1. Levelling is used to determine the relative heights of points and establish a common datum. It involves using a level instrument and staff to obtain precise elevation readings. 2. Key terms include benchmarks, backsight, foresight, and intermediate sight readings. Common level instruments are the dumpy level, tilting level, wye level, and automatic level. 3. Levelling methods include simple, differential, fly, check, profile, cross, and reciprocal levelling used for different applications such as construction works. Precise setup and focusing of the instrument are required before taking readings.

1. S.S.A.S.I.T, SURAT GTU
Preparedby:-
Miss. Khushbuk. shah
Asst. prof
S.S.A.S.I.T, SURAT

2. • Levelling is defined as “an art of determining the relative
height of different points on, above or below the surface”.
LEVELLING
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3. PRINCIPLE OF LEVELLING
• The principle of levelling is to obtain horizontal line of sight
with respect to which vertical distances of the points above or
below this line of sight are found.
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• To determine the difference in levels of points.
• To obtain contour map of an area.
• To obtain cross section of roads, canals, etc.
• To determine the depth cutting and filling in engineering works.
• To establish points or construct building component at a
predetermined level.
APPLICATION OF LEVELLING

5. TERMS USED IN LEVELLING
Level surface:-
• It is the surface parallel to the mean spheroidal surface of the
earth.
Level line:-
• Line lying on level surface.
Horizontal plane:-
• Horizontal plane through a point is a plane tangential to level
surface.
Horizontal line:-
• It is a straight line tangential to level line.
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7. TERMS USED IN LEVELLING
Datum:-
“It is an arbitrary level surface from which elevation of points may be
referred”. In India mean sea level is considered as datum of zero
elevation it is situated at Karachi.
Mean Sea Level:- It is the average height of sea for all stages of tides
it is derived by averaging the hourly tide height over a period of 19
years.
Elevation or Reduced level:-
It is height or depth of any point above or below any datum. It is
denoted as R.L.
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9. Bench Mark (B.M.):-
It is a fixed reference point of known elevation with respect to
datum.
Line of collimation:-
It is a line joining the intersection of cross hairs of diaphragm to the
optical centre of object glass and its continuation. It is also known as
line of sight.
Height of instrument:-
It is the elevation of line of collimation with respect to datum Back
sight. It is a staff reading taken at a known elevation. It is the first
staff reading taken after setup of instrument.
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10. Fore sight( F.S.):-
It is the last staff reading taken denoting the shifting of the
instrument.
Intermediate sight.(I.S.):-
It is staff reading taken on a point whose elevation is to be
determined. All staff reading between B.S. and F.S. are
Intermediate sight.
Change Point (T.P) :-
It is a point on which both fore and back sight are taken.
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12. INSTRUMENTS FOR LEVELLING
• The following instruments are essentially required for
levelling.
1. Level
2. Levelling Staff
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13. Types of Level :-
• Dumpy level
• Tilting level
• Wye level
• Automatic level
INSTRUMENTS FOR LEVELLING
• Level and types of level:-
• Level :- The instrument used to furnish horizontal line of sight
for observing staff readings and determining R.L.s
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14. DUMPY LEVEL
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15. Dumpy level:-
• The Dumpy level is a simple, compact and stable instrument. The
telescope is rigidly fixed to its supports. Hence it cannot be rotated
about horizontal axis.
• This are the basic levels used in construction work.
• The telescope is attached to a single bubble and the assembly is
adjusted either by means of a screwed ball-joint or by foot screws
which are adjusted first in one direction then at 90 degrees.
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BASIC COMPONENTS OF DUMPY LEVEL
1. Telescope – to provide a line of sight
2. Level Tube – to make line of sight horizontal
3. Leveling head – to bring the bubble of tube level at the centre of
its run.
4. Tripod – to support the above three parts of the level.
1. TELESCOPE : Telescope is an optical instrument used for
magnifying and viewing the images of distant objects. It consists of
two lenses. The lens fitted near the eye is called the eye piece and
the other fitted at the end near to the object is called the objective
lens.

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2.Level Tube : Also known as Bubble Tube consists of a glass tube
placed in a brass tube which is sealed with plaster of Paris. Level
tube is filled with either or alcohol, the remaining space is occupied
by an air bubble. The centre of air bubble always rest at the highest
point of the tube.
The line tangential to the circular are at its highest point i.e. the
middle of tube is called the axis of bubble tube. When the bubble is
central the axis of bubble becomes Horizontal.

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3) Leveling head : Leveling head generally consists of two parallel
plates with 3 foot screws. Upper plate is known as Tribrach and
lower plate is trivet which can be screwed on to the tripod.
Leveling head has to perform 3 distant functions :
i) to support the telescope
ii) to attach the level to the tripod
iii) to provide a means for level (foot screws)

21. LEVELLING STAFFS
• Levelling staffs are scales on which these distances are
measured.
• Levelling staffs are of two types
1. Self Reading staff
2. Target staff
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23. Self Reading Staff
• The self reading staff can be read directly by the level man
looking through the telescope.
• Common types of self reading staffs
1. Ordinary staff
2. Sop-with telescopic staff
3. Folding Staff
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24. Ordinary Staff
• The one length staff, is solid and made of
seasoned wood, it is 3 m long and
graduated in the same way as the telescopic
staff
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25. Folding Staff
• The folding staff is made up of well seasoned timber such as
Cyprus. It consists of two 2 m wooden pieces with a joint assembly.
Each piece of the staff is made of one longitudinal strip without any
joint. The folding joint is of the detachable type with a locking
device at the back. The staff is joined together in such a way that
the staff may be folded from one another when required.
• The staff has brass cap at the bottom. It has two folding handles,
with spring action. It is provided with a circular bubble fitted at the
back.
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27. Sop-with Telescopic Staff
• Such a staff is arranged in three lengths placed one into the
other. It can be extended to its full length by pulling. The top
portion is solid and the central box is hollow the total length of
staff is 4 m.
• The staff is graduated in such a way that smallest division is of
5 mm. the value in m are marked in red on the left and those in
decimetre are in black on the right.
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29. Target Staff
• For very precise works and sight target staff are used. A
movable target is provided in this staff.
• A vernier is provided on target to give precise reading. In target
staff level man directs the staff man to move the target up and
down until it bisects by the line of sight. The staff man observe
the staff reading.
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Temporary Adjustments of a level
• These adjustments are performed at every setup of
instrument.
• Setting up of level
• Levelling of telescope
• Focusing of the eye peace
• Focusing of object glass

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• Temporary Adjustments of a level Setting up the level This
includes ..
• A) Fixing the instrument on tripod
• B) Levelling the instrument approximately by Tripod

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•Levelling is done with the help of foot screws. The purpose of
levelling is to make vertical axis truly vertical. It is done with
the help of foot screws.
• A) Place the telescope parallel to a pair of foot screw then
hold the foot screws between thumb and first finger and turn
them either inward or outward until the longitudinal bubble
comes in the centre.
• B)Turn the telescope through 90º so that it lies parallel to
third foot screw, turn the screw until the bubble comes in the
centre.

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Temporary Adjustments of a level Focusing the eye piece:-
• To focus the eye piece, hold a white paper in front of object
glass, and move the eye piece in or out till the cross hair are
distinctly seen.
•Focusing of object glass Direct the telescope to the levelling
staff and on looking through the telescope, turn the focusing
screw till the image appears clear and sharp.

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1. Precise Levelling
2. Trigonometric Levelling
3. Barometric Levelling
4. Hypersometric Levelling
Methods of levelling

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Classification of Levelling
1. • Simple Levelling
2. • Differential Levelling
3. • Fly Levelling
4. • Check Levelling
5. • Profile Levelling
6. • Cross Levelling
7. • Reciprocal Levelling

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Simple Levelling
• It is the simplest method used, when it is required to find the
difference in elevation between 2 points.

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Differential Levelling
• This method is used to find the difference in the elevation
between points if they are too far apart or the difference in
elevation between them is too much.

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Fly Levelling
• Fly levelling is just like differential levelling carried out to check
the accuracy of levelling work. In fly levelling only B.S. and F.S. are
taken.

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Check levelling
• This kind of levelling is carried out to check the accuracy of
work. It is done at the end of the days work in the form of fly
levelling to connect the finishing point and starting point.
Profile levelling or L-Section
• This method is used for taking levels along the centre line of any
alignment like road, railway canal etc. The object is to determine
the undulations of the ground surface along the alignment.

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Cross-Sectioning
• This operation is carried out perpendicular to alignment at
an interval of 10, 20 ,30, 40 m. The idea is to make an
estimate of earthwork.

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• Reciprocal Levelling:-
• This method is adopted to accurately determine the difference of level
between two points which are far apart. It is also used when it is not
possible to setup level in midway between two points.
• Let A and B be the two points on opposite banks of a river. It is
required to find out the level difference between A&B.
• Setup the level very near to A and take the reading at A and B let the
reading be a1 and b1.
• Shift the level and setup very near to B and observe A and B to get
reading a2 and b2.
• Let d is the true difference of level between A and B, and e=error due
to curvature, refraction and imperfect adjustment.

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Reciprocal Levelling
• Thus to eliminate the error take an average of the difference in
elevation taken from 2 points.
• i.e. from A the true difference will be d= (b 1- a1)-e
• From B the difference will be d= (b2-a2)+ e
• Adding these two eqn to eliminate e, we get
• Therefore d={(b1-a1)+ (b2-a2)}/2

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54. Bench Marks
Bench mark is a point of known elevation. There are 4 kinds of
bench marks.
• GTS (Great trigonometrically survey bench mark)
• Permanent bench mark
• Arbitrary bench mark
• Temporary bench mark
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55. GTS Bench Mark
• They are the bench marks established with very high degree of
precision at regular intervals by the survey of India Department
all over the country Their position and R.Ls values above mean
seal level which was earlier located at Karachi and now it is taken
at Bombay High, Mumbai and is given in catalogue formed by
the department.
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57. Permanent Bench Mark
• Permanent bench marks are fixed in between GTS
benchmarks by govt. agencies such as railways, PWD, etc.
This benchmarks are written on permanent objects such as
milestones, culverts, bridges etc their value are clearly
written and their position are recorded for future reference.
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59. Arbitrary Bench Marks
• These are reference points whose R.L.s are arbitrarily assumed.
They are used in small works such bench mark may be assumed
as 100 or 50 m.
Temporary Bench Marks
• They are the reference points established during the levelling
operations when there is a break in work, or at the end of day’s
work the value of reduced levels are marked on some
permanent objects such as stones, trees etc.
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Methods of Reducing Levels
Height of Instrument Method:-
• This method consist of finding H.I. for every setup of
instrument, and then obtaining the R.L. of point of reference with
respect to H.I.

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Rise and Fall Method:-
• This method consist of determining the difference of level
between consecutive points by comparing each point with
immediate preceding point.

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Errors in Levelling
The following are the different sources of Errors.
• Personal Error
• The Instruments may not be levelled
• The focusing of eye piece and objective glass may not be
perfect
• The parallax may not be eliminated
• The position of staff may have changed
• Entry and recording in the field book may not be correct
• The staff may not be fully extended, may not be held vertical.

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Errors in Levelling Instrumental Error :-
• The Permanent adjustment of the instrument may not be
perfect. That is the line of collimation may not be horizontal line.
• The internal arrangement of focusing tube may not be correct
• The graduation of the staff may not be perfect
• Defective bubble tube, if the bubble tube is sluggish, it may
apparently be in the mid-position even though the bubble line is
not horizontal.

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Errors in Levelling Errors due to Natural Causes
• The Curvature of the Earth may affect the staff readings
when the distance of sight is long.
• The effect of refraction may cause a wrong staff reading
• There are some errors in staff readings due to high velocity
wind

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Common errors in Leveling
• Foresight and back sight not being taken on exactly the same point
• Reading the staff upward instead of downward
• Reading of wrong number of metre and decimeter
• Entering backsight in F.S and vice versa
• The leveling staff not being fully extended.

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Curvature Correction
• For long sights the curvature of earth can effect staff readings. The
line of sight is horizontal but the level line is curved and parallel to
the mean spheroidal surface of the earth.
• The vertical distance between the line of sight and level line at
particular place is called the curvature correction.
• The effect of curvature is to cause the object sighted to appear
lower than they really are.
• Curvature correction is always Subtractive(-)
• True staff reading=(Observed staff reading- 0.0785D2)m
• Where D= distance in Km

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Refraction
• The ray of light pass through layers of air of different densities
and refractor bent down. The effect of refraction is to make the
object appear higher then they really are. Refraction varies
considerably with climate conditions. However it is taken as,
• Cr=0.0112 D2m(+)
• Refraction is always additive
• True staff reading =Observed staff Reading+ Refraction
correction.

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CONTOURING

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Contour Line
• A contour line may be defined as “An imaginary line passing
through points of equal reduced levels”. A contour line may also
be defined “as the intersection of a level surface with the surface
of the earth”. Thus, contour lines on a plan illustrates the
topography of the area.
• For ex a contour of 90 m indicates that all the points on this line
have RL of 90 m. Similarly, in a contour of 89 m all the points have
RL of 89 m and so on.

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Contour Interval
• The vertical distance between two consecutive contours is
known as a contour interval.
• For ex, a map indicates contour lines of 90 m, 89 m, 88 m and so
on, the contour interval is 1m.
• This interval depends upon the following factors: • The nature of
the ground (i.e. . Whether flat or steep) • The scale of the map, and
The purpose of the survey.

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Contour Interval
• Contour intervals for flat ground are generally small, e.g.. 0.25 m,
0.5 m, 0.75 m
• The contour interval for a steep slope in a hilly area is generally
greater, e.g.. 5 m, 10 m, 15 m, etc.
• Again, for a small scale map, the interval may be of 1 m, 2 m, 3 m,
etc.
• Contour interval is kept large up to 2 m for projects such as
highways and railways, whereas it is kept as small as 0.5 m for
measurement of earthwork, building sites, dams, etc.

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Horizontal Equivalent
• The horizontal distance between any two consecutive
contours is known as horizontal equivalent. It is not constant. It
varies from point to point depending upon the steepness of the
ground. Steeper the ground, lesser is the horizontal equivalent.

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Use of Contour Map
• Contour maps provide valuable information about the topography
of the area, whether it is flat, undulating or mountainoueous. The
nature of the ground surface of an area can be understood by
studying a contour map.
• The following are the specific uses of the contour map.
• To select sites for engineering projects such as roads, canals,
railways.
• To find the possible route of communication between different
places.

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• To ascertain the indivisibility of stations.
• To ascertain the profile of the ground surface along any direction.
• A suitable route for given gradient can be marked on the map. To
estimate the quantity of cutting, filling, etc.
• To know the drainage characteristics of the area. It helps to select
sites for culverts, bridges, drainage system.
•The capacity of a reservoir and the area of submergence can be
computed.

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Characteristics of Contours
• Since every point on a contour line has the same elevation, a
contour map with a constant interval portrays the conformation
of the ground in a characteristics manner.
• The knowledge of contour characteristics helps in identifying the
natural features of the area from the given map and in avoiding
mistakes in plotting the contours correctly.

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Characteristics of Contours
• The following characteristics help in plotting or reading a
constant map.
• All the points on a contour line have the same elevation. The
elevations of the contour are indicated either by inserting the
figure in a break in respective contour or printed close to the
contour.
• Two contour lines do not intersect with each other.
• Contour lines always from a closed circuit. But these lines may be
within or outside the limit of the map.
• Contour do not have sharp turning.

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Characteristics of Contours
• The contour lines are closer near the top of a hill or high ground
and wide apart near the foot. This indicates a very steep slope
towards the peak and a flatter slope towards the foot.
• The contour lines are closer near the bank of a pond or
depression and wide towards the centre. This indicates a steep
slope near the bank and a flatter slope at the centre.
• Uniformly spaced contour lines indicate a uniform slope.

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Characteristics of Contours
• A series of closed contour always indicates a depression or summit.
The lower values being inside the loop indicates a depression and
the higher values being inside the loop indicates a summit. (Hillock)
• Contour deflect uphill at valley lines and downhill at the ridge lines.
Contour lines in U-shape cross a ridge and V- shape cross a valley at
ridge angles. The concavity in contour lines is towards higher ground
in the case of ridge and towards lower ground in the case of valley.

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• Contour lines meeting at a point indicate a vertical cliff.
• Contour lines cannot cross one another, except in the case of
an overhanging cliff. But the overhanging portion must be shown
by a dotted line.

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Methods of Contouring
• Contouring requires the planimetric position of the points
whose elevation have been determined by levelling.
• The methods of locating contours, therefore depending upon
the instruments used to determine the horizontal as well as
vertical position of several points in the area.

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Methods of Contouring
• Broadly, the method can be divided into the
following two classes.
1. Direct methods
2. Indirect methods

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Direct Method
• In the direct method of contouring, the reduced level of various
selected points on a contour line are obtained and their positions are
located. The contours are then drawn by joining these points. It is a very
accurate method but it is slow and tedious.
• This method is employed only for small area where superior accuracy
is demanded. The method of locating contours directly consists of
horizontal and vertical control. The horizontal control for a small area
can be exercised by a chain or tape and a large area by compass,
theodolite or plane table. For vertical control either a level and staff or a
hand level may be used.

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By Level and Staff
• The method consists of locating a series of points on the ground
having the same elevation by using a level and leveling staff.
Instrument is setup in such a way that number of readings can be
taken from the area to be surveyed.
• The instrument is set up and RL of HI is determined from the nearest
benchmark. For a particular contour value, the staff reading is worked
out. A series of points having the same staff reading is worked out, and
thus the same elevations are plotted and joined by a smooth curve.

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By Hand Level
• The principle used is the same as that used in the method
using a level and staff. Instead of the hand level, an abbey level
may also be used. However this method is very rapid and is
preferred for certain works.

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Indirect Methods
• Indirect methods are less expensive, less time consuming and
less tedious as compared with the direct methods. These
methods are commonly employed in small scale survey of large
areas.

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Methods of Contouring
• There are three different ways of employing the indirect
methods of contouring .
• (i) Grid Method
• (ii) Cross-Sectional Method
• (iii) Radial line method or Tachometric method

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Grid Method
• If the area is not large, it is divided into a grid or series of squares. The
grid size may vary from 5m x 5 m to 25 m x 25 m depending upon the
nature of the ground, the contour interval and the scale of the map. The
grid corner are marked on the ground and spot levels of these corners
are then determined by normal method of leveling using a level.
• The grid is plotted to the scale of the map and the spot levels of the
grid corners are entered, the contours of desired values are then locked
by interpolation. This method is very suitable for a small open area
where contour are required at a closed vertical interval.

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Cross-Sectioning Method
• In this method, suitable spaced cross –sections are projected on
either side of the centre line of the area. Several points are chosen
at reasonable distances on either sides. The observations are made
in the usual manner with a level.
• The cross- section lines are plotted to the scale, the points on
these lines are marked and reduced levels are entered. The
contours of desired values are then located by interpolation. This
method is suitable for road, railway and canal survey.

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Radial Line Method or Tachometric Method
• In this method, a number of radial lines are set out at known angular
interval (i.e. 15 0 or 30 0) at each station. The point are selected on a
line depend on the nature of the ground surface. Instead of the level, a
tachometer may be used.
•The observations are taken on the staff stations and elevations and
distances are then calculated. A traverse and radial lines are plotted to
the scale RLs of the point entered. The contour of desired values are
then located by interpolation . This method is convenient in hilly area.

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Comparison of direct and Indirect methods of contouring
Direct Method Indirect Method
Most accurate but slow and
tedious
Not so accurate but rapid and
less tedious
Expensive Cheaper
Not suitable for hilly area Suitable for hilly area
During the work calculations
can be done
Calculations are not required in
the field
Calculation can not be checked
after contouring
Calculation can be checked as
and when required

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Interpolation of Contours
• The process of locating the contours proportionately between
the plotted point is termed interpolation may be done by:
1. Estimation
2. Arithmetical Calculation
3. Graphical Method

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Estimation
• The points on the required contour are located by eye
judgment or estimation between points whose elevations are
already known.
•This method is good for small scale maps. It is assumed that
slope between the ground points is uniform.

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Arithmetic Calculations
• This methods is used when high accuracy is required and scale
of the map is of intermediate or large.
• In this method the distances between two points of known
elevation are accurately measured. Then with the help of
arithmetic calculations, the positions of the required elevation
points are computed.

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Graphical Method
• When high accuracy is required and many interpolation are to
be made, this method of plotting contours proves to be most
rapid and convenient. For this purpose tracing paper is used.

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Plotting of a Contour Map
• Before plotting the contour map, suitable scale is selected.
• e.g. 1 cm = 1 m, 1 cm = 2 m, 1 cm = 2.5 m, 1 cm = 4 m or 1 cm = 5
m etc. Here 1 cm = 2m is selected.
• A horizontal line is drawn as the centre line
• The chainages are marked along the horizontal line according to
the scale.
• Ground levels are written from the level book according to the
chainage.

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• The cross-section (L/s and R/S) are also plotted (perpendicular lines)
at each of the chainage.
• By interpolation contours are joined by smooth curves keeping in
mind the characteristics of contour.
• First find out maximum and minimum RL values and then first plot
full values contour lines i.e.. 47 , 48, 49 etc. Contour interval is 1 m.
After plotting these contour lines reduces contour interval and it is
taken 0.5 m and contour lines i.e. 47.5, 48.5, 49.5 etc are plotted.
Contour lines are then inked.

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