. The
catchment at the site proposed receives less rain which cannot cater the demand any height of the
bund can be restricted because of site condition, then the height is fixed taking the site condition. In
all the above cases, it is necessary to compute the yield of catchment.

2.6 EXISTING AND PROPOSED FEATURES OF OLD TANK PROJECT:

2.6.1 EXISTING FEATURES:
Length of bund =472m
Width of weir =1.5m
Average Top bund level =888.280m
Maximum water level =888.000m
Full tank level =886.280m

2.6.2 PROPOSED FEATURES:

Proposed full tank level =886.920m
Proposed maximum water level =886.280m
Proposed top bund level =889.000m

2.7 CAPACITY OF RESERVOIR:

This was computed using excel sheet and the method adopted was arithmetic average method. It was done
for both existing and increased level of weir.
Sl. Description Area (m2) Depth(m) Volume (m3)
No.

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1 Exiting F T L 211085.3353 2.055 433780.364

2 Proposed F T L 258578.0373 2.695 696867.8105

2.8 PERCENTAGE INCREASE IN VOLUME:

Percentage Increase = (Increased volume - Existing volume) / (Existing volume)
= (696867.8105-433780.364) / 433780.364

= 60.64%

CHAPTER: 3

WATER SUPPLY AND SANITARY PROJECT

3.1 INTRODUCTION:
GENERAL:
The use of water by man, plants and animals is undisputed. Every living soul requires water for its
survival. It is essential for life, health and sanitation. Being the principal raw material for food production
and many other uses outside the home and on the farm. I we have to be stewards for protecting, the resource.
With our growing population and industrial developments, the demand of water is also increasing day by
day and hence every country has to take preventive measure to avoid careless pollution and available
resource. An inexhaustible gift of nature, its proper maintenance, conservation and reduce the chance of
water famine for years to come.

3.1.1 WATER:
Human existence is governed by the availability of a water supply that is both adequate in terms of
quality. Water is the most abundant resource found in nature however only 0.62% of this is present in
freshwater lakes, rivers and groundwater supplies can support human activities. Water is chemical
compound and may occur in a liquid, Solid or gaseous form. No life can exist without water and it becomes
imperative in a modern society to build a suitable water supply scheme which may provide portable water to
the various section of society in accordance with their demand and requirements of the various sections.

3.1.2 SANITATION:

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The utilization of enormous quality of water occurs in society and it returns as waste water from
every house or unit. To connect, convey and treat this water, a well-defined sanitary system is required. This
waste water is treated before being disposed in an appropriate way.

3.1.3 WATER SUPPLY SCHEME:

A water supply scheme is prepared by a combination of field observation and office work. A scheme for
a particular locality is drawn out and the different aspect of the whole scheme is carefully viewed from
different angle before it is executed. The main components of a water schemes are:
 Works for collection water
 Works for conveyance of water
 Works for treatment and purification of water
 Works for distribution of water to the consumers

3.1.4 NECESSITY OF A PLANNED WATER SUPPLY:

Water is a chemical compound extremely useful to mankind, providing the luxuries and comforts in
addition to fulfilling his basic needs in life.
The planned water supply scheme should not only help in supplying wholesome water to the people
for their various activities so as you keep diseases away and there by promoting better health but it should
also help in supplying water for fountains garden etc thus helping in maintaining better sanitation and
beautification of surrounding. The scheme should therefore help in promoting wealth and welfare of the
entire community as a whole.

3.1.5 OBJECTIVES OF A WATER SUPPLY SCHEME:

 To supply safe and wholesome water to consumers.
 To supply water in adequate quality.
 To make water easily available to the consumer so as to encourage personnel and household
cleanliness.

3.1.6 FACTORS NEEDED FOR A WATER SUPPLY PROJECT:

1. Population forecast
2. Design period
3. Per capita demand
4. Selection of source

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5. Quality requirement
6. Treatment of the water
7. Distribution system

3.2 FIELD WORK UNDERTAKEN RECONNAISANCE:

The entire area is covered by reconnaissance to obtain the following data:
 General topography of the area
 Present source of supply
 Population of the area at present
 Density of population in different areas or zones
 Site for treatment
 Site for service reservoir
 Probable layout of mains, sub mains, branches and appurtenances
 Collection of water sample for its quality determination

3.3 SURVEY WORK UNDERTAKEN:

The following surveys were undertaken:

3.3.1VILLAGE TRAVERSING:
This survey work was done in order to obtain information about the layout of the village such as the
number of houses, population and existing water supply scheme.
EQUIPMENTS:
 Plane Table With Accessories
 Measuring Tape, Ranging Rods

PROCEDURE:
The entire area under consideration is surveyed in detail. Thus a detailed map indicating the houses,
network of road and place of worship, existing water supply scheme and sanitary scheme is plotted. A
proper scale was so chosen that the drawing was neither to small nor too large keeping in mind the area to be
covered. Use of three point problem was carried out when the work had to be continued the next day. The
plane table was placed at the side not in middle since it would affect traffic flow. Location of the table at
each junction point was so selected that it covered many roads from a single station.

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3.3.2 LONGITUDINAL SECTION ALONG THE PROPOSED PIPELINE:

Levelling is started from an established bench mark. Levels are taken at specified intervals along the
proposed pipeline from treatment plant to the distribution reservoir. Levelling was carried out along the
whole distribution area along the side of the road cross-section at 0.5m on either side of the longitudinal
section was also established.

3.3.3 BLOCK LEVELLING AT TREATMENT SITE:

Selection of a suitable site for the treatment plan unit for optimum and economical utilization of
resource is important. Thus block levels are carried out to identify the elevation and depressions existing in
the area.
3.4 DESIGN CONSIDERATIONS (MELUKOTE):
AREA UNDER CONSIDERATION:
The area was traversed using plane table and the map of the area was produced.

3.4.1 POPULATION OF THE AREA:

The population of the past three decades was obtained from the local panchayat.

Year 1984 1994 2004 2014

Population 4789 4864 4914 5014

3.4.2 TOPOGRAPHY OF MELUKOTE:

Melukote is situated in Pandavapurataluk of Mandya district Karnataka in Southern India. It is at a
distance of 132km from Bangalore. It is built along the contours of a mountain. The name of the place is
derived from the temple of Narayanaswamy which is built on the hillock, surrounded by a fort. It is built on
a granite rocky hill-range named Yadugiri, which is 3,589 feet (1,094m) high above sea level.

3.5 DESIGN PERIOD:

The water supply scheme should be designed for future requirement for a number of forth coming
years by projecting the current population at the end of a time known as “design period”. The period should
not be too short or too long. A design period of 30 year was considered for the current project.

3.5.1 PER CAPITA DEMAND:

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It is the annual average of daily water required by one person. It is dependent on the living standard of
people in the region. A per capita demand of 135lpcd has been chosen.

3.5.2 SOURCE OF SUPPLY:

The number of bore wells was proposed in the vicinity of the Kalyani temple. Since the pond at the
temple is always with water there is good probability for groundwater.

3.5.3 SOURCE OF SUPPLY:

The storage reservoir is to be located at such a place and elevated in such a way that a minimum
residual pressure of 7 meters is available at any point in the distribution system after taking into account the
difference of level and head loss between the minimum water level in the storage reservoir and point in the
distribution under consideration.

3.5.4 QUALITY REQUIRMENTS:

The water required for domestic uses, particularly the water required for drinking must be colourless,
Odourless and tasteless. The maximum permissible limits for physical, chemical and biological standards
should satisfy the drinking water standard as given by ISI in the table below.

Sl. Permissible Absolute

Characteristics Impurity Results
No Limits Limits
Turbidity 5 10 On Silica
Scale
Taste 10 20 On Cobalt
Scale
1 Physical
Colour&Odour 1 0.3 Threshold
Scale
PH 6.5 8.5
Hardness 300mg/l 600mg/l
Total Solids 500mg/l 2000mg/l
Magnesium 0.1mg/l 0.5mg/l
Chlorides 250mg/l 1000mg/l
Calcium 75mg/l 200mg/l
2 Chemical Iron 0.3mg/l 1.0mg/l
Fluorides 0.6mg/l 1.2mg/l
Coli form Nil 1
3 Biological
Bacteria Colony/10

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0
4 Radiological Emitter

3.6 TREATMENT:
Since the source of water is a tube well, Aeration and Chlorination are the treatment methods to be
given. The dosage of chlorine is kept as 1mg/l.

3.6.1 Components of Water Treatment Plant

3.6.2 Brief Description QW:

The raw water drawn from the OTP tank to treatment plant i.e., to aerator
Consider the velocity of flow as 0.7 m/sec.
Discharge needed for Palpaldine is 0.0531 m3/sec.
Assuming 20% lose in discharge, Total discharge = 0.0531x1.2=0.0637 m3/sec
Area of pipe required to draw water from OTP to aerator placed near culvert.
A = Q/V = 0.0637/0.7 = 0.091m2
Diameter of pipe required = √4𝐴π = √4𝑥0.091π = 0.3403 = 0.34 m.
3.6.3 Intake Structure

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The intake well is a circular or rectangular well with circular ends located in a river bed, so that it always
remains surrounded with water, even during low flood stage. The well is built in masonry or concrete, and is
raised above the river HFL and covered at the top by wooden sleepers etc as to make it approachable from
the river bank through a foot bridge arrangement.
Screens are generally provided in front of the intake works, so as to exclude the large sized particles.
Screens are normally inclined at about 45° - 60° to the horizontal, so as to increase the opening area to
reduce the flow velocity.

Fig: Intake Structure

Table 3.6.3: Summary of Pump from Intake Structure to Treatment Plant:

1 Discharge of water 0.0637 m3/s

2 Diameter of the 0.4 m

pipe provided
3 Velocity of flow of 0.7 m/s
water

4 Distance to be 60 m
travelled by water
5 Suction Head Hs 7.115 m

6 Delivery Head Hd 1.66 m

7 Head loss due to 0.6 m

friction
8 Design Head H 10.3125 m

9 Break Horse Power 11.68 HP

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of Pump (BHP)
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3.6.4AERATORS:
1. It removes tastes &odours caused by gases due to organic decomposition.

2. It increases the dissolved oxygen content of the water.

3. It removes hydrogen sulphide& hence removes odour.

4. It decreases the carbon di oxide content of water and there by reduces its corrosiveness and rises its PH
value.

3.6.5 TYPES OF AERATORS

Aeration is done by the following main types of aerators
(a) Free fall aerators or gravity aerators

(i) Cascade aerators

(ii) Inclined apron aerators

(iii) Slat tray aerators

(iv) Gravel bed aerators (trickling beds)

(b) Spray aerators.

(c) Air diffuser basins.

3.6.6 SEDIMENTATION TANK:

Separation of suspended particles by gravitational settling is known as sedimentation. It occurs when
particles are heavier than water. This process takes place in tank or basin known as sedimentation tank or
settling tank or settling basin.
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3.6.7 Sludge storage and Removal:

As particles settle to the bottom of a sedimentation basin, a layer of sludge is formed on the floor of the tank
which must be removed and treated. The amount of sludge generated is significant, often 3 to 5 percent of
the total volume of water to be treated. The cost of treating and disposing of the sludge can impact the
operating cost of a water treatment plant. The sedimentation basin may be equipped with mechanical
cleaning devices that continually clean its bottom, or the basin can be periodically taken out of service and
cleaned manually

Fig. 3.6.7: Sectional elevation of Primary sedimentation tank.

Design of Collection through,

Provide a collection tank of width = 0.75 m
Assume the velocity of flow of water = 1 m/s
Area of section = Q/v = 0.0637/1 = 0.0637 m2
Depth of flow of water = 0.0637/0.75 = 0.085 m.
Provide the depth of flow of water as 0.15 m.
Table 3.6.7: Summary of Collection Tank:

Sl. No. Description Values

1 Width of the 0.75 m
Channel

2 Depth of flow of 0.15 m

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Water
3 Free Board 0.45m
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3.6.8Coagulants:
The water that are used for domestic purpose contains fine suspended particles which take certain time to
settle down.
 Particles of size 0.06mm requires 10 hours to settle down.

 Particles of size 0.002mm requires 96 hours to settle down

The particles of size less than 0.0001mm will not settle down at all and are called as Colloidal Particles.
These colloidal particles are electrically charged particles. Such particles can be removed by adding
coagulants to water
Coagulants are the chemical compounds used to remove the very fine suspended particles or colloidal
particles (of size less than 0.0001mm) present in the water that are used for various domestic purposes.
 The coagulants neutralize the negative protective charge on the colloidal particles and allow them to
coagulate.

 Coagulation form the particles into insoluble gelatinous floc which unite together to form particles of
bigger size which can be removed by sedimentation.

Coagulation is achieved in three stages

1) Addition of Coagulant; 2) Formation of flocks
3) Sedimentation

3.6.9 Factors Affecting Coagulation

1) Type of coagulant.

2) Quantity or dosage of coagulant.

3) Characteristics of water (type and quantity of suspended matter, temperature of water and pH of water).

4) Time, violence and method of mixing.

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3.6.10 Dosage of Coagulants

The dosage of coagulants depends on turbidity, alkalinity, temperature, mixing and flocculation time, pH of
water etc.
Na2Al2O4+CaCl2 CaAl2O4+2NaCl
Na2Al2O4+Ca (HCO3) CaAl2O4+Na2CO3+CO2+H2O

3.6.11 Common Type of Coagulants

The following are the common coagulants used
1. Aluminum sulphate or alum

2. Sodium aluminate

3. Ferric coagulants and lime

4. Chlorinated copperas

5. Magnesium carbonate

6. Polyelectrolyte’s

Aluminumsulphate or alum
 Alum is an universal coagulant used in water works.It is most commonly used Coagulant

 Chemical composition of Alum is Al2(SO4)3.

 In the presence alkalinity in water the alum is added and it tends to hydrolyze into Aluminum
hydroxide.

 Alum is effective when pH ranges from 6.5 to 8.5.

 Dosage of Alum ranges from 5 to 8.5 mg/lit.

 It reduces taste and odor is cheap.

Al2(SO4)3.18H2O+3Na2CO3 2Al (OH)3+3Na2SO4+3CO2+18H2O

Al2 (SO4)3.18H2O+3Ca (OH)3 2Al(OH)3+3CaSO4+6CO2+18H2O
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Al2(SO4)3+3Ca (HCO)32 2Al(OH)3+2CaSO4+6CO2+18H2O

Sodium Aluminate
 Chemical composition of Sodium Aluminate is Na2Al2O4

 Best grade of Sodium Aluminate contains 55% of Aluminum, 34% of Na2O3, 4.5% of Na2CO3 and
6.3% of NaOH.

Ferric Coagulants
 Chemical composition of ferric coagulant may be Ferric Chloride (FeCl3), ferric sulphate
(Fe2(SO4)3), ferrous sulphate (FeSO4.7H2O), or ferric hydroxide (Fe(OH)2).

 Ferric coagulants acts as oxidizing agent and remove taste, odor, and hydrogen sulphide present in
water.

 These are commonly used in sewage treatment and good result can be obtained at pH value above
3.5.
2FeCl3+3Ca (OH)2 2Fe(OH)3+3CaCl2
Fe2(SO4)3+3Ca(OH)2 2Fe(OH)3+3CaSO4
FeSO4.7H2O+Ca (OH)2 Fe(OH)2+CaSO4+7H2O
4Fe(OH)2+2H2O+O2 4Fe(OH)3
Chlorinated Copperas
 It is a mixture of ferric sulphate and ferric chloride obtained by adding chlorine to the ferrous
sulphate.

 The flock generated by this coagulant is tough and settle down easily.

 It is very effective even in alkaline water.

6FeSO4+3Cl2 2FeCl3+2Fe2(SO4)3

3.6.12 Flash Mixers:

After screening out debris and testing the raw water, water treatment really begins at the flash mix chamber.
Here, chemicals are added to the water, primarily to aid in coagulation and flocculation. In the flash mixer,
the water is agitated violently for a short period of time before being released into the flocculation basin.

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The duration of mixing in the flash mix chamber is carefully controlled and is usually between thirty
seconds and one minute. If the water is mixed for less than thirty seconds, then the chemicals will not be
properly mixed into the water. But if the water is mixed for more than sixty seconds, then the blades will
shear the newly forming floc back into smaller particles.
When determining the length of time that water must spend in the flash mix chamber, flow rates must be
calculated. The volume of the flash mix chamber and the amount of flow determine the contact time.

Fig. 3.6.12: Flash Mixer

3.6.13 Clariflocculator:
Clariflocculator is a combination of flocculator and clarifier fabricated to attain economic and speedy
construction. It’s used at huge water treatment plants, industrial wastewater treatment plants, and potable
water treatment. It has two concentric tanks where inner tank serves as a flocculation basin and the outer
tank serves as a clarifier. These systems are fabricated proficiently according to the varied requirements of
the customers. Clariflocculators generally are used to perform the chemical primary treatment of effluents.
A circular clariflocculator is designed having vertical paddles. The water enters through a central influent
pipe and is fed into flocculator zone through ports. The effluent from the flocculation passes below the

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partition wall dividing the flocculator portion and the clarifier portion. The clarified effluent is collected by a
peripheral effluent launder.

The components of clariflocculator to be designed include:

1) Influent vertical central pipe
2) Flocculator
3) Clarifier
4) Effluent Launder

3.6.14 FILTRATION
Principle of this is removal of “REMAINING COLLOIDAL DISSOLVED MATTER, BACTERIA”.
The water is filtered through the beds of granular material, such as sands, etc. The process of passing the
water through the beds of such granular material is known as filtration. Filtration helps in removing colour,
odour, turbidity, and some pathogenic bacteria from water.
They are ,
1. The slow sand gravity filters.

2. The rapid sand gravity filters.

Construction
1. Enclosure tank

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 It consists of an open water tight rectangular tank made of concrete.

 The bed slope is kept at about 1in 100 towards the central drain

 The depth of tank is kept 2.5 or 3m and area may vary from 100 to 2000m2 or more, depending upon
the quantity of water to be treated.

2. Filter media
 Filter media consist of sand layer about 90cm to 110cm in depth, and placed over a gravel support.

 The effective size varies from 0.2mm to 0.4mm.

3. Base material
 The base material is gravel, and it consist of 30mm to 75mm thick with different gravel sizes.

 The size of gravel in the top most layer is 3 to 6mm, intermediate layer varying from 6 to 20mm and
20 to 40mm bottom most layer is kept 40 to 65mm.

Operation
1. The treated water from the sedimentation tank is allowed to enter the inlet chamber of the filter unit and
get distributed uniformly over the filter bed.

2. The water percolates through the filter media (sand bed) and then enters the gravel layer and comes out as
the filtered water.

3. The filtered water is collected in the laterals through the open joints, which discharge into the main drain
and then filtered water is taken to storage tank.

4. The rate of filtration is 100lt/hr./m2 to 200lt/hr./m2.

3.6.15 Cleaning
Cleaning is done by scrapping and removing the 1.5 to 3cm of top sand layer. The top surface is raked,
roughened, cleaned and washed with good water. The amount of water required for cleaning is small say
0.2% to 0.6% of filtered water.

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The other method of cleaning the filtration tank is back washing

.
Rapid Sand Filter
The rapid sand filter or rapid gravity filter is a type of filter used in water purification and is commonly used
in municipal drinking water facilities as part of a multiple-stage treatment system.
Rapid sand filters use relatively coarse sand and other granular media to remove particles and impurities that
have been trapped in a floc through the use of flocculation chemicals--typically salts of aluminium or iron.
Water and flocs flows through the filter medium under gravity or under pumped pressure and the flocculated
material is trapped in the sand matrix.

Fig. 3.6.15: Rapid Sand Filter

3.6.16 Disinfection
Disinfection unit is used for removal of “PATHOGENIC BACTERIA, ORGANIC MATTER AND
REDUCING SUBSTANCES”.
The chemicals used for killing these bacteria are known as disinfectants, and the process is known as
Disinfection or sterilization.
Minor Methods of Disinfection
1) Boiling of water

2) Treatment with excess lime

3) Treatment with ozone

4) Treatment with iodine and bromine

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5) Treatment with ultra-violet rays

6) Treatment with potassium permanganate and

7) Treatment with silver, called Electro-Katelyn process

Chlorine has been found to be the best and the most ideal disinfectant and is now invariably used throughout
the world.
3.6.16.1 CHLORINATION
Chlorination commonly used to indicate broadly that the water has been treated with a sterilizing agent.
Disinfecting Action of Chlorine When chlorine is added to water, it forms hypochlorous acid or
hypochloride ions, which have an immediate and disastrous effect on most forms of microscope organisms.
The reactions that take place are
Cl2 + H2O HOCl (Hypochlorous acid) + HCl
The hypochlorous acid is unstable and may break into hydrogen ions and hypochlorite ions
HOClH+ (Hydrogen ions) + OCl-(Hypochlorite ions)
The above reaction is reversible and depends upon the pH valve of water. The dissociation of hypochlorous
acid into ions is more effective at high pH valves and vice versa. Thus, at pH valves greater than 10, only
OCl ions are found; while in pH valves of less than 7 (more than 5), HOCl will generally exist without
dissociating into OCl ions; and in the pH range of below 5, chlorine does not react and remains as elemental
chlorine.
Out of these forms of free available chlorine, the hypochlorous acid is the most destructive, being about 80
times more effective than the hypochlorite ions. For this reason, the pH valve of water during chlorination is
generally maintained slightly less than 7, so as to keep the dissociation of HOCl to minimum, and thereby
keeping more HOCl in solution compared to OCl ions.

3.6.16.2 Design of fresh Water Sump

Discharge of water Q = 229.32m3/hr
Detention time T, = 3.5 hours
Capacity of the sump = QT = 229.32*3.5 = 802.62 m
Assume the depth of the sump and free board as 4.00 m and 0.6 m respectively.
Area of the sump = Capacity/depth = 802.62/4 = 200.655 m2
Diameter of the sump = √4A/π = √4*200.655/π = 15.98 m, assume as 16 m
Rise from the top of dome = D/6 = 16/6 = 2.67 m.
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Table 3.6.16.2: Summary of fresh Water Sump

Sl. No. Description Values

1 Detention time of 3.5 hrs
flow
2 Capacity of the 802.62 m
sump
3 Diameter of the 16 m
sump
4 Height of the 4.00 m
sump
5 Free Board 0.6 m

3.7 POPULATION FORECASTING:

Considering according to primary health Centre census:
Population in 2018 = 567
Population in 2019 = 584

3.7.1 BY SIMPLE GRAPHICAL METHOD:

Population in 2029 = 1160
Population in 2039 = 1736
Population in 2049= 2312

Consider the maximum population, by simple graphical method 2312

Total number of houses =250(Assume 6 persons in each house)
Therefore, Present Population =No. of houses x 6
=250x6

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=1500
Ultimate population after 30 years by assuming 30% increase
= [(30/100) x1500] + 1500
=1950
Assuming the rate of water supply or per capita demand = 110lpcd
Therefore Average Demand =Population x Per Capita Demand
=1950x 110
=214500l/day (214.5m3/day or 0.214MLD)
Also,
Assuming maximum daily demand as 1.5 times the average daily demand
Maximum Daily Demand, QMAX =1.5xAverage water demand
=1.5x214.5
QMAX=321.75m3/day (321.75m3/dayor0.322MLD)

3.7.2 PUMP DESIGN:

Considering, maximum water supply in a day = 6 to 8 hours
Considering 8 hours
Velocity in the pumping shall not be less than 0.85 m/s and should not be greater than
1.35m/sec this is as per recommendation of water commission considering minimum velocity =0.85m/sec
Efficiency of the pump = n =70% to 90%
Assume n=85%
Since, pumps have to work 8 hours in a day
Capacity of the pump should be designed for a daily demand
= (394.87m3/day) x (24/8)
=1184.61m3/day
Discharge = 1184.61/(24x60x60)
=0.013765m3/sec

Area required = Q/V

= (0.01365)/ (0.85)
= 0.016m2
Diameter of pipe, A = (πxd2/4)

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D =0.142m
D=0.15m≈15cm

3.7.3 DESIGN OF PUMPS (INTAKE TO TREATMENT):

L =345m
RL of intake site =947.335m
RL of treatment site =972.980m
Hi = 972.980-947.335=25.645m
Head loss, hf = (4flv2)/ (2gd)
= [(4x0.015x345x0.852)/ (2x9.81x0.142)]
=5.36m
Total head = 25.64+5.36=31m
Efficiency of the pump = 85% = 0.85
Horse power of the pump required = (WQH)/ (75xn)
= [(9.81x0.011x31)/ (0.735x0.85)]
=5.35HP=6HP
However to reduce the friction, the diameter of the pipe may be taken as 0.125m
Head loss, hf = (4flv2)/ (2gd)
= [(4x0.015x345x0.852)/ (2x9.81x0.125)]
=6.09m
Total head = 25.64+6.09=31.73m ≈ 35m
Horse power of the pump required = (WQH)/ (75xn)
= [(9.81x0.011x40)/ (0.735x0.85)]
= 6.04HP ≈ 7HP
Provide 1 No. of 7HP pump, to pump the water from intake to treatment unit.

3.7.4 DESIGN OF PUMPS (TREATMENT UNIT TO OVER HEAD TANK):

L =455m
R L of OHT =1013.630m
RL of treatment unit = 972.980m

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H I = 1013.630-972.980 =40.65m
Head loss, hf = (4flv2)/ (2gd)
= [(4x0.015x455x0.852)/ (2x9.81x0.128)]
= 7.85m ≈ 8m
Total head = 40.65+7.85= 48.5m ≈49m
Efficiency of the pump = (WQH)/ (75xn)
= [(9.81x0.011x49)/ (0.735x0.85)]
= 8.46HP ≈ 10HP
Provide 2 NOS. Of 10HP pump (one should be stand by) to pump the water from treatment plant to
OHT.

3.7.5 DESIGN OF SEDIMENTATION TANK:

Rectangular tank:

Quality of water required for a single personal is 110litres as per standards.

The population in Melukote village=1950

Quality of water required for 1950=110*1950

= 214500lit/day

=0.2145MLD

MLD=million litre/day

Assume,

Detention time=6hours=360min

Velocity of flow=10cm/min=0.1m/min

Therefore, length of water (L)=0.1*360=36m

Volume of water in 6hours,

V=0.2145*10^6*6/24

V =0.53625m3

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Therefore, gross area

A=V/L=0.53*103/36=14.72m2

Assume, a working depth of 4m

Therefore, width of tank=14.72/4=3.68m

Provide an extra depth of 0.5m for sludge storage and 0.5 m for free board making a total
depth=4+0.5=4.5m.

3.7.6DESIGN OF RAPID SAND FILTER:

Rate of filtration = 5000 l/hr/m

1. Population assumed = 1950 persons

2. The rate of supply being = 110 l/d/person
Assume maximum demand = 1.8 times the average demand
Max water demand per day = population*max daily rate of supply
= 1950*1.8*110
= 0.386 *10^6 litres
Water demand per hour = 0.386*10^6/24
= 16.0875*10^3 l/hour
Area of filter beds required = water demand/Rate of filtration
= 16.0875*10^3/5000
= 3.21 sq. m
Since two units are required to be designed
Area of each unit = 3.21 m2
Assume l = 1.5B
1.5B*B = 3.21
B2 = 2.14
B = 1.46m = 2m
l = 1.5 *B
l = 1.5*2
l = 3m
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Therefore Hence, by use of filters units of 2 the cross – section of the filter units are 2m*3m

3.7.7 DESIGN OF OXIDATION POND:

Question: population of a town is 1950 with an assured water supply of 135l/head/day. BOD of waste
water is 150mg/l. Design an oxidation pond for treating sewage.

Data:

Population =1950 people

BOD of waste =150 mg/l

Water supply =135 l/head/day

Assume 80% of water is converted into sewage.

Quantity of sewage produced/head/day =0.8x135=108 l/head/day

Quantity of sewage produced/day =108x1950=2.106x105 l/day

BOD of waste/day =2.106x105x150

=31.59x106 mg/day

=31.59 kg/day

Assume organic loading =300 kg/hectare/day

Surface area of oxidation pond (A) = (BOD of waste per day/organic loading)

(i.e., 1hectare=2.5 acres) =31.59/300=0.1053hectare

=1053m2

A=LxB= (2xB) xB

B(2xB)=1053

B2=526.5m

B=22.94m=23m

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L=2xB=2x23=46m

Assume effective depth 0.5to1.5m

Let us take, d=1m

Assume free board=0.5m

Overall depth, d=1+0.5=1.5m

Capacity of tank=LxBxd=1*23*46

=1058m2

=1058x103litres

Detention time = (capacity of tank / sewage produced per day)

=1058x103/210600

=5.02 days

3.7.8 DESIGN OF PUMP:

Assume the population in Melukote village=1950persons.

Design:

Average daily water consumption=135 l/capita/day.

Average quantity of water required=135*1950

=263.25*103litre/day.

Assuming max daily demand as 1.8times the average the maximum quantity of water required is,

=263.25*103*1.8

=0.47385MLD.

=0.47385*106/103*24*60*60

=0.00548cumecs.

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Assume flow velocity of 0.85m/sec through the circular conduit we get,

Q=A*V

0.00548=A*0.85

A=Q/V

A=0.00548/0.85

A=0.00644m2.

Therefore,

Area of the pipe required=64.4cm2

Diameter of the pipe required=10cm.

Hydraulic gradient:

Hazen-william`s formula

V=0.85cH*R0.63*S0.54

Where,

V=Velocity through pipe in m/sec.

S=Slope of energy line.

R=Hydraulic mean depth of pipe in m.

(d/4 or circular pipe flowing fall)

CH= co-efficient of hydraulic capacity smoother the pipe greater is the value=110.

V=0.85*140*(d/4)0.63*S0.54

V=0.85m/sec

0.0729=S0.54

S=1/127.42

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i.,e Hydraulic gradient is 1/127.42

1m fall in 127.42m length.

3.7.9 DESIGN OF OVER HEAD TANK:

Maximum demand = 94.05 ≈ 94m3/day
Capacity of OHT = 94m3
According to the IS standard pressure of 20 kg/cm2 should be maintained at each and every point
Dimensions of OHT = (circular tank)
Assume the minimum height of OHT required = 10 to 15 m
Consider 10 m (from ground level to bottom of OHT)
Height = area x height = capacity of OHT(Takedia = 4m)
= [πxd2/4] x h = 94m
H= 7.5m
D=4m

3.7.10 LENGTH OF THE PIPE WORK REQUIRED:

Length of main pipe line = 1340m
Length of the sub-pipe line = 500m
Length of the branch line = 90m

3.8 SANITATION:
After utilization the water returns as waste water from every house or unit .This water has to be
disposed safely without polluting the environment. The main purpose of maintaining proper sanitation is to
keep the environment clean which in turn has a direct impact on public health. Such a practice would ensure
a safe and healthy environment free from factors that might lead to serious outbreak of epidemics.

3.8.1 PURPOSE OF SANITATION:

Sanitation is one of the most important activities to be undertaken in a modern civilized urban setting
.The main aim of sanitation is to:
 Provide a clean environment for living Preventive measure for the preservation of health of
community in general and individual in particular.
 Physical and mental soundness for discharge of daily duties.

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 Prevention of outbreak of epidemics.

3.8.2 PRINCIPLES OF SANITATION

The fundamental principles of sanitation that result in better living conditions include:
Collection and Conveyance:The basic principle of sanitation is to remove any waste matter as early as
possible after its formation .The earlier it is removed, the easier it becomes to render it harmless.
Orientation of Building:The building should be so oriented with respect to the local climatic conditions
that all rooms are properly lighted naturally and there is free circulation of fresh air.
Prevention of Dampness:The construction of damp-proof building is necessary. The health of human body
is affected by the presences of dampness in the environment.
Supply of water: There should be plentiful supply of pure water to the building. The scarcity of water leads
to the development of unhygienic conditions.
Treatment of Waste:All the waste matter received from the building should be disposed off only after
giving proper treatment to it .Sewage plant effluent should be thrown into natural river or stream after
treatment.

3.8.3 IDEAL SITE FOR SEWAGE TREATMENT PLANT:

The site for treatment unit of sewage for any town should be carefully selected and the following aspects
are to be considered.
 Good foundation soil should be available for various sewage treatment units.
 The general level of the site should be the lowest area of the town or city, so that the sewage from the
entire city can be collected and conveyed by gravity only.
 The location should be such that enough area is available nearby when it becomes necessary in future
to expand the existing project.
 The site should be safe from floods at all times.
 The site should be so located that it is on the levered side of the winds so that the undesirable odours
would be prevented from entering the city or town system.

3.8.4 SEWAGE TREATMENT:

The wastewater is to be treatment before it is disposed off into a natural water body of water .The
type of treatment proposed is an oxidation pond .Since the scheme is for a village sufficient land is available
and it does not require any mechanical devices and skilled labor.

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CHAPTER: 4
HIGHWAY PROJECT
In a new highway project, the engineer had to plan design and construct either a network of new roads or
road links. There are also projects requiring redesign and realignment of existing roads for upgrading the
geometric design standards.
4.1 AIM:
The aim of the highway project is to propose a new alignment two obligatory points identified at Melukote
village. The proposal comprises of extensive field data collection, analysis of the collected data so as to
provide an economical highway alignment and with a geometric design, which meets the design guidelines.

4.1.1CONTENTS:
 Introduction
 Location- map
 Salient features of the project
 Recommendation about alignment survey
 Studies for alignment
 Procedure for survey

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4.2 INTRODUCTION:
The existing road which connects the Melukote village from Kadalgere was found to be a longer route with
width of the road to be small and not uniform. Since Melukote village was known for its temples and nature
which was the source of attraction, the tourists were finding difficulty in using the existing road containing
steep gradients. Therefore, a new highway alignment was to be proposed connecting the above obligatory
points which will be the shortest route possible but deviating from farm lands and public properties.
The proposed alignment is to 1.230km length and the survey was conducted for a width of 10m on either
side of the road to account for future expansion. On the basis of the survey data collected, a formation level
was proposed such that the area of cutting and filling will be minimum. For fixing this propose level, the
ruling gradient and minimum gradient was considered such that area of cutting will be equal to the area of
filling.

4.2.1 OBJECTS OF HIGHWAY PROJECT:

The basic object of highway project is:
1. To survey the details of existing roads and adjoining areas on a given stretch.
2. To find the deficiencies (if any) with respect to the roadway geometric and to redesign for
the given speed.
3. To realign the road length as per the design, within the given stretch.

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4. To find the deficiencies (if any) within the pavement structure and to redesign for the design traffic.
To work the areas of land to be acquired for the realignment and the quantity of materials required like
earthwork and various pavement materials for proposed realignment stretch and strengthen pavement.

4.2.2 FACTORS CONTROLLING ALIGNMENT:

The various factors which control the highway alignment are:
 Obligatory points
 Traffic
 Geometric design
 Economics
 Stability
 Drainage
 Resisting length
 Geometric standards of hill roads

4.3 PROCEDURE FOR FIXING THE ALIGNMENT:

The alignment of a hill road is fixed and translated onto the ground in several operations:
 Map study
 Reconnaissance survey
 Preliminary survey
 Determination of final centre line
 Final location survey

4.3.1MAP 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 30m contour intervals. The main features
like rivers, hills, valleys etc. are also shown on these maps. By careful study of such maps it is 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 map from the following details available on the map.
 Alignment avoiding valleys, ponds etc.
 When the road has to cross a row of hills, possibility of crossing through a mountain pass.

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 Approximate location of bridge site for crossing of rivers, avoiding bend of river, if any.

4.3.2 RECONNAISSANCE SURVEY:

GENERAL:
The reconnaissance survey may be conducted in the following sequence:
a. Study of topographical survey sheets, geological and meteorological maps and aerial photographs if
available.
b. Aerial reconnaissance (where necessary and feasible)
c. Ground reconnaissance.
d. Final reconnaissance of inaccessible and difficult stretches.

a. Study of Survey Sheets, Maps, Etc: Reconnaissance begins with the study of all the available
maps. In India, topographical sheets are available in scale 1:50000.
b. Aerial Reconnaissance: Aerial reconnaissance will provide a bird’s eye view of the alignment under
consideration, along with the surrounding area. It will help to identify factors, which call for
rejection or modification of any of the alignments.
c. Ground Reconnaissance: The various alternate routes found feasible as a result of map and aerial
photograph study and aerial reconnaissance are further examined in the field by ground
reconnaissance. As such, this part of the survey is an important link in the chain of activities leading
to the selection of the final route.
d. Final Reconnaissance of Inaccessible and Difficult Stretches: Ground reconnaissance may
disclose certain difficult stretches, which call for detailed examination. A trace cut might be specially
made in such sections for inspection.
e. Reconnaissance Report: Based on the information collected during the reconnaissance survey, a
report must be prepared. It should include all relevant information collected during the survey.

4.3.3 PRELIMINARY SURVEY:

A. GENERAL:
The preliminary survey consists of pegging the route previously selected on the basis of the reconnaissance
survey, cutting a trace 1.0m to 1.2m wide and running an accurate traverse line along it for the purpose of
taking longitudinal and lateral cross sections and establishing bench marks. The data collected at this stage
forms the basis for the determination of the final centreline of the road.

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B. PEGGING AND TRACE CUT:

The line and the grade of the selected alternative are pegged and the trace is cut along the pegged route.

C. SURVEY PROCEDURE:
The survey should cover a strip of sufficient width taking into account the degree and the extent of cut/fill,
with allowance for possible shift in the centreline of the alignment at the time of final design. In the normal
course, a strip width of about 30m in straight or slightly curving reaches and 60m sharp curves and hairpin
bends. Physical features such as buildings, monuments, burial grounds, place of worship, pipelines, power
lines, telephone lines, existing roads etc. that are likely to affect the project proposals should be located by
means of offsets measured from the traverse line.
Levelling work includes taking ground levels along the trace cut at intervals of 10m and at abrupt changes in
slopes and also establishing benchmarks at intervals 250m exceptionally 500m by running check levels on a
closed traverse basis independently. While learning along centreline, reading of benchmarks should also be
taken to have a cross check in regard to accuracy of the fieldwork. It is particularly important that a single
datum GTS datum should be used to tie up all levels.
Cross sections should be taken at intervals of 30m and at point of appreciable change in soil conditions.
While taking cross sections, soil classification should also be recorded. At sharp curves and difficult
locations, detailed levelling may be done for the plotting of contours.

4.3.4 MAP PREPARATION:

At conclusion of the preliminary survey, plans and longitudinal sections are prepared for detailed study to
determine the final centreline of bridge-crossing, etc., the plan should show contours at 1m – 3m intervals,
so as to facilitate the final decision. Scales for the maps should generally be the same as adopted for the final
drawings. Normally, the horizontal scale might be 1:1000 and the vertical scale 1:100.

4.3.5 DETERMINATION OF FINAL CENTERLINE:

Determination of final centreline of the road design in the office is a forerunner to the final location survey.
This involves the following operations:
a. Making use of plans from the preliminary survey showing the longitudinal profile, cross-sections and
contours, a few alternative alignments for the final centreline of the road are drawn and studied and
the best one satisfying the engineering, aesthetic, economic and environmental requirements is
selected.

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b. For the selected alignment, a trail grade line is drawn taking into consideration the controls which are
established by mountain passes, intersections with other roads, railway/river crossing, unstable areas
etc.
c. For the alignment finally chosen, a study of the horizontal alignment and conjunction with the profile
is carried out and adjustments made in both as necessary for achieving proper co-ordination.
d. Horizontal curves including spiral transitions are designed and the final centreline marked on the
map.
e. The vertical curves are designed and the profile shown on the longitudinal section.

4.4 FINAL LOCATION SURVEY:

GENERAL:
The purpose of the final location survey is to layout the final centreline of the road in the field based on the
alignment selected in the design office and to collect necessary data for the preparation of working
drawings.

4.4.1 TRANSIT SURVEY:

The centreline of the road, as determined in the design office, is translated on the ground by the means of a
continuous transit survey and pegging of the centreline as the survey proceeds.
All angles should be measured with a transit. It would be necessary to fix reference marks for this purpose.
These marks should be generally 20m apart in straight reaches and 10m apart in curved reaches. To fix the
centreline, reference pillars-control points should be firmly embedded in the ground. These should be
located beyond the expected edge of the cutting on the hill side. The maximum spacing between the pillars
may be 100m.
The following should be followed with reference to pillars:
 Red
 Used distance
 Horizontal distance from the centreline of the road
 Reduced level at the top of the reference pillars
 Formation level of the road

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The reference pillars should be so located that these will not be disturbed during construction. Description
and location of the reference pillars should be noted for reproduction on the final alignment plans.
At the road crossings, the angles that the intersecting roads make with the final centreline should be
measured with the help of a transit. Similar measurements should be made at railway level crossings.

4.4.2 BENCHMARKS:
To establish firm vertical control for location, design and construction, benchmarks established during
preliminary should be re-checked.

4.5 LONGITUDINAL SECTIONS AND CROSS-SECTIONS:

Levels along the final centreline should be taken at all breaks in the ground. Cross-sections should be taken
at 30m intervals.

4.5.1 PROPER PROJECTION OF POINTS OF REFERNCE:

The final location survey is considered complete when all necessary information is available and ready for
designer to be able to plot the final road profile and prepare the project drawings. Among other things, field
notes should give a clear description and location of all the benchmarks and reference points. This
information should be transferred to the plan drawings, so that at the time of construction, the centreline and
the benchmarks could be located in the field without any difficulty. In the last stage of alignment survey,
hydrological and soil investigations for the route should be carried out.

4.5.2 FIELD WORK DETAILS:

The following details were collected all along the survey road during reconnaissance survey:
1. Valley, ridge and other obstructions along the route.
2. Soil type along the route and observation of the geological features.
3. No presence of culvert along the route.
4. Additional data regarding the geological function type of rocks were observed all along the route of
survey.
Preliminary survey was done on the first day of the project using a chain and magnetic compass. Initial
alignment and reduced levels were found using metric chain, tape, dumpy levels and cross staff.
Consideration of geometric design and other requirements of alignment preparations of plan were done by
plane table survey.

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Final alignment was carried out by transferring the alignment from the drawings to the ground by driving
pegs along the centreline of the finally chosen alignment, and setting out simple circular curves whenever
necessary.

4.5.3 TO FIND OUT THE REDUCED LEVEL:

To find out the reduced level, the dumpy level and levelling staff instruments were used. The dumpy level
generally consists of telescope tube finely secured in two collars fixed by adjusting screws to the stage
carried by the vertical spindle. The modern form of dumpy level has the telescope. This form is known as
solid dumpy.
The levelling staff is straight, rectangular rod having graduations; the foot of the staff represents zero
reading. The purpose of the levelling staff is to determine the amount by which station is above or below the
line of sight.

4.5.4 TO FIX THE ALIGNMENT AND DIRECTION OF THE TERRAIN:

The instruments required for this are:
 Prismatic compass
 Ranging rod
 Chain and tape
Prismatic compass is the most convenient and portable form of magnetic compass, which can either be used
as a hand instrument or can be fitted on a tripod. A magnetic needle is attached to the circular ring or
compass chord made of aluminium a non-magnetic substance. Using this instrument be measured the
bearing (back bearing and fore bearing).
Chain is another important device, which is generally made of steel, and is of length 30m. It is a very
important instrument to measure the length and also during the fixing of the alignments in the field.
Another important device in the survey project is the tape. It is generally made of plastic; we first measure a
certain distance interval with the help of chain or tape. After measuring the distance, using the prismatic
compass and ranging rod bearings viz., fore bearing and back bearing were taken.

4.5.5 CAMBER/CROSSFALL:
Camber/cross fall is essential for the drainage in the lateral direction. The pavement on straight reaches
should be provided with a crown in the middle and surface on either side sloping towards the edge.

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The camber or cross fall on straight sections of roads should be as given as in Table 1. For a given surface
type, the steeper values of camber should be adopted in areas having high intensity of rainfall and lower
values where the intensity of rainfall is low.

Table 1: Camber or cross fall on straight sections of roads

Sl. No. Type of Pavements Value of Camber Provided
1 Earthen Roads 3% to 4% (1 in 33 to 1 in 25)
2 Gravel or WBM Surface 2.5% to 3% (1 in 40 to 1 in 33)
3 Thin Bituminous Surface 2% to 2.5% (1 in 50 to 1 in 40)
4 High Type Bituminous Surface 1.7% to 2% (1 in 60 to 1 in 50)

The cross-fall for earth shoulders should be at least 0.5% more than the pavement camber subject to a
minimum of 3%. On super elevated sections, they should normally have the same cross fall as the pavement.
4.6 DESIGN SPEED:
Table 2: Design speeds (Kmph) for different terrains
Road Plain Rolling Mountainous Steep
Ruling Min Ruling Min Ruling Min Ruling Min
Classification
N.H & S.H 100 80 80 65 50 40 40 30
M.D.R 80 65 65 50 40 30 30 20
O.D.R 65 50 50 40 30 25 25 20
V.R 50 40 40 35 25 20 25 20

4.6.1 SIGHT DISTANCE:

Stopping sight distance is the clear distance ahead needed by a driver by bring his vehicle to a stop before
meeting a stationary object in his path. Sight distance is calculated as the sum of braking distance required at
the particular speed plus the distance travelled by vehicle during perception and brake reaction time.
Intermediate sight distance is defined as twice the stopping sight distance. Design values for both these
sights distances and the criteria for their measurement are given in the Table 3.
Table 3: Design values of stopping and intermediate sight distances for various speeds
Speed Design Values in (m)
Stopping Sight Distance Intermediate Sight Distance
(Kmph)
20 20 40
25 25 50
30 30 60
35 40 80
40 45 90
50 60 120

4.6.2 CRITERIA FOR MEASURING SIGHT DISTANCE:

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Sl. No. Sight Distance Height of the Driver’s Height of Object

Eye
1 Safe Stopping Sight Distance 1.2m 0.15m
2 Intermediate Sight Distance 1.2m 1.2m

4.6.3 OVER TAKING 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:
1. Speed of overtaking, overtaken and oncoming vehicles.
2. Spacing between the vehicles.
3. Skill and reaction time of driver.
4. Rate of acceleration of overtaking vehicle.
5. Slope of the road.

4.7 HORIZONTAL ALIGNMENT:

GENERAL:
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.

4.7.1 SUPER ELEVATION:

Super elevation to be provided on curves is calculated from the following formula.
e = v2/127R
Where:
e = Superelevation
v = Design Speed in kmph
R = Radius of the Curve in meters
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.

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4.7.2 MINIMUM CURVE RADII:

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:
(v2/127gR)=(e+f) or R=v2/127g(e+f)
Where:
v = vehicle speed in m/s
V = vehicle speed in km/h
g = acceleration due to gravity in m/s2
e = ratio of super elevation
f =co-efficient of side friction between vehicle tires& pavement. (Taken as 0.15)
Radii for horizontal curves corresponding to ruling minimum and absolute minimum design speeds are
shown in the table below.

Table 4: Minimum radius of horizontal curves for various classes of hill roads
Sl. Road Classification Mountainous Terrain Steep Terrain
Ruling Min Ruling Min
No.
1 Nation & State 50 40 40 30
Highway
2 Major District 40 30 360 20
Roads
3 Other District Roads 30 25 25 20
4 Village Roads 25 20 25 20
NOTE: If the deviation angle is less than 10 then horizontal curve is not required at such places.

4.7.3 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 are also improve aesthetic appearance of the road, besides
permitting gradual application of the super elevation and extra widening at curves.
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.

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Now (2/3)xe is provided at the straight portion in a length equal to (2/3)xL, also a remaining (1/3 xe is
provided in the curved portion in a length equal to (1/3)xe.
In a similar way, the calculated extra widening W e is also provided, i.e., (2/3)xWe in the straight portion and
(1/3)We 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.

4.7.4 WIDENING 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” is provided to compensate the extra width occupied by a vehicle on the curve due to
the tracking of the rear wheels, and
“Psychological widening” is provided for greater maneuverability of steering at higher speeds, to allow for
the extra space requirements for the over hangs of vehicles and to provide greater clearance for crossing and
over taking vehicles on the curves.
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 Table6.

Table 6: Widening of pavement at curves

Radius of Up to 20 21 to 40 41 to 60 60 to 100 101 to 300 Above 300
Extra Width (m)
Curve
Two Lane 1.5 1.5 1.2 0.9 0.6 Nil
Single
Lane 0.9 0.6 0.6 Nil Nil Nil

4.7.5 SET-BACK DISTANCE AT HORIZONTAL CURVES:

Requisite sight distance should be available across the inside of horizontal curves. Lack of visibility in the
lateral direction may arise due to obstructions like walls, cut slopes, wooded areas, high crops etc.
Set-back distance from the centerline of the carriageway within which the offending obstructions should be
cleared to ensure the needed visibility can be determined. Set back distance computed for different design
curves are shown in Table7.

4.8 VERTICAL ALIGNMENT:

GENERAL:
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The vertical alignment should be provided 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.

4.8.1 GRADIENTS:
Recommended gradients for different terrain conditions except at hair-pins bonds are given in the table 8.

Table 8: Recommended gradients for different terrain condition

Mountainous terrain and Steep terrain
Classification of Steep terrain having up to 3000m
Plain or Rolling
Gradient elevation not more than height above
3000m above MSL MSL
Ruling Gradient 5% (1 in 20) 6% (1 in 16.7) 3.3% (1 in 30)
Limiting Gradient 6% (1 in 16.7) 7% (1 in 14.3) 5% (1 in 20)
Exceptional Gradient 7% (1 in 14.3) 8% (1 in 12.5) 6.7% (1 in 15)

A minimum gradient of about 1 in 500 may be sufficient to drain the water in concrete drains but on inferior
surfaces of drains, a slope of 1 in 200 or 0.5% may be needed.

4.8.2 GRADE COMPENSATION AT CURVES:

At horizontal curves, the gradients should be eased by an amount known as ‘Grade compensation’, which is
intended to offset the extra tractive effort, involved at curves. This may be calculated from the following
formula;
Grade compensation (%) = 30+R
R
Subjected to a minimum of 75
R

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Where R is radius of the curve in meters

4.8.3 VERTICAL CURVES:

Vertical curves are introduced for smooth transition at grade changes. Both summit curve and valley curves
should be designed as square parabolas. The two types of vertical curves are:
 Summit curves
 Valley curves

4.8.4 DESIGN OF HORIZONTAL CURVES:

The following section shows the calculations involved in curve setting and the tabulation of angle for curve
1 is shown in Table 9.

Radius (R) =65M

Degree of curve =31◦
Deflection angle (∆) =36o
Length of curve (S) =[(π x R x ∆) / 180]
=[(π x 65 x 36 o) / 180]
=40.84m Chainage at point of intersection (P.I)
=680m
Tangent length =R x tan (∆/2)
= 65x tan (36/2)
= 21.12m
Chainage at point of curve (P.C) = Chainage of P.I – tangent length
= 680 – 21.12
= 658.88m
Chainage at point of tangency=Chainage of P.C + length of curve
= 658.88 + 40.84
= 699.72m
Let length of normal chord = 5m
Length of initial sub chord (C1) = (660– 658.88)

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=1.12m
Length of final sub chord (C9) = 4.72m
Number of normal chord= 7
Total no’s of chord = 1+7+1=9
DEFLECTION ANGLE ‘∂’
∂1 = 1718.9xC1/R
= 1718.9x1..12/(65x60)
= 0029’37.8”
∂2 = ∂3 = ∂4 = ∂5 = ∂6 = ∂7 = ∂8 = 1718.9x5(65x60)
= 2012’13.38”
∂9= 1718.9x4.72/(65x60)
= 204’49.12”

Table 9: Tabulation of actual angles for Curve

Chord Tangential Angle Deflection Actual Angle
Point Chainage
Length(L) (∂) Angle(∆) Reading
T1 658.88 - - - -
C1 660 1.12 0029’37.81” 0029’37.8” 0029’40”
C2 665 5 2012’13.38” 2041’51.18” 2042’00”
C3 670 5 2012’13.38” 4054’4.56” 5000’20”
C4 685.00 4 2012’13.38” 706’17.94” 7006’20”
C5 689.00 4 2012’13.38” 9018’31.32” 9018’40”
C6 693.00 4 2012’13.38” 11030’44.7” 11030’40”
C7 697.00 4 2012’13.38” 13042’58.08” 13043’00”
C8 701.00 4 2012’13.38” 15055’11.46” 16000’20”
C9 705.00 4 204’49.12” 180 0’0.58” 18000’00”

CHECK:
D/2 = 360/2 = 18000’00”

4.8.5 DESIGN OF SUPER EVELUATION AT HORIZONTAL CURVE:

Camber provided is 1 in 50 by assuming as a light rainfall range.
Taking, Design Speed (V) = 40km/h
We take Radius (R) = 60.00m
The expression for calculating super evaluation is as below:
V2 = (e + f)

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127R
Step 1: Calculation of e by taking the value f = 0 and 75% of the design speed
(50)2 = (e + 0)
127x65
e =0.3
As e > 0.07 Hence provide super elevation as, e = 0.07 that is 7%
Step2: Calculation of f by taking value e = 0.07 and 100% of the design speed
(50)2 = (f – 0.07)
127x65
f = 0.23> 0.15
there fore provide f = 0.15
4.8.6DESIGN OF VERTICAL CURVE:
Length of Curve = (Total change of grade) / (Rate of change of grade)
= (g1-g2)/g chain
Assume, R=450m
0.1%=30m
r= (450*0.1)/30
r=1.5chain
D = (1718.87)/450
= 3.18
D = 3’49’10.96”

For curve1, from chainage 0m to 820m

g1=1 in 23.25=4.30%
g2= -1 in 25.28=-3.95%
Length of curve 1, l1= (4.3- (-3.95))/1.5
=5.5 chain
=5.5*30
l1=165m.
Deflection angle, ∆= (l*180)/(h*3.142)
= (165*180) / (450*3.142)
∆= 21’

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Length of chord, L1=2Rsin (21/2)

=2*(450) *sin (21/2)
L1 =164m.
For curve 2, from chainage 410 to 1080m
g1=-1 in 25.28 =-3.95%
g2 =1 in 61.63 =1.62%
Length of curve, l2 = (-3.95-1.62)/1.5
= 3.713 chain
= 3.713*30
l2 = 111.39m.
Deflection angle, ∆ = (111.39*180) / (450*3.142)
∆ =14’.
Length of chord, L2 =2(450) *sin (14/2)
L2 =109.68m.

4.9 THEORY OF PAVEMENTS

The surface of the roadways should be stable and non-yielding to allow the heavy wheel loads of road traffic
to move with least possible rolling resistance. The road surface should also be even along the longitudinal
profile to enable the fast vehicles to move safely and comfortably at the design speed.
Based on the vertical alignment and the environmental conditions of the site, the pavement may be
constructed over the embankment, out of almost at the ground level.
It is always desirable to construct the pavement well above the maximum level of the ground water to keep
the sub-grade dry, even during monsoons.

4.9.1 TYPES OF PAVEMENTS:

Based on the structural behavior, pavements are generally classified into 2 categories:
a. Flexible pavement
b. Rigid pavements

a. FLEXIBLE PAVEMENTS:
Flexible pavements are those, which on the whole have low or negligible flexural strength and are rather
flexural in there structural under loads.

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The flexible pavement layers reflect the deformation of the lower layer to the surface of the layer. Thus if
the lower layer of the pavement or soil sub-grade is undulated, the flexible pavement surface also gets
undulated. A flexible pavement consists of four components: Soil sub-grade, Sub-base course, Base Course,
Surface course.
b. RIGID PAVEMENTS:
Rigid pavements are those, which possesnote worthy flexural strength or flexural rigidity. The stresses are
not transferred from grain to grain to the lower layers as in the case of flexible pavements layers. The
pavements are made of Portland cement concrete plain, reinforced are Pre-stressed concrete. The rigid
pavements are usually designed and the stresses are analyzed using elastic theory, assuming the pavement as
an elastic plate resting over elastic or a viscous foundation.

It contains of three components:

1. Cement concrete slab
2. Base-course
3. Soil sub-grade

4.10 CALIFORNIA BEARING RATIO (CBR):

This is a penetration test developed by the California Division of highways, as a method of evaluating the
stability of soil sub grade and other flexible pavement materials. The rest results have been correlated with
flexible pavement thickness requirements for highways and airfields. The CBR test in conducted in the
laboratory on a prepared specimen on a mould or in the field.

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This test uses a cylindrical plunger of 50mm diameter to penetrate a pavement component material at
1.25mm/minute. The load values took cause 2.5mm and 5mm penetration are recorded. These loads are
expressed as percentages of standard load values at respective deformation levels to obtain CBR value. The
standard load values obtain from the average of a large number of test on crushed stones are 1370kg and
2055kg at 2.5mm and 5mm penetration respectively.

TABULAR COLUMN:
Depth of Depth of
Chainage Reduced Level Formation Level Datum
Cutting Filling
0 893.81 893.81 - - 885
10 893.815 894.19 0.375 885
20 895.065 894.57 0.495 885
30 895.77 894.949 0.821 885
40 896.105 895.329 0.776 885
50 896.45 895.709 0.741 885
60 896.965 896.089 0.876 885
70 897.575 896.469 1.106 885
80 899.125 896.848 2.277 885
90 900.55 897.228 3.322 885
100 901.46 897.608 3.852 885
110 902.29 897.988 4.302 885
120 903.05 898.368 4.682 885
130 903.905 898.747 5.158 885
140 904.925 899.127 5.798 885
150 906.315 899.507 6.808 885
160 906.905 899.887 7.018 885
170 907.63 900.267 7.363 885
180 908.19 900.646 7.544 885
190 908.825 901.026 7.799 885
200 906.815 901.406 5.409 885
210 906.825 901.786 5.039 885
220 908.11 902.165 5.945 885
230 908.79 902.545 6.245 885
240 908.705 902.925 5.78 885
250 908.88 903.305 5.575 885
260 908.46 903.685 4.775 885

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270 909.025 904.064 4.961 885

280 908.85 904.444 4.406 885
290 909.12 904.824 4.296 885
300 909.54 905.204 4.336 885
310 909.86 905.584 4.276 885
320 909.39 905.963 3.427 885
330 908.825 906.343 2.482 885
340 908.245 906.723 1.522 885
350 908.24 907.103 1.137 885
360 908.04 907.483 0.557 885
370 907.94 907.862 0.078 885
380 908.24 908.242 885
390 910.075 907.828 2.247 885
400 910.93 907.416 3.514 885
410 911.83 907.004 4.826 885
420 912.445 906.593 5.852 885
430 912.595 906.181 6.414 885
440 912.565 905.769 6.796 885
450 912.445 905.357 7.088 885
460 911.885 904.945 6.94 885
470 911.32 904.533 6.787 885
480 910.715 904.121 6.594 885
490 910.015 903.71 6.305 885
500 909.06 903.298 5.762 885
510 907.695 902.886 4.809 885
520 904.27 902.474 1.796 885
530 901.38 902.062 0.682 885
540 899.5 901.65 2.15 885
550 897.35 901.238 3.888 885
560 897.57 900.826 3.256 885
570 897.49 900.415 2.925 885
580 897.9 900.003 2.103 885
590 898.38 899.591 1.211 885
600 898.285 899.179 0.894 885
610 897.445 898.767 1.322 885
620 896.735 898.355 1.62 885
630 895.77 897.943 2.173 885
640 894.975 897.532 2.557 885
650 892.585 897.12 4.535 885
660 891.695 896.708 5.013 885
670 891.215 896.296 5.081 885
680 890.97 895.884 4.914 885
690 890.675 895.472 4.797 885
700 890.605 895.06 4.455 885

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710 890.275 894.649 4.374 885

720 889.025 894.237 5.212 885
730 888.675 893.825 5.15 885
740 888.29 893.413 5.123 885
750 888.01 893.001 4.991 885
760 887.635 892.589 4.945 885
770 887.365 892.177 4.812 885
780 887.025 891.766 4.741 885
790 887.075 891.354 4.279 885
800 888.09 890.942 2.852 885
810 888.655 890.53 1.875 885
820 889.06 890.118 1.058 885
830 890.3 889.706 0.594 885
840 889.3 889.294 885
850 889.07 888.883 0.187 885
860 890.785 888.471 2.314 885
870 891.65 888.059 3.591 885
880 889.5 887.647 1.853 885
890 887.11 887.235 0.125 885
900 886.2 886.823 0.623 885
910 886.08 886.411 0.331 885
920 885.98 885.999 0.019 885
930 886.04 885.588 0.452 885
940 886.05 885.176 0.874 885
950 886.13 884.764 1.366 885
960 886.22 884.352 1.868 885
970 886.26 883.94 2.32 885
980 886.57 883.528 3.042 885
990 886.85 883.116 3.734 885
1000 887.83 882.705 5.125 885
1010 888.79 882.293 6.497 885
1020 890.04 881.881 8.159 885
1030 891.55 881.469 10.081 885
1040 892.545 881.057 11.488 885

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CHAPTER: 5
ZONING
5.1 INTRODUCTION:
1. Zoning describes the control by authority of the use of land, and the buildings thereon. Areas of
land are divided by appropriate authorities into zones within which various uses are permitted.
2. Zoning is the process of planning for land use by a locality to allocate certain kinds of structures in
certain areas. Zoning also includes restrictions in different zoning areas, such as height of
buildings, use of green space, density (number of structures in a certain area), use of lots, and types
of businesses.
3. Levels or types of zoning include open space, residential, retail, commercial, agricultural, and
industrial.
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.
5. 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 thereon.
6. Similar urban planning methods have dictated the use of various areas for Particular purposes in
many cities from ancient times.
Examples: For example, if you wanted to open a business in an area that was zoned as
"residential," you might not be able to do it, unless you received a variance (exception).
5.2 USES OF LAND
The use of land in town planning will be classified into two
Categories:
1. Profit-making uses of land
2. Non profit-making uses of land

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1.Profit-making uses of land: The land which is developed with profit motive is said to be used for
profit-making and the sites developed for office, residences, industries, etc. are the examples of
profit-making uses of land.
2.Non-profit-making uses of land: The land which is developed without any motive of profit-
making is said to be used for non-profit making and it includes playground, parks, road, government
offices, etc.
The main non-profit-making use in urban area will naturally be the roads. The relation between
profit-making use of land and nonprofit-making use of land should be noted.
The profitable uses of land are highly dependent on the non-profit uses of land.
5.2.1 ADVANTAGES OF ZONING:
1. Danger from fire.
2. Future Development.
3. General amenities.
4. Health of community.
5. Population distribution.
6. Public utility services
In general it may be suggested that zoning promotes health, safety, prosperity, orderly
development and overall welfare of the community. There is some example showing the undesirable
situations which might develop in the absence of zoning are as follows:
 The big apartment flats of big heights may be constructed very near to small cottages or houses
and thereby, they suffer from loss of light and air for surrounding structure.
 The development centers of public interest may take place at random without any
considerations of their surrounding and hence their functioning result into wastage of time,
money and space.
 The unsightly factories giving obnoxious gases and untimely noises invade the residential area
of the town and by the way of their working, they make the residential area unfit for living.
 The public amenities may be provided as the need arises and ultimately, a time may come
when it’s become either too costly or practically impossible to alter or to modify such
amenities.

5.2.3 ASPECTS OF ZONING:

The zoning is related to the following three important aspects:

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1. Density Zoning

2. Height Zoning

3.Use Zoning

DENSITY ZONING: In density zoning, the density of population in the residential areas is controlled
by means of suitable rules and regulations.
 Indirect measures are adopted to have effective density zoning:
1) The front, side and rear margins of the boundaries are specified. 2) The maximum height of
the building is specified.
3) The maximum size of allotment for each house is specified.
4) The number of houses per unit area is limited.
5) The ratio of total site area to the total built-up floor area is specified.
HEIGHT ZONING: The height zoning aims at controlling the height of buildings with due
consideration of contents of the buildings and the
Street width/ the marginal open spaces for the provision of light and
Ventilation.
The height zoning affords the following advantages:
1) Controls the development of central business area of the cities and it
there by assists in solving the problems associated with such heavy
concentration e.g. traffic congestion etc.
2) It is found that if buildings with uniform height are constructed on
important streets or roads, it gives pleasing aesthetic appearance.
3) It prevents an undue monopoly of light and ventilation by some tall
buildings at the expense of adjacent units of small heights.

USE ZONING: This is the most important aspect of zoning and it defines the uses to which various
parts of the town will be put.

They are classified into four sub-divisions:

(1) Residential zone
(2) Commercial zone
(3) Industrial zone
(4) Recreational zone

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5.2.4 TRANSITION ZONE:

 In order to have a smooth zone from one zone to another, a transition zone is sometimes
accommodated in zoning.
 The transition zone links up two adjoining zones and forms a boundary between the two.
 The most important fact to be remembered is that the boundary between the two zones should
be well distinguished by boundary line of plots instead of streets.
5.2.5 ZONAL PLAN FOR MILITARY TOWNS:
The acquisition of adequate land is made to accommodate the number and types of units to be
located in a military town.
Zonal plan is most suitable places for:
1. To learn and train
2. To live and work
3. To play and relax.

Detailed zoning for a military town takes into consideration the following factor:
1. Conservation of environment.
2. Functional grouping of major and other allied sub units.
3. Location of units generating noise, smoke, smell, etc. To
Minimize environmental ill effect.
4. Minimum distance between the place of work, residential zones
and central amenities.
5. Road circulation pattern.
6. Store holding units along peripheral roads.
7. Zones for the bulk external services.

5.3Economy of zoning:
 One of the virtues of zoning is that great improvements could be done without serious liabilities
on the part of tax-payers, if zones are pre-planned. Of course, considerable amount of money will
be required for land acquisition, road improvements and various other aspects of the
implementation of town planning schemes. But the same can be minimized and extra costs which
might result due to charges, addition, alterations and modification after the town has been
developed without zoning can certainly be avoided.

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 The zoning is essential also as the basis for economy in carrying out all site planning work and
local development schemes.
 It may further be noted that zoning indirectly helps in reducing costs because the use of land is
known definitely and hence sewer lines, water lines and various other public services required for
the town life can be designed and laid in the best efficient way.
5.4 ZONING POWER:

 This is totally about the rules and regulations of town.

 The Rules and Regulations power will given to the local authorities. Such power includes the
land approval of proposed structure, prohibiting of the undesirable use of land, etc.
 In general, it can be stated that zoning regulations are meant to improve health, welfare and
convenience of community. If better result from zoning is to be expected, these powers are to be
revised and elevated on liberal scale.
5.3.1Maps for zoning:

 The map showing the existing use of land marked in different colors suchas residential,
commercial, etc.
 The map should also show the portions of detached houses, semi detached houses, flats and
apartment houses,etc.
 It should be also marked on the map the position of all manufacturing plants, public
properties, parks, play-Grounds, etc.
 The map showing density of population in different areas of the town and expressed either as
houses Per unit area should be prepared.
 The map showing land values in the different sections of the town should be prepared.
 The map showing the details gathered from traffic survey should be prepared.

5.3.2Land use and neighborhood:

Planning:
Land-use zoning is the term used for a branch of urban planning encompassing various disciplines
which seek to order and regulate land usein an efficient and ethical way, thus preventing land-
useconflicts. Governments use land-use planning to manage the development of land within their
jurisdictions. In doing so, the governmental unit can plan for the needs of the community while
safeguarding natural resources. To this end, it is the systematic assessment of land and water

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potential, alternatives for land use, and economic and social conditions in order to select and adopt
the best land-use options. Often one element of a comprehensive plan, a land use plan provides a
vision for the future possibilities of development in neighborhoods, districts, cities, or any defined
planning area.

Neighborhood Planning:
Neighborhood planning gives communities direct power to develop a
shared vision for their neighborhood and shape the development and
growth of their local area. They are able to choose where they want new
homes, shops and offices to be built, have their say on what those new
buildings should look like and what infrastructure should be provided,
and grant planning permission for the new buildings they want to see
go ahead. Neighborhood planning provides a powerful set of tools for
local people to ensure that they get the right types of development for
their community where the ambition of the neighborhood is aligned
with the strategic needs and priorities of the wider local area.

5.3.3Objects of zoning:

1. The town planner gets ample opportunities for designing their future growth and development of
town. The zoning serves as a main tool to the town planner to achieve his goal.
2. The zoning affords a proper co-ordination of various public amenities such as transport facilities,
water supply drainage, electric power, etc.,
3. The zoning proves to be an effective instrument in the hands of the town planner for making any
town planning scheme effective and successful.

Purpose of zoning:

1. Promoting and protecting public health, safety and general welfare.

2. Providing adequate light, air, privacy and convenience of asses to property.
3. Protecting against fire, explosion, noxious fumes and odour, heat, dust, smoke, glare, noise,
vibration, radio activity and other nuisances.
4. Conserving the taxable value of land and buildings.

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5. Preventing over-crowding of land and undue concentration of structures.

6. Reducing congestion on public highways and streets.

5.5 NOTIFICATION

No. UDD 25 Tarp 2016, Bangalore, Dated: 06.07.2017

The draft of the Karnataka Town and Country Planning(Approval of Plot) rules, 2017, which the
Government of Karnataka proposes to make in exercise of the powers conferred by section 17 read
with section 74 of the Karnataka Town and Country Planning Act, 1961(Karnataka Act 11 of 1963)
is hereby, published as required by sub-section(l) of section 74 of the said Act, for the information of
the persons likely to be affected thereby and notice is hereby given that the said draft will be taken
into consideration after thirty days from the date of its publication in the official Gazette.

Any objection or suggestion, which may be received by the State Government from any person
with respect to said draft before the expiry of the period specified above will be considered by the
State Government. Objections and suggestions may be addressed to the Secretary to
Government, Urban Development Department, VikasaSoudha, Bangalore-560001.

5.5.1 DRAFT RULES

1. Title, Commencement and application-

1) These rules may be called the Karnataka Town and Country Planning (Approval of Plot) rules,
2017.
2) They shall come into force on the date of their publication in the official Gazette.
3) These rules shall be applicable for sanction of development of all lands falling within the Local
Planning Area of the respective Authority.
2. Definitions- in these rules, unless the context otherwise requires:-
a) 'Act' means, the Karnataka Town and Country Planning Act, 1961(Karnataka Act 11 of
1963);
b) 'Appendix' means a appendix appended to these rules;

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c) 'Applicant' means any person who applies to the Authority for approval of plot as per these
rules. The Applicant shall be the owner of the property or his authorized representative or a
promoter authorized by the owner;
d) 'Application' means an application made to the authority in such form appended to these
rules;
e) 'Amalgamation' means clubbing of two or more properties as a single property;
f) Architect/ Professional on record'- means an architect registered under Architects Act, 1972
or registered professional who is brought on record to represent his client for preparing the required
drawings to apply for approval of plot or [and to supervise the works at site in case of formation of
layout. He shall be registered with the Local Authority for the cause;
g) 'As Built Plan' means the layout plan drawn to scale, depicting the roads/ streets, sites, park
and open spaces, civic amenity sites and public utilities and infrastructure drawings, as constructed
on ground;
h) 'Authority' means the Planning Authority as defined under sub-section of section two of the type.
i) 'Bifurcation of Plot' means division of a plot into two;
1) Bifurcated plot' means the building sites formed from bifurcation of a plot;
(k) Building Site' means a plot held for building purposes, approved as per these rules;
(l)"CEO" means the Chief Executive Officer for the purpose of these rules,- Member Secretary in
case of Planning Authority constituted under section 2(7) (a)(ii) and 2(7) (b) of the Act and
'Commissioner' in case of Bengaluru Development Authority constituted under Bengaluru
Development Authority Act, 1976, Urban Development Authority constituted under
Karnataka Urban Development Authorities Act, 1987 and Hampi World Heritage Area Management
Authority constituted under the Hampi World Heritage Area Management Authority Act, 2002;
(m)'Civic Amenity Site' means a site earmarked for Civic amenity in a layout approved by the
Planning Authority as per these rules;
(n)'Defect liability period' means a period of 5 years from the date of sanctioning final layout plan,
during which period, the applicant shall maintain all the Infrastructure, including roads;
(o)'DR/TDR': means Development Rights or Transfer of Development Rights available for plots as
prescribed under Section 14-B of Act and rules made there under;

(P)'Empanelled Professional' means professionals such as Architects, Engineers, Structural

consultants, MEP consultants, Environment consultants etc., who are empanelled by the Local
Authority under the provisions of Building Bye-laws as authorized persons to inspect the plots
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before, during and after development, as the case may be, to certify the particulars of the plot as
submitted by the Applicant and the developments made as per the provisions of the approved
Provisional layout plan and report to the Authority;
(q) 'EWS and LIG sites' means sites reserved for Economically weaker section and Lower Income
Group category, which shall be of the area or size as notified by the State Government from time to
time;
(r)'Form' means a form appended to these rules;
(s)'Frontage' means the width of the site/ land abutting the access/public road;
(t)'Government' means, the Government of Karnataka;
(u)'Group Housing' means building(s) proposed on a building site where one or more blocks with
one or more floors, each containing two or more dwelling units, with a total of four or more dwelling
units in all such buildings;
(v)'Hierarchy of Roads/ streets' means the designation of roads based on the characteristics or
functions of the roads such as trip distance, access control, traffic separation, traffic volume, type of
vehicle movement etc.;
(w)'Hilly Areas' means such of the Local Planning Areas as may be notified by the Government from
time to time;
(x)'Integrated Township' means a layout with a minimum extent and additional standards or
conditions as prescribed in these rules;
(y)'Land use' includes the purpose to which the site or part of the site of the building or part of the
building is in use or permitted to be used by the Authority. Land use includes zoning of land use as
stipulated in the Master plan and the Zonal Regulations; and
(z)Layout' means sub division of one or more plots, held in one ownership or joint holders, by laying
out roads for the formation of building sites and earmarking area for park and open spaces, civic
amenity sites and public utilities.
(aa)Layout Plan' means a plan of the layout drawn to scale, showing individual building sites, either
residential, non-residential or industrial, as the case maybe, along with roads, park and open spaces,
civic amenity sites, public utilities, parking etc;
(ab) 'Market Value' means the guideline value of the land notified under section 45B of the
Karnataka Stamp Act, 1957;
(ac) 'Original plot' means a plot having the same extent that was existing at the time of
commencement of these rules;
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(ad) 'Parking Space' means an area enclosed or unenclosed, covered or open, sufficient in size to
park vehicles together with a driveway connecting the parking space with a public street or any
public area and permitting the ingress and egress of the vehicles;

(ae) 'Park and Open Space' means the area reserved in an approved plot for leisure and recreational
uses;

(af) 'Person' includes any company an undivided family, an association of persons or a body of
individuals, whether incorporated or not under law and includes local authorities, Karnataka Housing
Board, Karnataka Industrial Area Development Board, any other Boards and Corporations
constituted under respective statutes owned and controlled by state or central government and any
other state or central government departments.
(ag)'Plot or Site' means a continuous portion of land held in one ownership;
(ah) Promoter' as defined in the Real Estate (Regulation and Development) Act, 2016. This is
synonymous to Developer;

(ai) Provisional Layout plan ‘means a Layout plan approved by the Chief Executive Officer or
Authority, as the case may be, under Section Sub-section (2A) of Section 17 of the Act;
(aj) Public Utility' means the basic essential services to the public such as water supply, sewerage,
power supply, fuel stations, gas supply system, telecommunication, public transportation etc;

(ak) Road or Street' means any street, road, square, Court, alley, passage or riding path over which
the public have a right of way and includes

i. The roadway over any public bridge or causeway;

ii. The footway attached to any such street, public bridge or causeway; and
iii. The drains attached to any such street, public bridge or causeway and the land, whether covered
or not by any pavement veranda or other structure which lies on either side of the roadway up to
the boundaries of the adjacent property, whether that property is private property or property
belonging to the Government or the Authority or Local Authority.

(al) Section' means a Section of the Act;

(am) Site plan' means a plan of the plot proposed for Approval of plot;

(an) 'Sub division of plot' means bifurcation of a plot or formation of layout or Integrated Township
by sub dividing one or more Plots;
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(ao) Town Planning Officer' means for the purpose of these rules, an officer from the Department of
Town and Country Planning discharging the duties as-

i. 'Member Secretary' in case of Planning Authority constituted under section 4C of the Act.
ii. Town Planner Member' in case of the Bengaluru Development Authority constituted under the
Bengaluru Development Authority Act, 1976 and the Urban Development Authority constituted
under the Karnataka Urban Development Authorities Act, 1987.
iii. 'Planning Officer' in case of Hampi World Heritage Area Management Authority as constituted
under the Hampi World Heritage Area Management Authority Act, 2002.
iv. 'Officer' of the Department of Town and Country planning in the respective District or Subdivision
in case of Planning Authority constituted under clause (b) of subsection (7) of section 2 for the
Municipal limits; and
(ap) Zonal Regulations' means the regulations of the Master Plan governing land use and
developments prepared under the Act.

2. The words and expressions, which are not defined in these rules, shall have the same meaning as
assigned to them in the Karnataka Town and Country planning Act, 1961;
3. Approval of plot- Initially approval of a plot shall be obtained under these rules specifying the
development potential and the conditions applicable for development of the plot. Sanction for
development of a plot shall be accorded only after approval of the plot is obtained as under the
provisions of these rules.
4. Types of Approval of plot-
(1) The following types of approval of plot are sanctioned under these rules, namely:
(a) Approval of single plot;

(b) Approval of development plan;

(c) Approval for bifurcation of plot; and
(d) Approval of layout;

(2) Approval of single site- Approval of single site shall be

accorded for any extent of plot, under these rules;

(3) Approval of single site for building development-If one or

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more buildings, to be owned by a single person or jointly

by the family, are proposed to be developed in a plot without

bifurcating the plot or without forming a layout, then building

license shall be accorded as per the provisions of building

Bye- laws, and zoning regulations if single site approval has

laws, and zoning regulations if single site approval has been

obtained under these rules.

(4) Area to be surrendered to the authority-For single site approval of

plots other than original plots, 30% of the total extent of plot shall

be surrendered to the authority free of cost without claiming

compensation in any form, including the portion of the plot

surrendered for widening the approach road, if applicable:

Provided that in such cases, the floor area ratio of the plot shall be
considered for the full extent of plot excluding the area
surrendered to the authority, as mentioned above.
(5) Fees for single site approval- Fees payable for approval of single
site shall be as specified in Appendix-I.
(6) Approval of development plan for building development-If one or
more buildings, including group housing to be owned by multiple
persons, jointly or severely, are proposed to be developed in a plot
without bifurcating the plot or without forming a layout, then
building license shall be accorded as per the provisions of building
Bye-laws, and zoning regulations if development plan approval has
been obtained as per these rules.
(7) Maximum Extent for development Plan-Approval of a development
plan shall be accorded as per these rules, if the extent of the plot is
upto 2.5 Hectare multiple development plans shall be accorded for

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plots having extent over 2.5 Hectare where each development plan
is upto 2.5 Hectare and separated through an internal road of
minimum 12m width and maximum width as specified in
Appendix-IIA, passing through the plot;
(8) Floor area ratio of plot-The FAR of the plot in case of
development plan approval shall be considered for the full extent
of plot excluding that reserved for civic amenities;
(9) FAR of plot providing for Group Housing/community facilities- In case of group housing, where
3% of the total floor area of the building is proposed to be developed as community facilities for the
common use of the occupants, the applicant shall be permitted to utilize the FAR of the area reserved for
civic amenities, in the building/ s. In such cases the area reserved for civic amenities shall be considered as
additional area for park and open space.
(10) Fees for development plan approval-Fees payable for approval of development plan shall be
as specified in Appendix-I;
(11) Approval for bifurcation of plot- Approval for bifurcation of plot shall be accorded for any
extent of plot, as per these rules; and
(12) Conditions for bifurcation of plot-No plot shall be permitted to be bifurcated under the
provisions of these rules unless following conditions are fulfilled, namely:

(a) The plot is abutting a road having existing width of 9m. In case of Hilly areas, the plot shall
abut a road having existing width of 6m.
(b) Both the bifurcated plots shall about the same road which was abutting the plot before
bifurcation.
(c) Bi fraction of plot shall not be permitted wherein a bifurcated plot is abutting a road formed
within the plot that was bifurcated, even if such road is relinquished to the authority or local
authority.
(d) A plot may be permitted to be bifurcated any number of times as long as the bifurcated plots
are having an extent upto 4000Sq.m.
(e) Any plot having an extent less than 4000Sq.m shall be permitted to be bifurcated only once. if
the plot is proposed to be bifurcated more than once, then 30% of the bifurcated plots proposed
for development or change of ownership shall be surrendered to the authority free of cost without
claiming any form of compensation.
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(f) Any bifurcated plot shall not be less than 54 Sq.m.; and
(g) Any bifurcated plot shall have a frontage of 6m.
(13) Approval for bifurcation of plot for building development-If building development is
proposed in a bifurcated plot, approval for bifurcation of plot, shall be obtained as per these rules
along with single site approval or development plan approval, as the case may be, before building
licence is accorded under the provisions of building Bye-laws;

(14) Fees for bifurcated plot approval-Fees payable for approval for bifurcation of Plot shall be
as specified in Appendix-I;
(15) Approval of layout-Approval of layout shall be accorded for any extent of plot, under these
rules. layout proposed in plot/ s having extent over 25 Hectare shall be considered as integrated
township and shall be developed incorporating the additional standards or conditions prescribed
in these rules;
(16) Approval of layout for building development-If one or more buildings to be owned by single
or multiple persons, jointly or severely, are proposed to be developed in a building site of
anapproved Layout, then building license shall be accorded as per the provisions of building Bye-
laws without any other plot approval; and
(17) Standards/conditions applicable for approval of layout- The following standards or
conditions shall be incorporated while preparing and sanctioning layout plans namely: -
(a)Standards for roads- The standards for hierarchy, width, vertical alignment etc. of roads
proposed in the layout shall be as specified in Appendix-IIA;
(b) Standards for street lighting and power supply lines- Lux levels for the illumination of roads
from streetlights shall be as specified by the competent authority. Underground cable or overhead
cable shall be provided in the layout as specified by competent authority;
(c) Standards for storm water drains-The cross section of storm water drains, both road side drains
as well as main drains in the layout, shall be as specified in Appendix-AB;
(d) Standards for building sites-The standards for minimum size, minimum frontage, etc. of
building sites for residential, commercial, other non-residential and industrial use, as the case may
be, shall be as specified in Appendix-IIC;
(e) Standards for public utilities-The space to be provided for various public utilities shall be as
specified in Appendix-ID;

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Provided that in cases where public utility land use of the master plan is falling within the layout,
the same shall be earmarked for that purpose only and shall be considered towards any public
utilities proposed in the layout.
(f) Standards for buffers for HT line- The corridor for HT lines

(High Tension Electric lines)

(Including buffer for HT lines) shall be as provided in the Zonal Regulations;

(g) Standards for buffers for natural storm water drains and other water bodies- The buffer for
natural storm water drains and other water bodies shall be provided as notified by the
Government; and
(h)Standards for buffers/No development zone in case of archaeological and other monuments-
The buffer/no development zone in case of archaeological monuments shall be as prescribed in
the Zonal Regulations of the Master Plan for the respective local planning area or as prescribed by
the Archaeological survey of India (ASI);
(18) Additional standards or conditions for integrated townships-Additional standards/ conditions
shall be adopted for the development of integrated townships as specified in Appendix-IIE;
(19) Guidelines for preparing layout plan and infrastructure plans- The layout plan and
infrastructure plans shall be prepared as per the Guidelines notified by the government.
(20) Contents of drawings for different types of plot approvals- The drawings to be submitted for
the different types of approval of plot shall contain the following details-
(a) Site plan for single site approval- The site plan submitted for single site approval shall be
prepared containing the details specified in Appendix-IIIA;
(b) Site plan for development plan approval-The site plan submitted for development plan
approval shall be prepared containing the details specified in Appendix-IIIB;
(c) Site plan for approval of bifurcation of plot- The site plan submitted for approval of
bifurcation of plot shall be prepared containing the
approval of details specified in Appendix-IIIC;
(d) Site plan for layout: The site plan submitted for approval of layout shall be prepared
containing the details specified in Appendix-
(e) Key plan for approval of layout- The key plan submitted for approval of layout shall be
prepared containing the details specified in Appendix-V;

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(f) Layout plan for approval of layout- The layout plan submitted for approval of layout shall be
prepared containing the details specified in Appendix-V; and

(g) Infrastructure plans for approval of layout-The following infrastructure plans shall be submitted
for approval of layout containing the details specified in the respective appendix, namely: -

(i) Ground levels of the layout-The drawing showing the ground levels of the layout shall be
prepared containing the details specified in Appendix-VIA;

(ii) Road network- The drawing showing the road network in the layout shall be prepared
containing the details specified in Appendix-VB;

(iii) Water supply network- The drawing showing the water supply network in the layout
shall be prepared containing the details specified in Appendix-VIC;

(iv)Sewerage network- The drawing showing the sewerage network in the layout shall be
prepared containing the details specified in Appendix-VD;
(v) Power supply network including renewable energy- The drawing showing the power supply
network including renewable enerw, in the layout shall be prepared containing the details
specified in Appendix-VIE;
(vi)Storm water drain network-The drawing showing the storm water drain network in the layout
shall be prepared containing the details specified in Appendix-VIP;

(vii) Solid waste management system- The drawing showing the solid waste management
system in the layout shall be prepared containing the details specified in AppendixVIG, and
(viii) Tree plantation and Landscape scheme- The drawing showing the tree plantation and
landscape scheme in the layout shall be prepared containing the details specified in
Appendix-VIH.

4. Relinquishment of areas reserved for parks and open space and civic amenities- The Owner
[developer shall execute a relinquishment deed in favour of the authority, for the areas
reserved for roads, park and open spaces and civic amenities in the prescribed format, and the
authority shall hand over the roads and park and open spaces to the local authority, after the
defect liability period, in the prescribed format.

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6. Procedure for obtaining approval of Plot-The following procedure shall be adopted for obtaining
approval of Plot, namely: -

(1) Application for NOCs and approval of plot.-Common application for NOCs from relevant
departments and plot approval from the authority shall be made by the applicant in the format prescribed
in Form-I along with site plan (along with key plan, layout plan, infrastructure plan and cost of
developing infrastructure derived based on the prevailing schedule of rates, in case of layout), copies of
the documents specified in Appendix-VII, Affidavit or undertaking from owner or promoter and
professionals on record in the prescribed format, drawings and documents required for NOCs from the
relevant departments, scrutiny fee specified in Appendix-I and the applicable fees payable for obtaining
NOCs from the relevant departments;

(2)Verification of documents submitted- The CEO shall verify the documents submitted along with the
application and if found in order, will accept the application. In case of any discrepancy, the CEOsha11
issue an endorsement in Form-Il to the applicant stating the discrepancy and the applicant may rectify the
same and resubmit to the authority; and

(3) Evaluation of Site Plan submitted- If the application is accepted after finding that the documents
submitted along with the application are in order, the TPO shall evaluate the site plan along with Key
Plan submitted by the applicant, for compliance with the provisions of these rules:

Provided that in case of any discrepancy, the CEO shall issue endorsement in Form-Ill to the applicant
stating the discrepancy and the professional on record who has prepared the drawing may rectify the
same and resubmit to the authority.

(4) Submission of Site Inspection Report- If the site plan is accepted by the TPO, the CEO shall get the
site inspection done from the empanelled professional (empanelled by the respective local authority
which has the jurisdiction of the plot and selected based on the pre-determined logic and competence
specified in the Building Bye-laws) or the designated officer notified by the Government and the
empanelled professional or the designated officer, as the case may be, shall inspect the site and prepare
site inspection report (as detailed in Appendix-VIII), in Form-IV;

(5) Action in case of discrepancy in site inspection report-If the Site Inspection Report contradicts to the
details submitted by the applicant, the CEO shall issue an endorsement to the applicant stating the

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discrepancy and the professional on record who has prepared the drawing may rectify the same and
resubmit to the Authority;
(6) Sanction and issue of plot approval- Sanction and issuing of various types of Plot
Approvals shall be done by authority as follows, namely:

(a) Single site, development plan and bifurcation of plot-

(i) lf the TPO accepts the drawing submitted for plot approval and the site inspection report being
consistent with the details submitted by the applicant, the TPO shall recommend to the CEO of the
Authority for sanction of the Single Site or Development Plan or Bifurcation of plot, as the case may be,
and the CEO shall sanction such plot approval within the timelines specified in Appendix-IX;

(ii) The Authority shall intimate the Applicant to pay the required fees (as specified in Appendix-I) for
issuing the respective plot approval and to execute the Relinquishment Deed for the areas reserved for
roads, park and open spaces and civic amenities, as the case may be, in favor of the authority; and
(iii) The Authority shall issue the respective plot approval in Form-V after receiving the required fees
from the applicant along with copy of the Relinquishment Deed.

(b) Layout plan- Sanction and issuing of plot approval in case of layout is done in two stages, i.e.,
provisional layout approval and final layout approval, after following the additional process as under rule
6. (6) (c)
(c)Additional process involved in Layout approval- The following additional process are involved for
approval of layout, namely: -
(i) Scrutiny of Layout Plan submitted- If the site inspection report is consistent with the site plan
submitted, the TPO shall scrutinize the layout plan submitted by the applicant, for compliance with the
conditions/ standards prescribed in the various appendices of these rules and the guidelines notified by
the government
(ii) Scrutiny of Infrastructure Plans submitted-If the layout plan is accepted empanelled professionals or
the designated officers as notified by the Government, shall scrutinize the various infrastructure plans
with reference to the conditions/ standards prescribed in the various Appendices of these rules and the
guidelines notified by the government.
(iii) Correction of deviation in Layout Plan or Infrastructure Plan-
(a) During the scrutiny of layout plan, if the TPO is of the opinion that the layout plan submitted is in
deviation/violation of the conditions or standards prescribed in the respective Appendix of these rules or

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is not in accordance with the guidelines notified by the government, he shall submit his opinion to the
CEO.
(b) Similarly, during the scrutiny of infrastructure plans, if the empanelled professionals or the
designated officers as notified by the Government, is of the opinion that the Infrastructure plans
submitted are in deviation or violation of the conditions or standards prescribed in the respective
appendix of these rules or is not in accordance with the guidelines notified by the government, they shall
submit their opinion to the CEO;
(c) If the CEO is satisfied with the opinion of TPO or the empanelled professionals or designated
officers as notified by the Government, as the case may be, the CEO shall issue an endorsement to the
applicant stating the reasons for corrections required and the professional on record who has prepared the
respective drawings which requires corrections, may modify the same to rectify the deviations or
violations stated by the TPO or the empanelled professionals or designated officers as notified by the
Government, as the case may be and resubmit to the authority.

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