Survey camp report main (2nd) Part

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Survey Camp Report 2017-Nov-29 to Dec-05 Prepared by:- Bishnu Pd. Bhandari
Chapter Two
Topographic Surveying
2.1 Linear Measurement
Objectives:-
 To determine accurate distance of two or more segments by ranging process.
 To conduct a survey of a small area by applying techniques of linear measurement and
also work out the area of irregular shape at the site.
Instrument Required:-
 Ranging rod
 Arrow / Peg
Theory:-
The process of determining the distance between one station to another station is termed as
Linear Measurement, i.e. at either horizontal or steeped/inclined surface. The process of
establishing or developing intermediate points between two terminal points or end points on a
straight line is known as ranging.
Procedure:-
 First ranging rods were fixed at start and end station, i.e. exactly in vertical position.
 Then another assistant was standing between (Intermediate station) start and end
station.
 The surveyors placed his eye at the near ranging rod of start station and by looking the
direction of end ranging rods.
 Then after surveyors directed the assistant to move right or left with the help of hand
sight.
 Finally, when these rods are parallel to the start and end station of rods. Now start the
measure distance by tape/chain.
 Again, above same process is repeated after while the traverse cannot complete.
 This process is done by two ways. (start-end and end- start)
 Calculate the average and error distance of two ways measurement.
 After complete measurement, Check the precision which lies in 1 in 1000.
Error = 𝐷1 – 𝐷2
Average =
𝐷1+𝐷2
2
Precision =
𝟏
𝑨𝒗𝒆𝒓𝒂𝒈𝒆
𝑬𝒓𝒓𝒐𝒓
Conclusion:-
We know that direct ranging is possible only when the end stations are inter visible and indirect
ranging is done where end points are not visible and the ground is high.

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2.2 Theodolite Traversing
Objectives:
 To know the advantages of bearing and their use in various survey works.
 To be familiar with the checks and errors in a closed traverse and solve them.
 To be familiar with various types and methods of traverse surveying for detailing.
 To know well about the traverse computation and be fluent in it.
Instrument Required:
 Theodolite with Tripod Stand
 Tape
 Ranging rod
 Pegs and Hammer
 Prismatic Compass with Stand.
Theory:
Traversing is that type of survey in which member of connected survey lines from the frame
work and the direction and lengths of the survey lines are measured with the help of an angle
measuring instrument and a tape. When the lines form a circuit which ends at the starting points,
it is known as closed traverse. It the circuit ends else. where, it is said to be an open traverse.
The close traverse is suitable for locating the boundaries of lakes, grounds, city maps etc. and
for the survey of large areas, whereas open traverse is suitable for surveying a long narrow strip
of land as required for a road or canal or the coast line.
The main principle of traverse is that a series of the straight line are connected to each other
and the length and direction of each lines are known. The joins of two points of each lines is
known as traverse station and the angle at any station between two consecutive traverse legs is
known as traverse angle.
TheodoliteTraversing:-
Theodolite traversing is a method of establishing control points, their position being determined
by measuring the distances between the traverse stations (which serve as control points) and
the angles subtended at the various stations by their adjacent stations. The traversing in which
the length between two stations of the traverse is measured directly by chaining or taping in
the ground and angle of the station is measured by the theodolite is called theodolite traversing.
Procedure:
- First of all the traverse stations were fixed around the given area to the surveyed keeping
in the ratio of traverse legs 1:2 for major and 1:3 for minor traverse. The stations were
chosen in this place where instrument is easy to setup.
- Measurement of the horizontal distance between one station to another station by using
the tape. And also measure the nearby permanent structure for reference when
unfortunately traverse station is missing.
- Now, with the help of theodolite two sets of horizontal angle between the traverse legs
were measured. i.e. face left and face right.
- The height of the instrument in every set up of theodolite was also measured.
- With the help of prismatic compass, magnetic bearing of one traverse line was
measured.

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Norms (Technical specifications):
 Conduct reconnaissance survey of the given area. Form a close traverse (major and
minor) around the perimeter of the area by making traverse station. In the selection of
the traverse station maintain the ratio of maximum traverse leg to minimum traverse
leg less than 1:2formajortraverse.
 Measure the traverse legs in the forward and reverse directions by means of a tape
calibrated against the standard length provided in the field, note that discrepancy
between forward and backward measurements should be better than 1:2000.
 Measure traverse angle on two sets of reading by theodolite. Note that difference
between the mean angles of two sets reading should be within the square root of no of
station times least count of the instrument.
 Determine the R.L. of traverse stations by fly leveling from the given B.M. Perform
two-peg test before the start of fly leveling. Note that collimation error should be less
than 1:10000.
 Maintain equal fore sight and back sight distances to eliminate collimation error. R.L.
of .B.M is 1336
 The Permissible error for fly leveling is (±25√k)mm
 Balance the traverse. The permissible angular error for the sum of interior angles of the
traverse should be less than±√n x 1 minutes for Major Traverse ±√n x 1.5 minutes for
Minor Traverse (n = no. of traverse station).
 For major and minor traverse the relative closing error should be less than 1: 2000
and1: 1000 respectively.
 Plot the traverse stations by coordinate method in appropriate scale, i.e. 1:1000 for
major traverse and 1:500 forminortraverses.
2.3 Methodology:
The methodology of surveying is based on the principle of surveying. They are as follows:
1. Working from whole to part.
2. Independent check.
3. Consistency of work
4. Accuracy Required
The different methodologies were used in surveying to solve the problems arise in the field.
These methodologies are as follows:
a) Reconnaissance (recci):
Reconnaissance (recci) means the exploration or scouting of an area. In survey, it involves
walking around the survey area and roughly planning the number of stations and the position
of the traverse stations. Recci is primarily done to get an overall idea of the site. This helps to
make the necessary observations regarding the total area, type of land, topography, vegetation,
climate, geology and indivisibility conditions that help in detailed planning.
The following points have to be taken into consideration for fixing traverse stations:
 The adjacent stations should be clearly inter visible.
 The whole area should include the least number of stations possible.
 The traverse station should maintain the ratio of maximum traverse leg to minimum
traverseleglessthan1:2forMajorTraverseand1:3forMinorTraverse.
 The steep slopes and badly broken ground should be avoided as far as possible, which
may cause inaccuracy in tapping.
 The stations should provide minimum level surface required for setting up
the instrument.

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 The traverse line of sight should not be near the ground level to avoid the refraction.
Taking the above given points into consideration, the traverse stations were fixed. Then two
way taping was done for each traverse leg. Thus, permanent fixing of the control points
completes reconnaissance.
b) Traversing:
Traversing is a type of surveying in which a number of connected survey lines form the
framework. It is also a method of control surveying. The survey consists of the measurement
of
 Angles between successive lines or bearings of each line.
 The length of each line.
There are two types of traverse. They are as follows:
(i) Closed traverse:
If the figure formed by the lines closes at a station i.e. if they form
a polygon or it starts and finishes at the points of known co-ordinatesthen
the traverse is called closed traverse.
(ii) Open traverse:
If a traverse starts and finishes at points other than the starting point or
point of unknown co-ordinates, then the traverse is called open traverse.
Measurement of horizontal and vertical angle:
Two set of horizontal angle was measured at each station and one set of vertical angle. And it
was done in the following way:-
i) One the face left temporary adjustment was done.
ii) After setting zero to the first station the second station was sighted by unclamping
the upper screw.
iii) For better accuracy and exact bisection horizontal angle was measured at the bottom
of the arrow.
iv) And on the same setting or same face vertical angle at both the station was taken.
v) Now again changing the face the horizontal angle was taken and vertical angle too.
vi) Now setting the reading to ninety at the first station again one set of horizontal angle
was taken but the vertical angle is enough, taken earlier.
vii) Before shifting the instrument to the next station the height of instrument was taken.
viii) Similarly the instrument was shifted to other station and in each station one set of
vertical angle and two set of horizontal angle and height of instrument was
measured.
ix) For comparison of the tape distance and the Tachometric distance the stadia reading
(top, mid, bottom) was taken at each station and for the calculation of the reduce
level of each station we need to read mid reading which can be compared with the
level transferred using auto level.
2.3.1 Balancing the traverse:
There are different methods of adjusting a traverse such as Bow ditch’s method, Transit
method, Graphical method, and Axis method. Among them during the survey camp, Bow
ditch’s method was used to adjust the traverse.
The basis of this method is on the assumptions that the errors in linear measurements are
proportional to L and that the errors in angular measurements are inversely proportional to L,

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where L is the length of a line. The Bow ditch’s rule is mostly used to balance a traverse where
linear and angular measurements are of equal precision. The total error in latitude and in the
departure is distributed in proportion to the lengths of the sides.
The Bowditch’s Rule is commonly used to balance a traverse where linear and angular
measurements are of equal precision. The total error in latitude and in the departure is
distributed in proportion to the lengths of sides. The Bowditch rule gives the correction as,
TraversethatofPerimeter
LegThatofLengthDeptorLatinErrorTotal
DeptorLatToCorrection
___
)___(*.)_.(___
__.__ 
2.3.2 Closing error:
If a closed traverse is plotted according to the field measurements, the end of the traverse will
not coincide exactly with the starting point. Such and error is known as closing error.
Mathematically,
Closing error (e) = √ {(Ʃ𝐿)2
+(Ʃ𝐷)2
}
Direction, tan θ =ƩD/ƩL
The sign of ƩLand ƩD will thus define the quadrant in which the closing error lies.
The relative error of closure = Error of Closure / Perimeter of the traverse
= e / p
= 1 / (p / e)
The error (e) in a closed traverse due to bearing may be determined by comparing the two
bearings of the last line as observed at the first and last stations of traverse. If the closed
traverse, has N number of sides then,
Correction for the first line = e/N
Correction for the second line = 2e/N
And similarly, correction for the last line = Ne/N = e
In a closed traverse, by geometry, the sum of the interior angles should be (2n-4) x 90˚. Where,
n is the number of traverse sides. If the angles are measured with the same degree of precision,
the error in the sum of the angles may be distributed equally among each angle of the traverse.
2.4 Detailing:
Detailing means locating and plotting relief in a topographic map. Detailing can be done by
either plane table surveying or tachometric surveying. Plane tabling needs less office work than
tachometric survey. Nevertheless, during our camp, we used the tachometric method.
 Tachometry
Tachometry is a branch of angular surveying in which the horizontal and vertical
distances of points are obtained by optical means. It is very suitable for steep or broken ground,
deep ravines, and stretches of water or swamp where taping is impossible and unreliable.
The objective of the tachometric survey is to prepare of contour maps or plans with both
horizontal and vertical controls.
The formula for the horizontal distance is (H) = 100*S*cos2
θ
The formula for the vertical distance is (V) = 100 *S*(
Sin2θ
2
) where, S = Staff intercept.
θ = Vertical Angle.
If the angle used is zenithal angle then, θ = Zenithal Angle.

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2.5 Tachometry Detailing
Objectives:-
 Produce the topographic map and detailed plan of the proposed area by using surveying
software (Theodolite, Total Station)
Instrument Required:-
 Total Station or Theodolite
 Stadia Rod
 Peg
 Reflected Prism (i.e. only for total station)
 Tripod Stand
Introduction:-
Tachometry survey is a branch of surveying in which horizontal and vertical distance of points
are obtained by optical measurement avoiding ordinary and slower process of measurement
tape. Tachometric surveys are usually performed to produce contour and details plans for
further work, or to produce coordinates for area and volume calculations. Observation are
usually performed from known survey stations, often established by traversing.
Field work for Traversing:-
a. Reconnaissance: It is done to-
 To locate suitable positions for stations, poorly executed reconnaissance can
result from difficulties at later stages leading waste of time and inaccurate work.
 To obtain overall picture of the area.
b. During selection of station following points should be noted-
 Number of station should be kept minimum as possible.
 Length of traverse legs should be kept as long as possible to minimize effect of
centering error, however too long leg can also result from refraction error.
 Station should be located such that they are clearly inter visible.
 Station should be placed on firm, level ground so that the theodolite/total station
and tripod are supported adequately during measurement.
 Interior angle of the station between traverse legs should not be less than 30° or
should not be around 180° to minimize error during plotting

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c. Station marking-
 Station marking needs to be done by the permanent marker for easy allocation
of station throughout the survey period.
 Generally for traverse purpose, wooden pegs are flush into the ground, a nail is
tapped into the top of peg to define exact position of station
 A reference or witnessing sketch of the features surrounding each station should
be prepared especially if the stations are to be left for any time before used or if
they are required again
d. Linear measurement-
 Linear measurement of traverse line will normally be measured by measuring
tape.
 During Linear measurement, for precision both way (forward and backward
direction) measurement is carried out and discrepancy should be better than
1:2000
e. For Angular measurement-
 If the internal angles are being read, it is usual to proceed from station to station
round the traverse in an anticlockwise direction
 Generally, more than one set of reading is preferred for higher accuracy
measurement along with both face (right and left face) reading
 If external angles are observed then one should occupy the stations in a
clockwise direction
 When all internal angles are measured, sum of internal angle should be equal to
(2n-4)*90, for external angle (2n+4)*90.
Requirements of Field notes:-
 Accuracy: Field data and reference data should be accurately noted
 Integrity: A single omitted measurement or detail can nullify the use of notes for
plotting. So Notes should be checked carefully for completeness before leaving
 Legibility: Notes can be used only if they are legible. A professional-looking set of
notes is likely to be professional in quality
 Arrangement: Note forms appropriate to the particular survey contribute to accuracy,
integrity, and legibility
 Clarity: Advance planning and proper field procedures are necessary to ensure clarity
of sketches and tabulations and to minimize the possibility of mistakes and omission.
Conclusion:-
We know that when the stations have been sighted, a sketch of the traverse should be prepared
approximately to scale. The stations are given reference letters or numbers. This greatly assists
in planning and checking of field work.
Result:-
Making topographic map and detailed plan of proposed area.

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2.6 Levelling:
Leveling is a branch of surveying the object of which is:
(i) To find the elevation of given points with respect to given or assumed datum.
(ii) To establish points at a given elevation or at different elevations with respect
to a given or assumed datum.
(iii) The first operation is required to enable the works to be designed while the
second operation is required in the setting out of all kinds of engineering
works.
(iv) Leveling deals with measurements in a vertical plane.
(v) To provide vertical controls in topographic map, the elevations of the
relevant points must be known so that complete topography of the area.
Two types of leveling were performed at the site, namely direct leveling (spirit leveling)
and indirect leveling (trigonometric leveling).
 Direct leveling:
It is the branch of leveling in which the vertical distances with respect to a horizontal line
(perpendicular to the direction of gravity) may be used to determine the relative difference in
elevation between two adjacent points. A level provides horizontal line of sight, i.e. a line
tangential to a level surface at the point where the instrument stands. The difference in elevation
between two points is the vertical distance between two level lines. With a level set up at any
place, the difference in elevation between any two points within proper lengths of sight is given
by the difference between the rod readings taken on these points. By a succession of instrument
stations and related readings, the difference in elevation between widely separated points is
thus obtained.
Following are some special methods of direct (spirit) leveling:
1. Differential leveling:
It is the method of direct leveling the object of which is solely to determine the difference in
elevation of two points regardless of the horizontal positions of the points with respect of each
other. This type of leveling is also known as fly leveling.
2. Profile leveling:
It is the method of direct leveling the object of which is to determine the elevations of points
at measured intervals along a given line in order to obtain a profile of the surface along that
line.
3. Cross-sectioning:
Cross-sectioning or cross leveling is the process of taking levels on each side of main line at
right angles to that line, in order to determine a vertical cross-section of the surface of the
ground, or of underlying strata, or of both.
4. Reciprocal leveling:
It is the method of leveling in which the difference in elevation between two points is accurately
determined by two sets of reciprocal observations when it is not possible to set up the level
between the two points.
 Indirect leveling:
Indirect method or trigonometric leveling is the process of leveling in which the elevations of
points are computed from the vertical angles and horizontal distances measured in the field,
just as the length of any side in any triangle can be computed from proper trigonometric
relations.

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 Two Peg Test:
Before starting the fly leveling, two peg test was carried out to check the accuracy of the level
used. The collimation error was found to be 1: 10000 which satisfied the permissible error limit
(1:10,000).
 Temporary adjustments of Level:
a) Setting up the level: The operation of setting up includes fixing the
instrument on the stand and leveling the instrument approximately.
b) L e v e l i n g u p : Accurate leveling is done with the help of foot screws and
with reference to the plate levels. The purpose of leveling is to make the vertical
axis truly vertical and horizontal line of sight truly horizontal.
c) R e m o v a l o f p a r a l l a x : Parallax is a condition when the image formed
by the objective is not in the plane of the cross hairs. Parallax is
eliminated by focusing the eyepiece for distinct vision of the cross hairs and b
yfocusing the objective to bring the image of the object in the plane of cross
hairs.
 Booking and reducing levels:
There are two methods of booking and reducing the elevation of points from the observed staff
reading.
Height of the Instrument method:
Arithmetic Check: ∑BS – ∑F.S. = Last R.L. – FirstR.L.
Rise and Fall method:
Arithmetic Check: ∑ BS – ∑ F.S. = ∑ Rise – ∑fall = Last R.L. – FirstR.L.
 Level transfer to the major and minor traverse stations:
The R. L of the temporary benchmark was then transferred to the control stations of the major
and minor traverse. The closing error was found to be within the permissible limits. The
misclosure was adjusted in each leg of the leveling path by using the following formula:
Permissible error = ±25kmm.
Where, k is perimeter in Km
Actual Error (e) = ∑B.S – ∑F.S= Last R.L. – First R.L.
Correction ith
leg = -(e x (𝐿1+𝐿2+….+𝐿𝑖)P
Where,𝐿1,𝐿2, 𝐿𝑖 is the length of 1st
,2nd
,ith
leg.
P is perimeter.
Relative Precision= 1/(p/e)
2.7 Contouring:
A contour is an imaginary line, which passes through the points of equal elevation. It is a line
in which the surface of ground is intersected by a level surface. Every fifth contour lines must
be made darken. While drawing the contour lines, the characteristics of the contours should be
approached. The characteristics are as follows:
 Two contours of different elevations do not cross each other except in the case of
an overhanging cliff.
 Contours of different elevations do not unite to form one contour except in the case of
a vertical cliff.
 Contours drawn closer depict a steep slope and if drawn apart, represent a gentle slope.
 Contour at any point is perpendicular to the line of the steepest slope at the point.

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 A contour line must close itself but need not be necessarily within the limits of the map
itself.
 U-shape contours indicates the ridge.
 V-shape contours indicates the valley
 Contours lines does not passes through permanent structure.
Taking the reading at the change point on the ground does the indirect method of locating
contours. The interpolation method is used to draw the contour lines. Interpolation of contours
is done by estimation, by arithmetic calculations or by graphical method. The eye estimation
method is extremely rough and is used for small-scale work only. Generally, arithmetic
calculation method of interpolation is used to draw the contour lines and is performed as
follows:
X= (H/V) * Y
where, X= Horizontal distance of the point to be located.
H = Horizontal distance between two guide points.
V = Vertical distance between the two guide points.
Y = Vertical distance between lower elevation point and the point to be located.

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2.8 Total station:
Introduction:
A total station is an optical instrument used a lot in modern surveying and archaeology and, in
a minor way, as well as by police, crime scene investigators, private accident reconstructionist
and insurance companies to take measurements of scenes. It is a combination of an electronic
theodolite (transit), an electronic distance meter (EDM) and software running on an external
computer known as a data collector.
With a total station one may determine angles and distances from the instrument to points to
be surveyed. With the aid of trigonometry and triangulation, the angles and distances may be
used to calculate the coordinates of actual positions (X, Y, and Z or northing, easting and
elevation) of surveyed points, or the position of the instrument from known points, in absolute
terms.
ComputationandPlotting:
For the calculations as well as plotting, we applied the coordinate method (latitude and
departure method). In this method, two terms latitude and departure are used for calculation.
Latitude of a survey line may be defined as its coordinate lengths measured parallel to
an assumed meridian direction. The latitude (L) of a line is positive when measured towards
north, and termed as Northing and it is negative when measured towards south, and termed as
Southing. The departure (D) of a line is positive when measured towards east and termed as

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Easting and it is negative when measured towards south, and termed as Westing. The latitude
and departures of each control station can be calculated using the relation:
Latitude = L Cos θ
Departure=LSin θ
Where, L=distance of the traverse legs
θ =Reduced bearing
If a closed traverse is plotted according to the field measurements, the end of the traverse will
not coincide exactly with the starting point. Such and error is known as closing error.
Mathematically,
Closing error (e) = √ {(Ʃ𝐿)2
+(Ʃ𝐷)2
}
Direction, tan θ = ƩD/ƩL
The sign of ƩLand ƩD will thus define the quadrant in which the closing error lies.
The relative error of closure = Error of Closure / Perimeter of the traverse
= e / p
= 1 / (p / e)
The error (e) in a closed traverse due to bearing may be determined by comparing the two
bearings of the last line as observed at the first and last stations of traverse. If the closed
traverse, has N number of sides then,
Correction for the first line = e/N
Correction for the second line = 2e/N
And similarly, correction for the last line = Ne/N = e
In a closed traverse, by geometry, the sum of the interior angles should be (2n-4) x 90˚. Where,
n is the number of traverse sides. If the angles are measured with the same degree of precision,
the error in the sum of the angles may be distributed equally among each angle of the traverse.
Mathematically,
a) Correction in departure of a side of traverse = - (Total departure misclosure / traverse
perimeter) x length of that side.
b) Correction in latitude of a side of traverse = - (Total latitude misclosure / traverse
perimeter) x length of that side.
Computation Steps:
Here the traverse computation is done in above tabular form. For complete traverse
computations, following steps were carried out:
- The interior angles were adjusted to satisfy the geometrical conditions, ie sum of
interior angles to be equal to (2n-4)x90
- Starting with observed bearing of one line the bearings of all the others lines were
calculated.
- Consecutive co-ordinates (latitude and departure) were calculated. i.e. ∑ L and ∑ D
- Necessary corrections were applied to the latitudes and departures of the lines so that
∑ L=0 and ∑ D=0. The corrections were applied by the transit rule.
Using the corrected consecutive co-ordinates, the independent value were calculated.
- The correct lengths and the correct bearings of the traverse lines were also calculated
using the corrected consecutive co-ordinates.
i.e. True length (l) = √(L^2+D^2) and True bearing (θ) = tan-1( D/L ).
- The traverse lines or legs should be passed through the area to be surveyed.

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2.9 Calculation:
Distance measurement Sheet
SURVEY CAMP – 2017
S.N Station Distances (m) Total
length
Mean
length
Error
(m)
Precisio
n
Remarks
From To
1. 𝐶𝑝2 𝐵𝑚1 13.70+11.201+11.5+9.67+10.
9+9.55+8.64+6.11+8.83
90.010
90.072
5
0.057 1 in
1580.27
Check
Point
𝐵𝑚1 𝐶𝑝2 16.68+8.204+8.28+12.97+10.
71+9.72+7.59+8.23+7.66
90.044
2. 𝐵𝑚1 𝐵𝑚2 10.4+2.88+9.03+5.27+6.4+10.
21+8.61+9.23+7.59+5.8+9.37 84.790
84.83 0.08
1 in
1060.37𝐵𝑚2 𝐵𝑚1 8.37+3.13+10.91+11.19+6.74+3.8
9+8.2+11.19+10.13+11.12 84.870
3. 𝐵𝑚2 𝐵𝑚3 8.79+9.34+7.11+8.72+7.7+7.1
2+7.32
56.100
56.08 0.04 1 in
1402.53
Short
Distance𝐵𝑚3 𝐵𝑚2 8.48+7.16+9.64+7.61+7.7+9.3
4+6.13
56.06
4. 𝐵𝑚3 𝐵𝑚4 9.75+13.67+21.4+11.12+12.5
+10.48+15.8
94.72
94.705 0.03 1 in
3156.6
Long
distance𝐵𝑚4 𝐵𝑚3 15.21+19.53+9095+12.10+12.
6+11.6+13.7
94.69
5. 𝐵𝑚4 𝐵𝑚5 8.04+12.86+20.55+10.99+7.7
+8.7
68.84
68.845 0.01 1 in
6882.32𝐵𝑚5 𝐵𝑚4 17.3+11.92+13.10+8.49+10.6
1+7.43
68.85
6. 𝐵𝑚5 𝐵𝑚6 14.63+13.70+16.83+9.81+6.3
1+1.53+3.17
65.98
65.965 0.03 1 in
2198.7𝐵𝑚6 𝐵𝑚5 12.34+18.27+13.62+11.38+1.
67+6.52+2.16
65.95
7. 𝐵𝑚6 𝐵𝑚7 5.97+8.83+7.49+8.0+6.160+8.
96+7.96+7.93+8.49
69.79
69.76 0.06 1 in
1162.67𝐵𝑚7 𝐵𝑚6 6.48+7.96+8.12+7.49+8.76+6.
12+8.42+9.61+6.77
69.73
8. 𝐵𝑚7 𝐵𝑚8 7.86+9.8+15.15+12.0+7.0+13.9 65.71
65.685 0.05 1 in
1312.3
𝐵𝑚8 𝐵𝑚7 8.13+7.32+16.28+11.37+9.67
+12.89
65.67
9. 𝐵𝑚8 𝐶𝑝1 10.53+7.56+2.7+9.4+6.94+6.1
2+4.94+4.81+6.72+4.94+4.07
+3.59+6.83
79.25
79.28 0.06 1 in
1321.3
𝐶𝑝1 𝐵𝑚8 3.53+9.49+7.71+7.05+7.3+7.8
1+6.16+4.94+5.34+7.4+3.48+
4.29+4.79
79.31
10. 𝐶𝑝1 𝐶𝑝2 4.29+6.67+8.42+9.49+5.86+1
1.18+9.23
58.46
58.46 0.04 1 in
1461.5
Check
Point𝐶𝑝2 𝐶𝑝1 10.52+9.94+5.72+5.71+5.36
+8.34+6.24+6.65
58.48

20
MADAN ASHRIT MEMORIAL TECHNICAL SCHOOL
Kageshwori Manahara, Kathmandu
THEODOLITE FIELD OBSERVATION SHEET
Instrument at:- 𝑩𝒎 𝟏 Height of Instrument:-…..
Sighted
To
Face HCR HA Mean H.A
Remarks0 ' '' 0 ' '' 0 ' ''
𝑪𝒑 𝟐 L 0° 00' 00''
197° 37' 25''
𝑩𝒎 𝟐 L 197° 37' 20'' 197° 37' 20''
𝑩𝒎 𝟐 R 17° 37' 30''
𝑪𝒑 𝟐 R 180° 00' 00'' 197° 37' 30''
Instrument at:- 𝑩𝒎 𝟐 Height of Instrument:-…..
Sighted
To
Remarks0 ' '' 0 ' '' 0 ' ''
𝑩𝒎 𝟏 L 0° 00' 00''
142° 22' 20''
𝑩𝒎 𝟑 L 142° 22' 30'' 142° 22' 30''
𝑩𝒎 𝟑 R 322° 22' 20''
𝑩𝒎 𝟏 R 180° 00' 10'' 142° 22' 10''
Instrument at:- 𝑩𝒎 𝟑 Height of Instrument:-…..
Sighted
To
Remarks0 ' '' 0 ' '' 0 ' ''
𝑩𝒎 𝟐 L 0° 00' 00''
88° 54' 05''
𝑩𝒎 𝟒 L 88° 54' 10'' 88° 54' 10''
𝑩𝒎 𝟒 R 268° 54' 00''
𝑩𝒎 𝟐 R 180° 00' 00'' 88° 54' 00''
Instrument at:- 𝑩𝒎 𝟒 Height of Instrument:-…..
Sighted
To
Remarks0 ' '' 0 ' '' 0 ' ''
𝑩𝒎 𝟑 L 0° 00' 00''
201° 42' 20''
𝑩𝒎 𝟓 L 201° 42' 30'' 201° 42' 30''
𝑩𝒎 𝟓 R 21° 42' 20''
𝑩𝒎 𝟑 R 180° 00' 10'' 201° 42' 10''
Instrument at:- 𝑩𝒎 𝟓 Height of Instrument:-….
Sighted
To
Remarks0 ' '' 0 ' '' 0 ' ''
𝑩𝒎 𝟒 L 0° 00' 00''
157° 30' 35''
𝑩𝒎 𝟔 L 157° 30' 30'' 157° 30' 30''
𝑩𝒎 𝟔 R 337° 30' 40''
𝑩𝒎 𝟒 R 180° 00' 00'' 157° 30' 40''

21
Instrument at:- 𝑩𝒎 𝟔 Height of Instrument:-
Sighted
To
Remarks0 ' '' 0 ' '' 0 ' ''
𝑩𝒎 𝟓 L 0° 00' 00''
86° 26' 15''
𝑩𝒎 𝟕 L 86° 26' 10'' 86° 26' 10''
𝑩𝒎 𝟕 R 266° 26' 20''
𝑩𝒎 𝟓 R 180° 00' 00'' 86° 26' 20''
Instrument at:- 𝑩𝒎 𝟕 Height of Instrument:-
Sighted
To
Remarks0 ' '' 0 ' '' 0 ' ''
𝑩𝒎 𝟔 L 0° 00' 00''
148° 43' 10''
𝑩𝒎 𝟖 L 148° 43' 20'' 148° 43' 20''
𝑩𝒎 𝟖 R 328° 43' 10''
𝑩𝒎 𝟔 R 180° 00' 00'' 148° 43' 00''
Instrument at:- 𝑩𝒎 𝟖 Height of Instrument:-
Sighted
To
Remarks0 ' '' 0 ' '' 0 ' ''
𝑩𝒎 𝟕 L 0° 00' 00''
162° 14' 30''
𝑪𝒑 𝟏 L 162° 14' 40'' 162° 14' 40''
𝑪𝒑 𝟏 R 342° 14' 30''
𝑩𝒎 𝟕 R 180° 00' 10'' 162° 14' 20''
Instrument at:- 𝑪𝒑 𝟏 Height of Instrument:-
Sighted
To
Remarks0 ' '' 0 ' '' 0 ' ''
𝑩𝒎 𝟖 L 0° 00' 00''
209° 27' 55''
𝑪𝒑 𝟐 L 209° 28' 00'' 209° 28' 00''
𝑪𝒑 𝟐 R 29° 28' 00''
𝑩𝒎 𝟖 R 180° 00' 10'' 209° 27' 50''
Instrument at:- 𝑪𝒑 𝟐 Height of Instrument:-
Sighted
To
Remarks0 ' '' 0 ' '' 0 ' ''
𝑪𝒑 𝟏 L 0° 00' 00''
45° 03' 25''
𝑩𝒎 𝟏 L 45° 03' 20'' 45° 03' 20''
𝑩𝒎 𝟏 R 225° 03' 30''
𝑪𝒑 𝟏 R 180° 00' 00'' 45° 03' 30''

22
Theodolite Field Observation Data and its Calculation
STA
TIO
N
LINE LENGTH INTERIOR
ANGLE
CORRECTED
INTERIOR
ANGLE
BEARINGS CALCULATED CORRECTED TOTAL CO-
ORDINATES
LATITUDE DEPARTURE LATITUDE DEPARTURE LATITUDE DEPARTURE
1 𝐶𝑃1 − 𝐶𝑃2 58.460 197°37'25'' 197°37'14'' 052°00'00'' 35.990 46.067 36.625 46.497 648198.403 3068556.220
2 𝐶𝑃2 − 𝐵𝑀1 90.072 142°22'20'' 142°22'09'' 217°03'14'' 11.061 -89.390 12.040 -88.730 648235.028 3068602.717
3 𝐵𝑀1 − 𝐵𝑀2 84.830 088°54'05'' 088°53'54'' 294°40'28'' 35.413 -77.084 36.335 -76.460 648247.068 3068513.987
4 𝐵𝑀2 − 𝐵𝑀3 56.080 201°42'20'' 201°42'09'' 257°02'37'' -12.573 -54.652 -11.963 -54.221 648283.403 3068437.527
5 𝐵𝑀3 − 𝐵𝑀4 94.075 157°30'35'' 157°30'24'' 165°56'31'' -91.257 22.851 -90.234 23.543 648271.440 3068383.306
6 𝐵𝑀4 − 𝐵𝑀5 68.845 086°26'15'' 086°26'04'' 187°38'40'' -68.233 -9.158 -67.485 -8.651 648181.206 3068406.849
7 𝐵𝑀5 − 𝐵𝑀6 65.965 148°43'10'' 148°42'59'' 165°09'04'' -63.762 16.904 -63.045 17.389 648113.721 3068398.198
8 𝐵𝑀6 − 𝐵𝑀7 69.760 162°14'20'' 162°14'09'' 071°35'08'' 22.036 66.188 22.794 66.701 648050.676 3068415.587
9 𝐵𝑀7 − 𝐵𝑀8 65.685 209°27'55'' 209°27'44'' 040°18'07'' 50.094 42.486 50.808 42.969 648073.470 3068482.288
10 𝐵𝑀8 − 𝐶𝑃1 79.280 045°03'25'' 045°03'14'' 022°32'16'' 73.255 30.387 74.117 30.970 648124.278 3068525.257
733.352 m 1440°01'50'' 1440°00'00'' -------------- -7.976 -5.401 ƩL = -0.008 ƩD = 0.007 648198.395 3068556.227
Correction in 𝑪𝑷 𝟏 − 𝑪𝑷 𝟐:
𝑪 𝑳= 7.976 X
𝟓𝟖.𝟒𝟔𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.635
𝑪 𝑫= 5.401 X
𝟓𝟖.𝟒𝟔𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.430
Correction in 𝑪𝑷 𝟐 − 𝑩𝑴 𝟏 :
𝑪 𝑳= 7.976 X
𝟗𝟎.𝟎𝟕𝟐
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.979
𝑪 𝑫= 5.401 X
𝟗𝟎.𝟎𝟕𝟐
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.663
Correction in 𝑩𝑴 𝟏 − 𝑩𝑴 𝟐:
𝑪 𝑳= 7.976 X
𝟖𝟒.𝟖𝟑𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.922
𝑪 𝑫= 5.401 X
𝟖𝟒.𝟖𝟑𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.624
Correction in 𝑩𝑴 𝟐 − 𝑩𝑴 𝟑:
𝑪 𝑳= 7.976 X
𝟓𝟔.𝟎𝟖𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.610
𝑪 𝑫= 5.401 X
𝟓𝟔.𝟎𝟖𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.431
Correction in 𝑩𝑴 𝟑 − 𝑩𝑴 𝟒 :
𝑪 𝑳=7.976 X
𝟗𝟒.𝟎𝟕𝟓
𝟕𝟑𝟑.𝟑𝟓𝟐
= 1.023
𝑪 𝑫= 5.401 X
𝟗𝟒.𝟎𝟕𝟓
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.692
Correction in 𝑩𝑴 𝟒 − 𝑩𝑴 𝟓:
𝑪 𝑳= 7.976 X
𝟔𝟖.𝟖𝟒𝟓
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.748
𝑪 𝑫= 5.401 X
𝟔𝟖.𝟖𝟒𝟓
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.507
Correction in 𝑩𝑴 𝟓 − 𝑩𝑴 𝟔 :
𝑪 𝑳= 7.976 X
𝟔𝟓.𝟗𝟔𝟓
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.717
𝑪 𝑫= 5.401 X
𝟔𝟓.𝟗𝟔𝟓
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.485
Correction in 𝑩𝑴 𝟔 − 𝑩𝑴 𝟕:
𝑪 𝑳= 7.976 X
𝟔𝟗.𝟕𝟔𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.758
𝑪 𝑫= 5.401 X
𝟔𝟗.𝟕𝟔𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.513
Correction in 𝑩𝑴 𝟕 − 𝑩𝑴 𝟖:
𝑪 𝑳= 7.976 X
𝟔𝟓.𝟔𝟖𝟓
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.714
𝑪 𝑫= 05.401 X
𝟔𝟓.𝟔𝟖𝟓
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.483
Correction in 𝑩𝑴 𝟖 − 𝑪𝑷 𝟏:
𝑪 𝑳= 7.976 X
𝟕𝟗.𝟐𝟖𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.870
𝑪 𝑫= 5.401 X
𝟕𝟗.𝟐𝟖𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.583
*Calculation of Interior Angle*
Theoretically,
Total Interior angle = (2n - 4) x 90
=(2 x 10 - 4) x 90 = 1440°
Error in Interior angle = 1440°01’50”-1440”
= - 0°1’50”
Thus, Error in interior angle is equally
distributed in all stations,
.:.Correction in each station = - 0°1’50”
10
= - 0°00’11”

23
Calculation:
Two Peg Test for Checking the Levelling instrument
STEP : 1
Setup 1 Station 1
Station 2
STEP : 2
Station 1 Setup 2 Station 2
Figure : Two Peg Test
Here,
Total Distance = 30m
Setup 1 = Approx. 2 m and Setup 2 = 15 m
 For Setup 1
Now, The Level machine is shifted from Setup 1 to Approx. 2m far distance from Station 1
Then,
Sighted 1,
Top reading = 1.646 m
Middle reading = 1.482 m
Bottom reading = 1.318 m
Average Height =
𝑇+𝑀+𝐵
3
=
𝑇+𝐵
2
= 1.482 m
Sighted 2,
Average Height =
𝑇+𝑀+𝐵
3
=
𝑇+𝐵
2
= 1.402 m
Level difference between 1 and 2 = 1.482-1.402=0.080m

24
 For Setup 2
Now, The level is shifted between the distance of Station 1 and Station 2 in exact middle
portion of given distance 30 m. Then,
Sighted 1,
Average Height =
𝑇+𝑀+𝐵
3
=
𝑇+𝐵
2
= 1.406 m
Sighted 2,
Average Height =
𝑇+𝑀+𝐵
3
=
𝑇+𝐵
2
= 1.325 m
Now,
Level difference between 1 and 2 = 1.406-1.325=0.081m
Thus,
Error between setup 1 and setup 2 = 0.081 -0.080 = 0.001 m
Precision =
𝟏
𝐓𝐨𝐭𝐚𝐥 𝐃𝐬𝐢𝐬𝐭𝐚𝐧𝐜𝐞
𝐄𝐫𝐫𝐨𝐫
=
𝟏
𝟑𝟎
𝟎.𝟎𝟎𝟏
= 3.33*10-5
I.e.
1 in 30000.

25
FLY LEVEL FIELD BOOK
Observer:-Suman Jyoti Date:- 2017- Dec-05
Booker:- Bishnu p. Bhandari Location:- NEA-Kharipati, Bhaktapur
Stat
ion
Distance BS FS Rise Fall RL Remarks
BS FS Total T M B T M B
B.M 8.2 --------- -------- 0.691 0.675 0.609 ---------- --------- ----------- -------- --------- 1336.00
01. 6.6 6.8 15.0 0.695 0.601 0.629 1.910 1.876 1.842 -------- 1.226 1334.774
02. 7.2 7.2 13.8 0.751 0.715 0.679 1.836 1.800 1.764 -------- 1.139 1333.635
03. 7.4 8.0 15.2 1.600 0.963 0.926 1.600 1.560 1.520 -------- 0.845 1332.790
04. 6.8 7.7 15.1 1.162 0.128 1.094 1.688 1.650 1.611 -------- 0.687 1332.103
05. 7.7 6.2 13.0 0.988 0.950 0.911 1.794 1.764 1.732 -------- 0.636 1331.467
06 7.2 8.0 15.7 1.134 1.098 1.062 1.852 1.812 1.772 -------- 0.862 1330.605
07. 7.2 7.7 14.9 1.164 1.128 1.092 1.840 1.801 1.763 -------- 0.703 1329.902
08. 6.8 7.6 14.8 1.252 1.218 1.184 1.730 1.692 1.654 -------- 0.564 1329.338
09. 6.2 7.6 14.4 1.356 1.318 1.288 1.670 1.662 1.584 -------- 0.444 1328.894
10. 6.8 4.1 11.3 1.518 1.484 1.450 1.627 1.628 1.586 -------- 0.310 1328.584
11 6.0 8.4 15.2 1.400 1.370 1.340 1.630 1.588 1.546 -------- 0.104 1328.480
12. 7.2 6.2 12.2 1.332 1.296 1.260 1.542 1.511 1.480 -------- 0.141 1328.339
13. 7.4 7.6 14.8 1.356 1.318 1.282 1.608 1.570 1.532 -------- 0.274 1328.065
14. 7.0 8.0 15.4 1.382 1.347 1.312 1.632 1.592 1.552 -------- 0.274 1327.791
15. 7.0 8.7 15.7 1.160 1.125 1.090 1.886 1.842 1.799 -------- 0.495 1327.296
16. 7.8 6.8 13.8 0.909 0.870 1.831 1.890 1.856 1.822 -------- 0.731 1326.565
17. 7.8 9.0 16.8 0.637 0.595 0.553 1.870 1.825 1.780 -------- 0.955 1325.610
18. 6.5 7.3 15.1 0.675 0.643 0.610 1.775 1.738 1.702 -------- 1.143 1324.467
19. 4.0 6.0 12.5 1.080 1.060 1.040 1.948 1.918 1.888 -------- 1.275 1323.192
20. 8.0 4.6 08.6 0.920 0.880 0.840 1.874 1.851 1.828 -------- 0.791 1322.401
21. 8.6 6.6 14.6 1.188 1.145 1.102 1.800 1.768 1.734 -------- 0.888 1321.513

26
Observer:- Suman Jyoti Date:- 2017-Dec-05
Stati
on
Distance BS FS Rise Fall RL Remarks
22. 8.4 7.2 15.8 1.100 1.058 1.016 1.816 1.780 1.744 -------- 0.635 1320.878
23. 8.0 4.0 12.4 1.400 1.360 1.320 1.558 1.552 1.518 -------- 0.494 1320.384
24. 8.0 8.0 16.0 1.622 1.582 1.542 1.514 1.474 1.434 -------- 0.114 1320.270
25. 7.4 8.0 16.0 1.746 1.708 1.672 1.338 1.298 1.258 0.284 -------- 1320.554
26. 8.0 8.2 15.6 1.660 1.620 1.580 1.200 1.158 1.118 0.550 -------- 1321.104
27. 7.6 7.6 15.6 1.574 1.536 1.498 1.300 1.262 1.224 0.358 -------- 1321.462
28. 7.6 6.6 13.2 1.148 1.110 1.072 1.930 1.898 1.864 -------- 0.362 1321.100
29. 6.0 8.0 15.6 0.930 0.900 0.870 1.752 1.712 1.672 -------- 0.602 1320.498
30. 8.2 8.9 14.9 0.980 0.939 0.898 1.795 1.750 1.706 -------- 0.850 1319.648
31. 7.6 7.1 15.3 0.853 0.815 0.777 1.727 1.691 1.656 -------- 0.752 1318.896
32. 6.4 7.8 15.4 1.088 1.056 1.024 1.564 1.525 1.486 -------- 0.710 1318.186
33. 7.0 8.0 14.4 1.498 1.462 1.428 1.682 1.642 1.602 -------- 0.586 1317.600
34. 7.5 8.0 15.0 1.558 1.520 1.483 1.240 1.200 1.160 0.262 -------- 1317.862
35. 5.6 8.0 15.5 1.023 0.995 0.967 1.574 1.534 1.494 -------- 0.014 1317.848
36. 6.4 6.0 11.6 1.057 1.024 0.993 1.806 1.776 1.746 -------- 0.781 1317.067
37. 5.8 6.0 12.4 0.853 0.824 0.795 1.980 1.950 1.920 -------- 0.926 1316.141
38. 5.6 4.4 10.2 0.766 0.739 0.710 1.914 1.892 1.870 -------- 1.068 1315.073
39. 5.5 5.8 11.4 1.048 1.020 0.993 1.989 1.960 1.931 -------- 1.221 1313.852
40. 5.0 4.8 10.3 0.890 0.866 0.840 1.932 1.908 1.884 -------- 0.888 1312.964
41. 6.0 4.4 9.4 0.640 0.610 0.580 1.838 1.841 1.794 -------- 0.948 1312.016
42. 6.0 3.3 9.3 0.900 0.870 0.840 1.622 1.606 1.589 -------- 0.996 1311.020
TBM -------- 4.4 10.4 -------- -------- -------- 1.387 1.316 1.343 -------- 0.495 1310.525

27
Station Distance BS FS Rise Fall RL Remarks
T.B.M 2.4 --------- -------- 1.713 1.701 1.689 ---------- -------- --------- -------- --------- 1310.525
01. 5.0 3.0 5.4 1.942 1.917 1.892 0.868 0.852 0.838 0.849 -------- 1311.375
02. 4.4 4.0 9.0 1.722 1.700 1.678 0.693 0.673 0.653 1.244 -------- 1312.619
03. 6.1 4.1 8.9 1.806 1.775 1.745 0.673 0.652 0.632 1.048 -------- 1313.666
04. 4.8 4.4 10.5 1.764 1.741 1.716 0.624 0.645 0.668 1.130 -------- 1314.796
05. 5.8 4.8 9.6 1.825 1.795 1.767 0.761 0.737 0.713 1.004 -------- 1315.800
06 5.7 5.8 11.6 1.702 1.673 1.645 0.786 0.756 0.728 1.039 -------- 1316.839
07. 5.0 6.3 13.0 1.488 1.464 1.438 0.931 0.901 0.868 0.772 -------- 1317.611
08. 10.3 7.0 12.0 1.825 1.773 1.722 0.821 0.786 0.751 0.678 -------- 1318.289
09. 7.8 5.5 15.8 1.842 1.803 1.764 0.905 0.877 1.850 0.896 -------- 1319.185
10. 6.9 5.7 13.5 1.814 1.780 1.745 0.856 0.827 0.799 0.976 -------- 1320.161
11 6.6 5.6 12.5 1.912 1.879 1.846 0.688 0.660 0.632 1.120 -------- 1321.281
12. 6.0 7.0 13.6 1.980 1.950 1.920 0.730 0.690 0.660 1.189 -------- 1322.470
13. 6.9 7.6 13.6 1.371 1.337 1.302 1.058 1.020 0.982 0.930 --------- 1323.400
14. 7.3 6.6 13.5 1.135 1.098 1.062 1.626 1.594 1.560 -------- 0.257 1323.143
15. 7.6 6.7 14.0 1.150 1.112 1.074 1.694 1.661 1.627 -------- 0.563 1322.580
16. 7.0 6.6 14.2 1.212 1.177 1.142 1.683 1.650 1.617 -------- 0.538 1322.042
17. 7.8 7.1 14.1 1.266 1.228 1.188 1.619 1.584 1.548 -------- 0.407 1321.635
18. 5.4 6.9 15.7 1.150 1.122 1.096 1.483 1.448 1.414 -------- 0.220 1321.415
19. 7.4 7.5 12.9 1.106 1.070 1.032 1.590 1.552 1.516 -------- 0.430 1320.985
20. 7.8 8.0 15.4 1.264 1.225 1.186 1.592 1.552 1.512 -------- 0.482 1320.503
21. 8.0 8.0 15.8 1.592 1.552 1.512 1.420 1.380 1.340 -------- 0.155 1320.348

28
22. 8.0 7.0 15.0 1.606 1.566 1.526 1.236 1.202 1.166 0.350 -------- 1320.698
23. 8.0 6.8 14.8 1.754 1.714 1.674 1.074 1.040 1.006 0.526 -------- 1321.218
24. 7.2 6.5 14.5 1.764 1.728 1.692 1.029 0.997 0.964 0.717 -------- 1321.935
25. 6.5 6.6 13.8 1.830 1.798 1.765 0.956 0.923 0.890 0.805 -------- 1322.740
26. 6.2 6.8 13.3 1.926 1.895 1.864 0.841 0.807 0.773 0.991 -------- 1323.731
27. 6.5 5.5 11.7 1.879 1.846 1.814 0.885 0.857 0.830 1.038 -------- 1324.769
28. 4.4 6.3 12.8 1.338 1.316 1.294 0.764 0.732 0.701 1.114 -------- 1325.883
29. 5.7 4.8 9.20 1.801 1.772 1.744 1.022 0.998 0.974 0.318 -------- 1326.201
30. 7.6 5.3 11.0 1.826 1.788 1.750 0.998 0.972 0.945 0.800 -------- 1327.001
31. 8.7 8.2 15.8 1.639 1.596 1.552 1.011 0..970 0.929 0.818 -------- 1327.819
32. 8.5 8.8 17.5 1.588 1.545 1.503 1.302 1.259 1.214 0.337 -------- 1328.156
33. 7.7 6.7 15.2 1.570 1.531 1.493 1.304 1.270 1.237 0.275 -------- 1328.431
34. 8.0 8.4 16.1 1.514 1.474 1.434 1.282 1.240 1.198 0.291 -------- 1328.722
35. 6.9 8.9 16.9 1.488 1.453 1.419 1.301 1.256 1.212 0.218 -------- 1328.940
36. 7.3 7.0 13.9 1.602 1.565 1.527 1.314 1.279 1.244 0.174 --------- 1329.114
37. 7.2 8.0 15.3 1.736 1.700 1.664 1.198 1.158 1.118 0.207 -------- 1329.321
38. 7.6 8.2 15.4 1.809 1.771 1.733 1.230 1.189 1.148 0.511 -------- 1329.832
39. 8.6 8.2 15.8 1.882 1.839 1.796 1.195 1.154 1.113 0.617 -------- 1330.449
40. 7.5 7.0 15.6 1.806 1.769 1.731 1.020 0.985 0.950 0.854 -------- 1331.303
41. 7.5 8.0 15.5 1.764 1.726 1.689 1.050 1.010 0.970 0.759 -------- 1332.062
42. 7.0 8.8 16.3 1.690 1.655 1.620 0.988 0.944 0.900 0.782 -------- 1332.844
43. 6.4 7.5 14.5 1.864 1.832 1.800 0.715 0.677 0.640 0.977 -------- 1333.821
44. 7.0 6.8 13.2 1.990 1.955 1.920 0.810 0.776 0.742 1.056 -------- 1334.877
.M ------ 7.8 14.8 --------- -------- --------- 0.831 0.792 0.753 1.163 -------- 1336.040

29
Thus,
Total Distance (k) = 1206.1 m
= 1.2061 km
Given,
R.L of B.M = 1336.000 m
Calculated R.L of B.M = 1336.040 m
R.L difference of B.M = Calculated R.L - Given R.L
= 1336.040 m - 1336.000 m
= 0.040 m
Precision =25√k = 25√1.2061 = 27.45 mm
The finding R.L of T.B.M = 1310.525 m
R.L of C.P = 1326.565 (B.M to T.B.M)
R.L of C.P = 1326.201 (T.B.M to B.M)
Mean R.L of C.P = 1326.383 m

30
LEVEL FIELD BOOK
Booker:- Bishnu p. Bhandari Location:- NEA, Kharipati-Bhaktapur
CP to 𝑩𝑴 𝟑 ( R.L transfer Process)
Stat
ion Distan
ce
BS FS
Dist
anc
e
Rise Fall RL
Rem
arksT M B T M B
CP 6.6 0.690 0.657 0.624 ------- ------- ------- -----
--
---- ------ 1326.383 CP
1 7.0 0.872 0.747 0.712 1.855 1.802 1.770 6.5 ---- 1.145 1325.238
2 7.6 0.771 0.733 0.695 1.838 1.807 1.777 6.1 ---- 1.060 1324.178
3 6.3 0.966 0.934 0.903 1.765 1.735 1.713 5.2 ---- 1.002 1323.176
𝐵𝑀3 ------- ------- ------- ------- 1.823 1.786 1.749 7.4 ---- 0.852 1322.324 𝐵𝑀3
𝑩𝑴 𝟑 𝒕𝒐 𝑪𝑷
𝐵𝑀3 6.3 1.732 1.701 1.669 ------- ------- ------- -----
--
------ ---- 1322.324 𝐵𝑀3
1 6.9 1.861 1.826 1.792 0.932 0.899 0.866 6.6 0.802 ------ 1323.126
2 6.0 1.904 1.874 1.844 0.821 0.784 0.749 7.2 0.042 ------ 1324.168
3 6.4 1.897 1.865 1.833 0.820 0.781 0.755 6.5 0.087 ------ 1325.255
CP ------- ------- ------- ------- 0.762 0.729 0.695 6.7 1.136 ------ 1326.391 CP
Thus,
Total Distance (k) = 105.3 m
= 0.1053 km
Given,
R.L of C.P = 1326.383 m
Calculated R.L of B.M = 1336.040 m
Error = 1326.391 – 1326.383 =0.008m =8mm
Precision =25√k = 25√0.1053 = 8.11 mm
Thus, R.L of 𝐵𝑀3 = 1322.324 m
𝑩𝑴 𝟑 𝒕𝒐 𝑩𝑴 𝟒 ( R.L transfer Process)
Stat
ion Distan
ce
BS FS
Dist
anc
e
Rise Fall RL
Rem
arksT M B T M B
𝐵𝑀3 12.0 0.860 0.800 0.740 ------- ------- ------- 11.3 ------ ------ 1322.324 𝐵𝑀3
1 12.4 1.224 1.162 1.000 1.892 1.835 1.779 12.6 ------ 1.035 1321.289
2 16.0 1.679 1.599 1.519 1.418 1.355 1.292 13.4 ------ 0.193 1321.096
3 10.0 1.690 1.640 1.590 1.168 1.100 1.034 09.8 0.499 ------ 1321.595
𝐵𝑀4 ------ ------- ------- ------- 1.356 1.307 1.258 ----- 0.335 ------ 1321.930 𝐵𝑀4
𝑩𝑴 𝟒 𝒕𝒐 𝑩𝑴 𝟓( R.L transfer Process)
𝐵𝑀4 7.8 1.089 1.050 1.011 ------ ------- ------- ----- ------ ------ 1321.930 𝐵𝑀4
1 8.0 0.730 0.690 0.650 1.723 1.681 1.641 8.2 ------ 0.631 1321.299
2 5.8 0.571 0.542 0.513 1.840 1.810 1.780 6.0 1.120 ------ 1322.419
3 6.2 1.313 1.282 1.251 1.730 1.696 1.661 6.9 ------ 1.154 1321.265
4 6.6 0.986 0.952 0.920 1.965 1.937 1.909 5.6 ------ 0.655 1320.61
𝐵𝑀5 ------ ------- ------- ------- 2.190 2.160 2.130 6.0 ------ 1.208 1319.402 𝐵𝑀5
Measured by: Bishnu P. Bhandari Computed by: Suman Jyoti Checked by:……………….

31
LEVEL FIELD BOOK
𝑩𝑴 𝟓 𝒕𝒐 𝑩𝑴 𝟔( R.L transfer Process)
Stat
ion Distan
ce
BS FS
Dist
anc
e
Rise Fall RL
Rem
arksT M B T M B
𝐵𝑀5 8.4 0.850 0.808 0.766 ------- ------- ------- ---- ---- ---- 1319.402 𝐵𝑀5
1 16.6 1.361 1.278 1.195 1.588 1.548 1.508 8.0 ---- 0.740 1318.662
2 09.0 1.670 1.625 1.580 1.029 0.928 0.827 20.2 0.350 ---- 1319.012
𝐵𝑀6 ------- ------- ------- ------- 1.180 1.120 1.060 12.0 0.505 ---- 1319.517 𝐵𝑀6
𝑩𝑴 𝟔 𝒕𝒐 𝑩𝑴 𝟕( R.L transfer Process)
𝐵𝑀6 08.0 0.340 0.300 0.260 ------- ------- ------- ---- ------ ---- 1319.517 𝐵𝑀6
1 10.0 1.910 1.860 1.810 1.260 1.220 1.180 8.0 ---- 0.920 1318.597
2 08.0 1.993 1.953 1.913 0.824 0.776 0.729 9.5 1.084 ---- 1319.681
3 10.2 1.747 1.696 1.645 0.874 0.837 0.804 7.0 1.116 ---- 1320.797
𝐵𝑀7 ------- ------- ------- ------- 0.856 0.797 0.738 11.8 0.899 ---- 1321.696 𝐵𝑀7
𝑩𝑴 𝟕 𝒕𝒐 𝑩𝑴 𝟖( R.L transfer Process)
Stat
ion Distan
ce
BS FS
Dist
anc
e
Rise Fall RL
Rem
arksT M B T M B
𝐵𝑀7 9.7 1.856 1.807 1.759 ------- ------- ------- ---- ------ ------ 1321.696 𝐵𝑀7
1 16.0 2.050 1.970 1.890 0.890 0.845 0.800 9.0 0.962 ------ 1322.658
2 14.0 1.628 1.558 1.488 0.721 0.650 0.579 14.2 1.320 ------ 1323.978
𝐵𝑀8 ------- ------- ------- ------- 0.913 0.851 0.790 12.3 0.707 ------ 1324.685 𝐵𝑀8
𝑩𝑴 𝟖 𝒕𝒐 𝑪𝑷 𝟏( R.L transfer Process)
𝐵𝑀8 13.4 1.722 1.655 1.588 ------- ------- ------- ---- ------ ------ 1324.685 𝐵𝑀8
1 7.0 2.130 2.095 2.060 0.818 0.738 0.658 16.0 0.917 ------ 1325.602
2 8.0 2.220 2.180 2.140 0.730 0.685 0.640 9.0 1.410 ------ 1327.012
3 3.4 2.002 1.985 1.968 0.992 0.952 0.912 8.0 1.228 ------ 1328.240
4 4.0 2.052 2.032 2.012 0.838 0.795 0.752 8.6 1.190 ------ 1329.430
5 6.6 1.896 1.863 1.830 0.900 0.867 0.834 6.6 1.165 ------ 1330.595
6 6.6 2.134 2.101 2.068 0.796 0.748 0.702 9.4 1.115 ------ 1331.710
7 6.0 1.772 1.742 1.712 1.244 1.211 1.178 6.6 0.890 ------ 1332.600
8 4.3 1.774 1.752 1.731 0.780 0.750 0.720 6.0 0.992 ------ 1333.592
9 7.2 1.740 1.704 1.668 0.732 0.702 0.672 6.0 1.050 ------ 1334.642
𝐶𝑃1 ------- ------- ------- ------- 0.898 0.855 0.812 8.6 0.849 ------ 1335.491 𝐶𝑃1
𝑪𝑷 𝟏 𝒕𝒐 𝑪𝑷 𝟐( R.L transfer Process)
𝐶𝑃1 22.0 1.710 1.610 1.490 ------- ------- ------- ---- ------ ------ 1335.491 𝐶𝑃1
𝐶𝑃2 ------- ------- ------- ------- 1.250 1.075 0.900 35.0 0.535 ------- 1336.026 𝐶𝑃2
𝑪𝑷 𝟐 𝒕𝒐 𝑩𝑴 𝟏( R.L transfer Process)
𝐶𝑃2 30.0 0.740 0.590 0.440 ------- ------- ------- ---- ------ ------ 1336.026 𝐶𝑃2
1 15.0 0.910 0.836 0.760 1.780 1.640 1.500 28.0 ------ 1.050 1334.976
2 9.4 1.347 1.300 1.253 2.252 2.196 2.141 11.1 ------ 1.360 1333.616
𝐵𝑀2 ------- ------- ------- ------- 1.898 1.846 1.794 10.4 ------ 0.456 1333.160 𝐵𝑀1
Measured by: Bishnu P. Bhandari Computed by: Suman Jyoti Checked by:……………….

32
LEVEL FIELD BOOK
𝑩𝑴 𝟏 𝒕𝒐 𝑩𝑴 𝟐( R.L transfer Process)
Stat
ion Distan
ce
BS FS
Distan
ce
Rise Fall RL RemarksT M B T M B
𝑩𝑴 𝟏 1.057 1.023 0.989 ------- ------- ------- 1333.160 xx
1 0.400 1.050 0.650 xx
2 0.364 0.327 0.290 1327.673
3 1.136 1.067 0.99 2.875 2.830 2.785 2.503 1325.170
4 0.250 0.180 0.110 1.730 1.675 1.620 0.608 1324.562
𝐵𝑀2 ------- ------- ------- 1.550 1.480 1.410 1.300 1323.262 𝐵𝑀3
𝑩𝑴 𝟐 𝒕𝒐 𝑩𝑴 𝟑( R.L transfer Process)
𝐵𝑀2 12.7 1.080 1.016 0.953 ------- ------- ------- ------- ---- ------- 1323.262 𝐵𝑀2
1 16.0 0.800 0.720 0.640 1.890 1.824 1.758 13.2 ---- 0.808 1322.454
𝐵𝑀3 ------- ------- ------- ------- 0.928 0.850 0.772 15.2 ---- 0.130 1322.324 𝐵𝑀3

33
Tachometric Surveying Field Book
Booker:- Bishnu p. Bhandari
Instrument at:- 𝑪𝒑 𝟏 Height of Instrument: 1.35 m
Location:- NEA-Kharipati, Bhaktapur
Zero set at:- 𝑩𝒎 𝟖
Sighted To Horizontal
Angle (HA)
Distances (m) Target/Prism
Height(m)
RL of Point
(m)
Remarks
Horizontal (H) Vertical (±V)
𝐵𝑚8 000°00'00'' 78.989 -10.420 1.6 m 1324.685 R.L of Instrument Station = 1335.491 m
Here, R.L of other target point = R.L of
instrument station + Height of
Instrument ± Vertical Height – Prism
height
Tree 330°22'43'' 5.668 0.284 '''' 1335.525
Start solar panel 079°20'25'' 6.460 -0.110 '''' 1335.131
End solar panel 096°09'58'' 9.108 -0.133 '''' 1335.108
'Mid solar panel 198°53'06'' 9.108 0.233 '''' 1335.474
Mid solar panel 097°06'02'' 17.184 -0.122 1.8 m 1334.919
Tree 051°14'24'' 24.188 -0.480 '''' 1333.211
Building Corner 038°29'18'' 28.084 -2.522 '''' 1332.519
Building Corner 029°80'08'' 20.716 -2.216 1.9 m 1332.727
Tree 045°38'13'' 34.141 -1.399 '''' 1333.542
Edge of road 045°08'13'' 38.112 -2.591 '''' 1332.350
Truss way 049°31'11'' 38.163 -0.666 1.7 m 1332.475
Building Portion 056°53'00'' 41.339 -0.893 '''' 134.248
Building Portion 066°50'39'' 37.600 -0.975 '''' 1334.166
Tree 069°30'35'' 31.259 -0.559 '''' 1334.582
Tree 077°17'47'' 28.443 -0.476 '''' 1334.665
Tree 074°10'17'' 26.010 -0.367 '''' 1334.774
Canteen 096°54'43'' 30.729 0.040 '''' 1335.181
Canteen Corner 295°52'40'' 5.583 0.179 '''' 1335.320
Canteen Corner 240°58'55'' 8.103 0.028 '''' 1335.169
Canteen Corner 224°11'46'' 13.941 0.120 '''' 1335.261
Canteen Corner 217°44'52'' 20.478 0.171 '''' 1335.312
Canteen Corner 215°17'03'' 27.130 -0.392 '''' 1334.749
Tree 212°01'11'' 20.622 0.252 '''' 1335.393
𝐵𝑚7 197°30'01'' 14.166 0.121 '''' 1321.696

34
Instrument at:- 𝑩𝑴 𝟐 Height of Instrument: 1.495 m
Location:-EA-Kharipati, Bhaktapur
Zero set at:- 𝑩𝒎 𝟏
Angle (HA)
Height(m)
RL of Point
(m)
Remarks
𝐵𝑚1 000°00'00'' 92.250 8.230 2.150 1333.160 R.L of Instrument Station = 1323.262 m
height
Road Edge 349°19'19'' 80.983 8.075 '''' 1330.682
Tree 347°42'51'' 79.319 7.704 '''' 1330.312
Road Edge 356°43'23'' 76.834 8.067 '''' 1330.674
Electric Pole 005°34'36'' 75.312 7.603 '''' 1330.210
Tree 010°16'35'' 71.409 7.363 '''' 1329.970
Tree 015°16'31'' 71.822 7.434 2.000 m 1330.191
Ground Level 023°08'30'' 71.252 7.296 '''' 1330.053
Ground Level 016°26'42'' 62.169 5.428 '''' 1328.185
Ground Level 009°52'48'' 61.065 5.023 '''' 1327.780
Tree 027°03'56'' 59.100 4.531 '''' 1327.288
Tree 037°48'16'' 62.243 5.385 1.700 m 1328.442
Tree 035°10'00'' 62.331 5.377 '''' 1328.434
Tree 034°01'35'' 54.968 3.752 '''' 1326.809
Tree 050°50'09'' 58.010 3.770 '''' 1326.827
Tree 060°30'10'' 60.864 3.179 '''' 1325.966
Tree 058°01'46'' 64.699 4.198 '''' 1324.855
Tree 061°08''14'' 72.259 5.644 1.550 m 1328.851
Tree 064°17'46'' 71.525 3.709 '''' 1326.916
Ground Level 067°35'27'' 66.636 2.599 '''' 1325.806
Ground Level 069°32'25'' 69.216 2.664 '''' 1325.871
Ground Level 069°02'25'' 65.273 2.087 '''' 1325.294
Ground Level 062°35'54'' 62.347 1.688 '''' 1324.895
Ground Level 049°23'05'' 54.833 2.532 '''' 1325.742
Ground Level 037°29'05'' 47.149 1.864 '''' 1325.071

35
Zero set at:- 𝑩𝒎 𝟏
Angle (HA)
Height(m)
RL of Point Remarks
Ground Level 025°49'01'' 45.336 2.128 1.750 m 1325.135 R.L of Instrument Station = 1323.262 m
height
Ground Level 009°49'08'' 50.205 2.887 '''' 1325.894
Ground Level 000°55'39'' 53.878 3.432 '''' 1326.439
Ground Level 006°37'21'' 43.924 2.169 '''' 1325.176
Ground Level 019°03'12'' 42.158 1.733 '''' 1324.740
Ground Level 030°39'10'' 38.150 0.681 1.300 m 1324.138
Ground Level 022°48'41'' 27.507 -0.155 '''' 1323.302
Ground Level 002°21'44'' 24.721 0.205 '''' 1323.662
Ground Level 348°55'06'' 21.926 0.245 '''' 1323.702
Ground Level 359°45'48'' 21.372 -0.012 1.400 m 1323.345
Ground Level 024°53'24'' 16.446 -0.084 '''' 1323.273
Ground Level 061°52'02'' 20.518 -0.456 '''' 1322.901
Ground Level 078°08'38'' 23.736 -0.931 '''' 1322.426
Ground Level 086°45'20'' 27.281 -1.038 '''' 1322.319
Ground Level 094°18'12'' 32.809 -1.154 1.800 m 1321.803
Ground Level 079°03'55'' 51.853 -0.358 '''' 1322.599
Ground Level 094°45'16'' 45.218 -1.218 '''' 1321.739
Ground Level 102°12'57'' 45.218 -1.395 '''' 1321.562
Ground Level 105°50'11'' 33.171 -1.284 1.700 m 1321.773
Ground Level 106°56'54'' 25.175 -0.879 '''' 1322.178
Ground Level 131°22'37'' 29.195 -1.258 '''' 1321.799
Building Corner 157°12'00'' 31.864 -0.741 '''' 1322.316
Surveyed by:- Suman Jyoti Computed by:- Bishnu pd. Bhandari Checked By:-

36
Zero set at:- 𝑩𝑴 𝟏
Angle (HA)
Height(m)
RL of Point Remarks
Middle of BC 179°10'00'' 31.864 0.779 1.700 m 1323.836 R.L of Instrument Station = 1323.262 m
height
Ground Point 187°54'06'' 35.540 0.876 '''' 1323.933
Well Slab 179°35'12'' 23.581 -0.377 '''' 1322.680
Building Corner 216°41'42'' 13.934 0.331 '''' 1323.388
Ground Point 239°30'00'' 18.485 0.943 '''' 1324.000
Ground Point 289°01'06'' 05.129 0.253 '''' 1323.310
Ground Point 291°21'44'' 08.097 0.025 1.550 m 1323.232
Ground Point 057°52'46'' 08.097 0.123 '''' 1323.330
Ground Point 093°46'40'' 04.845 -0.286 '''' 1322.921
Soak Pit 136°45'46'' 07.017 -0.252 '''' 1322.955

37
Instrument at:- 𝑩𝑴 𝟔 Height of Instrument: 1.953 m
Zero set at:- 𝑩𝑴 𝟓
Angle (HA)
Height(m)
RL of Point Sketch
𝐵𝑀5 000°00'00'' 66.046 -0.346 2.000 m 1319.402 R.L of Instrument Station = 1319.517 m
height
Ground Point 078°48'06'' 45.873 2.061 '''' 1321.531
Ground Point 079°15'15'' 59.130 3.086 '''' 1322.556
Ground Point 082°44'53'' 64.780 2.788 '''' 1322.258
𝐵𝑀7 086°25'36'' 69.634 2.714 '''' 1322.184
Boundary Corner 090°38'31'' 74.580 1.284 '''' 1320.754
Ground Point 080°49'40'' 78.620 3.193 '''' 1322.663
Ground Point 076°14'18'' 97.326 4.196 '''' 1323.666
Tree 076°23'38'' 116.926 4.866 '''' 1324.336
Boundary Corner 083°03'46'' 105.967 2.567 '''' 1322.037
Tree 081°57'15'' 97.979 3.103 2.150 m 1322.403
Ground Point 087°01'11'' 66.567 3.057 '''' 1322.377
Ground Point 093°15'14'' 51.297 1.080 '''' 1320.430
Ground Point 096°02'13'' 41.738 0.482 '''' 1319.802
Ground Point 095°12'41'' 30.220 0.955 '''' 1320.275
Ground Point 118°02'54'' 29.513 -2.127 '''' 1317.193
Ground Point 134°02'10'' 29.513 -2.540 '''' 1316.780
Ground Point 142°20'52'' 38.701 -6.000 '''' 1313.320
Boundary Corner 149°54'52'' 38.701 -5.481 '''' 1313.839
Tree 134°56'33'' 45.206 -4.412 '''' 1314.908
Boundary Corner 123°49'40'' 61.219 -5.709 '''' 1313.611
Tree 118°57'53'' 67.932 -5.821 '''' 1313.499

38
Angle (HA)
Height(m)
RL of Point Remarks
Boundary Corner 115°03'37'' 86.016 -6.653 2.150 m 1312.552 R.L of Instrument Station = 1319.517 m
height
Boundary Corner 109°03'48'' 81.261 -4.927 '''' 1314.393
Tree 101°25'07'' 87.329 -4.322 '''' 1314.998
Ground Point 109°24'18'' 56.430 -3.155 '''' 1316.165
Ground Point 117°16'12'' 54.846 -3.725 '''' 1315.595
Corner of wall 155°03'34'' 34.157 -5.727 2.000 m 1313.743
Building Corner 161°32'53'' 32.689 -5.725 '''' 1313.745
Building Corner 168°33'02'' 31.698 -5.828 '''' 1313.642
Building Corner 170°22'03'' 36.609 -6.007 '''' 1313.463
Ground Point 172°56'23'' 35.324 -6.217 '''' 1313.253
Gate wall left 175°13'05'' 33.645 -5.443 '''' 1314.027
Gate wall right 183°43'42'' 32.966 -5.616 '''' 1313.854
Gate middle part 179°39'17'' 35.912 -5.883 '''' 1313.587
Right part of gate 176°56'15'' 35.624 -5.987 '''' 1313.483
Left part of gate 186°44'07'' 32.905 -6.130 '''' 1313.340
Ground Point 190°16'42'' 32.905 -6.735 '''' 1312.735
Ground Point 164°57'37'' 24.418 -4.037 '''' 1315.433
Ground Point 186°05'00'' 20.693 -4.958 2.15 m 1314.362
Ground Point 181°07'05'' 16.006 -3.811 '''' 1315.509
Fence Boundary 191°30'05'' 24.575 -4.089 '''' 1315.231
Fence Boundary 217°50'29'' 65.641 -7.543 '''' 1311.777
Fence Boundary 220°48'10'' 62.721 -7.177 '''' 1312.143
Surveyed by:- Suman Jyoti Computed by:- Bishnu pd. bhandari Checked By:-

39
Angle (HA)
Height(m)
RL of Point Remarks
Fence Boundary 202°18'29'' 46.338 -7.708 2.150 m 1311.612
R.L of Instrument Station = 1319.517 m
height
Fence Boundary 191°58'25'' 46.338 -10.007 '''' 1309.313
Sewer Line 191°40'43'' 28.627 -5.555 '''' 1313.765
Ground Point 200°57'35'' 28.627 -7.134 '''' 1312.186
Ground Point 225°45'49'' 17.580 -0.955 '''' 1318.365
Ground Point 227°31'11'' 14.574 -2.064 '''' 1319.256
Tree 235°05'54'' 09.883 0.657 '''' 1318.663
Ground Point 241°35'22'' 01.710 -0.175 '''' 1319.145
Boundary Corner 313°59'51'' 11.272 -2.052 '''' 1317.268
Boundary Corner 303°14'54'' 10.348 -2.487 '''' 1316.833
Height of Instrument: 1.440 m
𝐵𝑀5 000°00''00'' 66.046 0.142 1.700 m 1319.402
Ground Point 005°25''21'' 63.629 0.469 '''' 1319.726
Ground Point 010°40''01'' 63.939 1.995 '''' 1321.252
Boundary Corner 004°29''54'' 83.859 1.854 '''' 1321.111
Boundary Corner 001°23''29'' 79.168 1.005 '''' 1320.262
Tree 355°00''53'' 66.059 -0.423 '''' 1316.800
Boundary Corner 350°23''21'' 64.709 -1.175 '''' 1317.552
Boundary Corner 347°46''09'' 62.310 -2.057 '''' 1318.434
Boundary Corner 342°38''33'' 59.015 -1.002 2.150 m 1316.929
Boundary Corner 344°35''07'' 50.256 -1.973 '''' 1317.900
Ground Point 351°13''58'' 43.319 -1.959 '''' 1317.886
Surveyed by:- Suman Jyoti Computed by:- Bishnu pd. bhandari Checked By:-

40
Angle (HA)
Height(m)
RL of Point Remarks
Ground Point 02°25'27'' 38.679 -1.707 2.150 m 1317.634 R.L of Instrument Station = 1319.517 m
height
Ground Point 12°15'38'' 38.513 -0.412 '''' 1318.339
Ground Point 27°56'23'' 50.753 1.897 '''' 1320.704
Ground Point 23°46'06'' 56.859 2.005 '''' 1320.812
Ground Point 16°36'31'' 64.765 1.795 '''' 1320.602
Ground Point 11°14'45'' 67.935 2.427 '''' 1321.234
Ground Point 05°44'31'' 42.740 1.977 '''' 1320.784
Ground Point 08°35'28'' 82.141 2.439 '''' 1321.246
Ground Point 12°33'15'' 79.387 2.416 '''' 1321.223
Ground Point 17°36'56'' 76.481 2.466 '''' 1321.273
Ground Point 23°02'57'' 71.221 2.341 '''' 1321.148
Ground Point 36°54'07'' 68.777 2.381 '''' 1321.188
Ground Point 30°42'19'' 77.024 2.823 '''' 1321.630
Ground Point 32°58'50'' 79.068 3.986 '''' 1322.793
Ground Point 31°24'27'' 79.368 3.624 '''' 1322.430
Ground Point 30°01'41'' 79.912 3.509 '''' 1322.436
Ground Point 25°45'30'' 83.525 3.428 '''' 1322.235
Ground Point 24°08'47'' 85.329 3.560 '''' 1322.367
Ground Point 21°06'31'' 88.683 3.983 '''' 1322.790
Ground Point 16°55'54'' 92.051 3.982 '''' 1322.789
Boundary Corner 14°38'10'' 82.179 4.052 '''' 1322.859
Boundary Corner 13°30'19'' 82.421 3.331 '''' 1322.138

41
Angle (HA)
Height(m)
RL of Point Remarks
Ground Point 09°25'09'' 81.798 2.437 2.150 m 1321.244 R.L of Instrument Station = 1319.517 m
height
Ground Point 08°58'46'' 94.486 3.066 '''' 1321.843
Ground Point 11°27'30'' 94.256 3.380 '''' 1322.187
Ground Point 13°31'32'' 97.546 3.847 '''' 1322.654
Ground Point 17°23'40'' 98.849 4.515 '''' 1323.322
Ground Point 21°29'57'' 100.025 5.016 '''' 1323.823
Ground Point 36°02'09'' 105.871 6.482 '''' 1325.289
Lamp Post 25°57'51'' 118.816 6.644 '''' 1325.451
Tree 20°53'37'' 122.682 6.639 '''' 1325.446
Lamp post 18°27'45'' 127.637 6.020 '''' 1324.827
Ground Point 21°01'01'' 120.208 7.192 '''' 1325.999
Road Edge 43°23'16'' 111.046 7.752 '''' 1326.559
Lamp Post 48°45'44'' 108.041 7.555 '''' 1326.362
Tree 48°10'39'' 116.721 8.081 '''' 1326.888
Tree 47°30'39'' 127.201 9.259 '''' 1328.066
Lamp Post 53°32'56'' 74.522 4.247 '''' 1323.054
Tree 54°26'04'' 73.927 4.077 '''' 1322.884
Boundary Corner 50°46'16'' 133.145 10.433 '''' 1329.240
Tree 47°34'48'' 138.452 10.416 '''' 1329.223
Boundary Corner 53°22'37'' 122.103 9.943 '''' 1328.750
Tree 53°47'19'' 120.054 9.830 '''' 1328.637
Ground Level 51°33'06'' 105.420 7.950 '''' 1326.757

42
Angle (HA)
Height(m)
RL of Point Remarks
Building Corner 55°23'39'' 105.420 7.574 2.150 m 1326.381 R.L of Instrument Station = 1319.517 m
height
Building Corner 55°38'29'' 97.421 7.398 '''' 1326.205
Ground Level 53°32'15'' 97.566 7.489 '''' 1326.296
Ground Level 60°37'39'' 91.836 7.429 '''' 1326.236
Building Corner 63°09'37'' 103.164 7.347 '''' 1326.154
Building Corner 34°07'57'' 102.091 7.324 '''' 1326.131
Building Corner 60°39'14'' 85.780 5.327 '''' 1324.134
Building Corner 63°36'35'' 78.085 3.694 '''' 1322.501

43
Instrument at:- 𝑩𝑴 𝟑 (R.L = 1322.324) Height of Instrument: 1.430 m
Zero set at:- 𝑩𝑴 𝟐
Staff
Point
HCR VCR V.A Stadia readings Horz.
Distance
Vertical
Distance
R.L Target
Top Mid Bot
𝑩𝑴 𝟐 000°00'00'' 089°56'50'' 0°03'10'' 0.860 0.580 0.300 56.000 +0.052 1323.262 𝐵𝑀2
1 013°05'30'' 092°08'20'' -2°08'20'' 1.135 1.002 0.870 26.463 -0.988 1321.764 Tree
2 024°20'50'' 092°22'30'' -2°22'30'' 1.399 1.296 1.194 20.464 -0.849 1321.609 Ground Point
3 041°55'50'' 091°02'40'' -1°02'40'' 1.523 1.356 1.190 33.288 -0.607 1321.791 Ground Point
4 045°45'00'' 094°48'40'' -4°48'40'' 1.256 1.149 1.004 25.022 -2.106 1320.499 Ground Point
5 058°38'50'' 095°20'50'' -5°20'50'' 1.295 1.155 1.016 27.657 -2.589 1320.010 Ground Point
6 055°53'10'' 094°04'00'' -4°04'00'' 0.646 0.465 0.286 35.818 -2.547 1320.742 Ground Point
7 057°44'50'' 091°15'50'' -1°15'50'' 1.220 1.000 0.800 41.979 -0.926 1321.828 Ground Point
8 084°21'40'' 094°10'40'' -4°10'40'' 1.157 1.010 0.865 29.045 -2.122 1320.622 Tree
9 090°38'20'' 095°05'40'' -5°05'40'' 1.257 1.201 1.143 11.310 -1.008 1321.545 Pole
10 048°51'10'' 096°45'40'' -6°45'40'' 1.038 1.006 0.974 40.037 -4.747 1327.495 Road Edge
11 110°13'20'' 101°16'00'' -11°16'00'' 1.645 1.601 1.558 08.367 -1.667 1320.486 Bamboo
12 193°05'20'' 098°34'20'' -8°34'20'' 1.200 1.100 1.000 19.555 -2.948 1319.706 Boundary
13 214°41'20'' 101°31'10'' -11°31'10'' 1.440 1.391 1.342 09.409 -1.918 1320.445 Tree
14 257°56'20'' 097°11'00'' -7°11'00'' 0.213 0.179 0.146 06.595 -0.831 1322.744 Pole
15 306°17'40'' 093°02'30'' -3°02'30'' 1.263 1.201 1.140 12.265 -0.652 1321.901 Ground Point
16 294°01'10'' 086°59'10'' 3°00'50'' 1.521 1.341 1.161 35.900 +1.890 1323.205 Ground Point
17 304°38'50'' 086°59'00'' 3°01'00'' 1.565 1.397 1.229 33.506 +1.766 1323.385 Building Edge
18 336°11'50'' 090°45'40'' -0°45'40'' 1.169 1.031 0.893 27.595 -0.367 1322.356 Ground Point
Hints-
R.L of Instrument Station = 1322.324m
Here, R.L of other target point = R.L of instrument station + Height of Instrument ± Vertical Height – Middle wire readings

44
Instrument at:- 𝑩𝑴 𝟒 (R.L = 1321.930 m) Height of Instrument: 1.450 m
Zero set at:- 𝑩𝑴 𝟑
Staff
Point
Distance
Vertical
Distance
R.L Target
Top Mid Bot
𝑩𝑴 𝟑 00°00'00'' 89°42'00'' 0°18'00'' 1.957 1.505 1.053 90.152 +0.473 1322.324 𝐵𝑀3
1 05°56'10'' 90°32'20'' -0°32'20'' 1.900 1.660 1.421 47.895 -0.450 1321.270 Pole
2 03°21'50'' 90°48'50'' -0°48'50'' 1.230 1.001 0.772 54.189 -0.770 1321.609 Tree
3 44°53'30'' 85°52'20'' 4°07'40'' 0.629 0.480 0.332 29.546 +2.132 1325.032 Ground Point
4 57°15'30'' 84°56'20'' 5°03'40'' 0.849 0.727 0.605 24.210 +2.144 1324.797 Ground Point
5 59°26'50'' 83°36'50'' 6°23'10'' 1.182 1.003 0.824 35.357 +3.957 1326.334 Ground Point
6 64°35'40'' 83°12'20'' 6°47'40'' 1.422 1.210 1.000 41.609 +4.957 1327.127 Ground Point
7 75°04'50'' 82°57'40'' 7°02'20'' 1.551 1.321 0.091 14.380 +1.776 1323.835 Ground Point
8 84°31'40'' 83°20'20'' 6°39'40'' 1.660 1.367 1.125 52.780 +6.164 1328.177 Ground Point
9 109°13'00'' 81°53'50'' 8°06'10'' 0.720 0.670 0.620 09.801 +1.395 1324.105 Ground Point
10 123°14'00'' 85°21'30'' 4°38'30'' 1.940 1.820 1.720 21.855 +1.774 1323.334 Tree
11 134°42'50'' 85°12'50'' 4°47'10'' 1.330 1.300 1.270 05.958 +0.499 1322.579 Ground Point
12 164°13'00'' 93°35'30'' -3°35'30'' 0.970 0.940 0.910 05.976 -0.375 1322.065 Ground Point
13 196°22'20'' 91°49'40'' -1°49'40'' 1.442 1.380 1.318 12.387 -0.395 1321.605 Ground Point
14 172°38'00'' 89°45'20'' 0°14'40'' 1.456 1.380 1.304 15.199 +0.065 1322.065 Ground Point
15 188°03'40'' 90°40'10'' -0°40'10'' 1.746 1.658 1.572 17.397 -0.203 1321.519 Ground Point
16 194°37'20'' 94°33'20'' -4°33'20'' 0.990 0.900 0.810 11.725 -0.934 1321.546 Ground Point
17 209°32'50'' 93°18'30'' -3°18'30'' 1.850 1.740 1.630 21.926 -1.267 1320.373 Ground Point
18 202°43'30'' 93°18'10'' -3°18'10'' 1.700 1.152 1.228 47.043 -2.715 1319.513 Boundary wall
Surveyed by:- Bishnu pd. Bhandari Computed by:- Suman Jyoti Checked By:-

45
Instrument at:- 𝑩𝑴 𝟒 Height of Instrument: 1.450 m
Zero set at:- 𝑩𝑴 𝟑
Staff
Point
Distance
Vertical
Distance
R.L Target
Top Mid Bot
19 241°33'10'' 97°40'30'' -7°40'30'' 0.712 0.674 0.636 7.464 -1.006 1321.700 Ground Point
20 258°33'10'' 97°41'10'' -7°41'10'' 1.715 1.690 1.665 4.910 -0.663 1321.027 Ground Point
21 279°39'00'' 87°24'00'' 2°36'00'' 1.310 1.250 1.190 11.975 +0.544 1322.674 Tree
22 288°57'50'' 90°40'10'' -0°40'10'' 1.430 1.370 1.310 11.998 -0.140 1321.870 Ground Level
23 244°36'40'' 94°40'30'' -4°40'30'' 0.895 0.800 0.705 18.748 -1.543 1321.037 Ground Level
24 241°23'10'' 94°33'10'' -4°33'10'' 0.520 0.420 0.320 19.873 -1.583 1321.377 Ground Level
25 142°09'10'' 81°56'20'' 8°03'40'' 1.800 1.746 1.680 11.764 +1.666 1323.300 Ground Level
26 110°01'00'' 85°35'00'' 4°25'00'' 1.920 1.840 1.760 15.905 +1.228 1322.768 Fence Pole
27 338°30'40'' 97°38'40'' -7°38'40'' 1.080 1.060 1.040 3.929 -0.527 1321.793 Ground Level
28 347°02'50'' 98°31'50'' -8°31'50'' 0.900 0.850 0.800 9.779 -1.467 1321.063 Ground Level
29 333°19'30'' 95°32'40'' -5°32'40'' 1.300 1.215 1.130 16.841 -1.635 1320.530 Ground Level
30 355°09'20'' 93°04'10'' -3°04'10'' 1.820 1.730 1.640 17.948 -0.962 1320.688 Ground Level
31 296°58'20'' 94°08'20'' -4°08'20'' 1.510 1.450 1.390 11.937 -0.864 1321.066 Ground Level

46
Instrument at:- 𝑩𝑴 𝟖 (R.L = 1324.685 m) Height of Instrument: 1.215 m
Zero set at:- 𝑩𝑴 𝟕
Staff
Point
Distance
Vertical
Distance
R.L Target
Top Mid Bot
𝑩𝑴 𝟕 000°00'00'' 92°13'10'' -2°13'10'' 1.621 1.252 0.882 73.789 -2.860 1321.696 𝐵𝑀7
1 345°27'50'' 92°13'20'' -2°13'20'' 1.082 0.956 0.835 24.662 -0.957 1323.987 Tree
2 017°59'10'' 83°57'40'' 6°02'20'' 1.776 1.695 1.617 15.724 +1.663 1325.868 Ground Point
3 27°39'20'' 84°03'00'' 5°57'00'' 1.580 1.490 1.401 17.707 +1.846 1326.256 Building Corner
4 50°51'00'' 85°04'00'' 4°56'00'' 1.555 1.465 1.376 17.767 +1.534 1325.969 Building Corner
5 79°22'40'' 84°03'00'' 5°57'00'' 0.914 0.824 0.734 17.806 +1.856 1326.932 Ground Point
6 65°28'50'' 91°02'00'' -1°02'00'' 1.057 1.003 0.948 10.896 -0.197 1324.700 Tree
7 99°27'50'' 91°04'00'' -1°04'00'' 0.497 0.433 0.369 12.795 -0.238 1325.229 Ground Point
8 96°38'00'' 79°36'30'' 10°23'30'' 1.800 0.670 1.542 24.960 +4.577 1329.807 Building Corner
9 109°41'10'' 79°40'40'' 10°19'20'' 1.210 1.100 0.991 21.196 +3.860 1328.660 Ground Point
10 97°56'10'' 82°13'50'' 7°46'10'' 0.800 0.701 0.603 19.519 +2.639 1327.838 Ground Point
11 126°13'40'' 80°23'50'' 9°36'10'' 0.483 0.381 0.278 19.929 +3.372 1328.891 Septic tank
12 133°47'10'' 81°08'30'' 8°51'30'' 0.752 0.627 0.502 24.407 +3.800 1329.073 Ground Point
13 145°53'30'' 83°29'30'' 6°30'30'' 1.404 1.240 1.078 32.181 +3.671 1328.331 Tree
14 143°58'40'' 84°20'30'' 5°39'30'' 1.267 1.081 0.895 36.838 +3.650 1328.469 Tree
15 195°36'10'' 81°39'40'' 8°20'20'' 1.344 1.100 0.854 44.640 +6.543 1331.343 Lamp post
16 142°43'00'' 82°11'00'' 7°49'00'' 0.800 0.550 0.300 49.075 +6.737 1332.087 Ground Point
17 157°37'50'' 82°07'50'' 7°52'10'' 1.786 1.534 1.281 49.553 +6.850 1325.216 Ground Point
18 162°03'02'' 84°37'40'' 5°22'20'' 1.125 0.890 0.655 46.588 +4.381 1329.391 Ground Point
19 151°16'10'' 83°22'50'' 6°37'10'' 1.584 1.474 1.364 21.707 +2.520 1326.946 Ground Point
20 182°01'30'' 86°25'40'' 3°34'20'' 1.715 1.461 1.205 50.802 +3.171 1327.610 Boundary corner

47
Instrument at:- 𝑩𝑴 𝟖 (R.L = 1324.685 m Height of Instrument: 1.215 m
Zero set at:- 𝑩𝑴 𝟕
Staff
Point
Distance
Vertical
Distance
R.L Target
Top Mid Bot
21 185°49'40'' 87°33'50'' 2°26'10'' 1.612 1.360 1.105 50.608 +2.153 1326.693 Boundary corner
22 190°57'30'' 90°13'30'' -0°13'30'' 1.476 1.351 1.223 25.299 -0.099 1324.540 Tree
23 194°43'30'' 90°19'20'' -0°19'20'' 1.781 1.645 1.511 26.999 -0.152 1324.103 Boundary corner
24 188°42'20'' 90°12'20'' -0°12'20'' 1.616 1.536 1.456 15.999 -0.057 1324.307 Tree
25 207°58'00'' 93°58'40'' -3°58'40'' 1.477 1.441 1.404 7.264 -0.505 1323.954 Boundary corner
26 239°54'00'' 97°53'50'' -7°53'50'' 1.293 1.274 1.254 3.826 -0.531 1324.095 Boundary corner
27 331°49'10'' 92°51'00'' -2°51'00'' 1.945 1.901 1.856 8.877 -0.442 1323.557 Boundary corner
28 356°08'00'' 90°50'00'' -0°50'00'' 1.489 1.454 1.420 3.399 -0.050 1324.396 Ground Point

48
Comments:
The site for survey camping was the NEA Training Center area of Kharipati, Bhaktapur. The
pattern was very suitable because all the facilities for engineering work were available with the
good environment. In morning time the climate is unsuitable for doing work except due to the
cause of frozen, due and cool at least 2 hours. The fooding facilities were hygienic and fresh.
The scheduled was not followed then the teachers and the students were tired of their days
work and could not concentrate on the briefing. In the field, even though the teachers helped
us a lot, we felt that their visiting is not sufficient. We hope that above mentioned problems
will be solved and the upcoming camps will run smoothly without any problems. Some other
problems during the field works were during fly leveling during transferring the R.L. from
given benchmark to the T.B.M. due to the disturbance by climatic condition.
Conclusion:
The given Topography survey camp work was finished satisfactorily within the given span of
time. For surveying, theory can only taken as the introduction but if there
is practice, there will be much gain of knowledge about the techniques of surveying. The
subject survey needs practice as much as possible. Thus, this camp helps us by practicing the
survey work to gain the much essential knowledge as far as possible. It is better to say that it
provides us a confidence to perform survey and apply the techniques at any type of problem
facing during the actual work in the future career.

49
Chapter Three
BRIDGE SITE SURVEY
3.1 Overview
Introduction:
Bridge construction is an important aspect in the development of transportation network and in
the development of the national economy. Surveying is required for topographical mapping,
while the knowledge of longitudinal section of the river and cross-sections at both the upstream
and in downstream side of the river are essential. Also the river flow level in different seasons
should be taken in consideration before the designing of bridge.
Objectives:
The adequate functioning of a road depends to a large extent on the effectiveness of the cross
drainage like bridges etc. The main objective of the bridge site survey is to give the students
the preliminary knowledge on selection and planning of possible bridge site and axis for the
future construction of the bridge.
The purpose of the bridge site survey was not only to prepare plan and layout of the bridge
site but also from the engineering point of view, the purpose is to collect the preliminary
data about the site such as normal water flow level, high flood level, geological features of the
ground for planning and designing of the bridge from the details taken during the surveying.
Moreover bridge construction is an important aspect in the development of transportation
network. Surveying is required for topographical mapping, knowledge of longitudinal sections
of the river and cross sections at both the upstream and downstream side of the river for the
construction of a bridge. The following were the main objectives of the bridge site survey.
a. To develop an idea of proper selection of the site for bridges such that the bridge axis
should be as short as possible and should be stable, safe and economic.
b. To prepare the topographical map for the river site by carrying out topographical
survey and hence draw the longitudinal and cross sections of the rivers at required
upstream and downstream of the river.
c. To depict the nature of river flow.
Instruments required:
 Theodolite with Tripod Stand
 Tape/ Chain
 Auto Level with Tripod Stand
 Ranging rod
 Staff/Stadia Rods
 Pegs/Arrows and Hammer
 Prismatic Compass with Stand.
 Marker or Enamel

50
3.2 Brief description of area:
Bridge site survey was conducted over a small spring stream on the Near Chaukote Tole River,
Bansbari -Bhaktapur. The spring collects water etc. coming from the departments and flows
through a ravine formed by hill slopes. Our site was lie below the NEA training departments.
The site was small so easily to crossing river from water level. No huge construction are to be
found near the site. It was plain area/near of terrace field but so many vehicles were obstruct
to our work.
 Hydrology, Geology and Soil Condition
Trees surrounded the site. There are no rocks. The nearest ground is suitable for agriculture.
The soil was soft and sandy. It was gray in color. The hill slopes on all sides are not very steep
and are thus geologically stable. There is not much water to be found on the bridge site. The
water is collected only from spring sources.
3.3 Technical Specification (Norms):
 A bridge site topographical survey was carried out and the alignment of the bridge axis
was fixed by triangulation.
 Two base lines were measured by tape with two way linear measurement.
Along with these we are also supposed to take L-section and X-section of the river downstream
and upstream.
 A topographic map was prepared by tachometric surveying and longitudinal and cross-
sectional profile of the area was drawn.
3.4 Methodology:
The various methods performed during the bridge site survey were triangulation, leveling,
tachometry, cross section, L-section etc. The brief descriptions of the some methodologies were
given below:-
 Recce:
The bridge site was observed and the overview of the placement of axis was made.
 Site Selection:
The selection of bridge site is an art and requires considerable investigations. There are various
factors for the selection of bridge site such as geological condition, socio-economic and
ecological aspect etc. Therefore, the sites was chosen such that it should be at well-defined and
stable banks. The site should be on a straight reach of the stream. The site which is sufficiently
away from the confluences of large tributaries, which offers a square crossing & more
advantageous foundation conditions, which is sufficiently away from landslides & flood should
be preferred.
The bridge axis should be so located that it should be fairly perpendicular to the flow direction
and at the same time, the river width should be narrow from the economical point of view and
the free board should be at least 5m.The starting point of bridge axis should not in any way lie
or touch the curve of the road. A site which blends with the topography and landscape will be
aesthetically pleasing. Keeping in minds the above factors, the bridge site was selected. For the
purpose of the shortest span, the stations were set perpendicular to the river flow direction. The
riverbanks were not eroded and were suitable for bridge construction. The chance of change of
direction of river on the selected axis line was nominal.

51
 Fixing of control points and triangulation
First bridge axis was set and horizontal control stations were fixed on either side for detailing.
Distances between stations on the same sides of river i.e. base line were measured with tape
precisely. Then the interconnecting triangles were formed and horizontal angles (two set) were
measured with theodolite. Thus the horizontal control was set out. For vertical control, the level
was transferred from the TBM (located at right bank)to the control points and was transferred
to the stations on the next bank by reciprocal leveling. Triangulation was performed for the
determination of the approximate span of the bridge axis.
The triangulation stations can be taken as the control points for detailing. Two points on either
bank of the river were fixed as control points and one of the sides of the triangle was taken as
the bridge axis. Then two triangles from each bank were fixed. The base line was measured
accurately by two ways linear measurement as well as tachometry and interior angles were
measured by taking two sets of HCR reading by theodolite. The accurate span of bridge was
computed by applying sine rule. To minimize the plotting error as far as possible well-
conditioned triangles were constructed i.e. the angles greater than 30 degree, less then 120
degree and nearer to 60 degree. The best triangle is equilateral triangle.
 Topographic survey
The topographic survey of bridge site was done with the help of theodolite. The important
details, which were not included in the cross-section data, were taken. Trigonometric leveling
may be performed to find out the RL of the inaccessible points, but this situation was
not arrived in the given bridge site. All the detailing points were noted for the topographic view
of the bridge site.
 Longitudinal Section
The L-Section of the river is required to give an idea about the bed slope, nature of the riverbed,
and the variation in the elevations of the different points along the length of the river. Keeping
the instrument at the control (traverse) stations on the river banks, the staff readings were taken
at different points along the center line of the river up to a 80 meters upstream and 80 m
downstream. The R.L of the traverse stations being known previously; the levels of the
different points on the river were calculated. Then the L-Section of the riverbed was plotted on
a graph paper on scale 1:100 for vertical and 1:1000 for horizontal.
 Leveling:
TransferringR.L. from B.M. to control points: The R.L of benchmark TBM= 1628.325m(located at
right bank) was given and was transferred to the triangulation stations by fly leveling along the
turning,points by taking the back sight reading to the bench mark which should be within the
given accuracy.
 Cross-Section
For the cross-section of the river, the staff readings were taken at an interval of 20m. This was
done up to 80m downstream and 80m upstream. While taking the reading the staff was erected
on the bed of river. At every 20m chain age the readings were taken for cross sectioning. The
spot heights were taken where the change in slope was noticed or remarkable points were
noticed such as normal depth level flood depth level, riverbank, etc. Theodolite was used for
this purpose.

52
 Reciprocal Leveling:
When it is required to carry leveling across a river, ravine or any obstacle requiring a long sight
between two points so situated that no place for the level can be found from which the lengths
of foresight & back sight will be even approximately equal, reciprocal leveling must be used
to obtain accuracy and to eliminate the error in instrument adjustment, combined effect of
earth’s curvature & the refraction of the atmosphere, and Variations in the average refraction.
Reciprocal leveling was carried out to transfer the R.L. from BM to A.
True difference in elevation between A and B = H = ha- (hb-e)
Also the true difference in elevation = H = (ha '- e)-hb'
Taking the average of the two differences we get the difference in elevation between A and B.

53
3.5 Calculation:
 Linear Measurement B D
From A to C
4.885+3.400 = 8.285 m
From C to A
4.690+3.596 = 8.286 m
Error = 0.001 m
Average = 8.2855 m
Precision = 1 in 8285.5
From B to D
2.535+5.990 = 8.525 m
From D to B
4.960+3.563 = 8.523 m
Error = 0.002 m
Average = 8.524 m
Precision = 1 in 4265
Downstream Upstream
C A
Fig:- Bridge site Survey
 Reciprocal Levelling  Fly Levelling

54
Instrument at:- A Height of Instrument:-…..
Sighted
To
Remarks0 ' '' 0 ' '' 0 ' ''
C L 0° 00' 00''
90° 10' 10''
B L 90° 10' 10'' 90° 10' 10''
B R 270° 10' 10''
C R 180° 00' 00'' 90° 10' 10''
Instrument at:- 𝑨 Height of Instrument:-…..
Sighted
To
Remarks0 ' '' 0 ' '' 0 ' ''
C L 0° 00' 00''
127° 27' 50''
D L 127° 27' 50'' 127° 27' 50''
D R 307° 27' 50''
C R 180° 00' 00'' 127° 27' 50''
Instrument at:- 𝑩 Height of Instrument:-…..
Sighted
To
Remarks0 ' '' 0 ' '' 0 ' ''
D L 0° 00' 00''
73° 19' 15''
A L 73° 19' 10'' 73° 19' 10''
A R 253° 19' 20''
D R 180° 00' 00'' 73° 19' 20''
Instrument at:- B Height of Instrument:-…..
Sighted
To
Remarks0 ' '' 0 ' '' 0 ' ''
D L 0° 00' 00''
105° 18' 45''
C L 105° 18' 50'' 105° 18' 50''
C R 285° 18' 50''
D R 180° 00' 10'' 105° 18' 40''
Instrument at:- D Height of Instrument:-….
Sighted
To
Remarks0 ' '' 0 ' '' 0 ' ''
B L 0° 00' 00''
69° 23' 10''
A L 69° 23' 10'' 69° 23' 10''
A R 249° 23' 10''
B R 180° 00' 00'' 69° 23' 10''
Measured by: Suman Jyoti Computed by: Suman Jyoti Checked by:……………………..

55
Instrument at:- C Height of Instrument:- 1.95 m
Sighted
To
Remarks0 ' '' 0 ' '' 0 ' ''
B L 0° 00' 00''
57° 50' 35''
A L 57° 50' 30'' 57° 50' 30''
A R 237° 50' 40''
B R 180° 00' 00'' 57° 50' 40''
 Angular Measurement
⦨CAB = 90°10'10''
⦨CAD = 127°27'50''
⦨ABD = 73°19'15''
⦨CBD = 105°18'50''
⦨BAD = 37°17'40''
⦨ADB = 69°23'10''
⦨ABC = 31°59'40''
⦨ACB = 57°50'30''
Sum of ⧍CAB = 180°00'20'' and Sum of ⧍ABD = 180°00'05''
Now,
By using sine law:-
At ⧍ABD,
𝑨𝑩
𝑺𝒊𝒏 𝑫
=
𝑩𝑫
𝑺𝒊𝒏 𝑨
𝑨𝑩
𝑺𝒊𝒏 𝟔𝟗°𝟐𝟑′𝟏𝟎′′
=
𝟖.𝟓𝟐𝟒
𝑺𝒊𝒏 𝟑𝟕°𝟏𝟕′𝟒𝟎′′
AB = 13.1673 m
At ⧍ABC,
𝑨𝑩
𝑺𝒊𝒏 𝑫
=
𝑨𝑪
𝑺𝒊𝒏 𝑩
𝑨𝑩
𝑺𝒊𝒏 𝟔𝟗°𝟐𝟑′𝟏𝟎′′
=
𝟖.𝟐𝟖𝟓𝟓
𝑺𝒊𝒏 𝟑𝟏°𝟓𝟗′𝟒𝟎′′
AB = 14.636 m
Thus, Mean distance of estimated bridge =13.902 m

56
B.M 4.0 ------ -------- 0.280 0.300 0.320 ---------- --------- ---------- --------- --------- 1285.000 B.M
01 8.5 3.0 7.0 1.235 1.192 1.150 0.890 0.875 0.860 --------- 1.175 1283.825
02 8.8 7.6 16.1 1.370 1.326 1.282 0.462 1.424 1.386 --------- 0.232 1283.593
03 7.6 7.3 16.1 1.248 1.210 1.172 1.436 1.308 1.272 0.018 --------- 1283.611
04 5.7 8.4 16.0 1.302 1.273 1.245 1.106 1.064 1.022 0.146 -------- 1283.757
Setup A ---- 6.0 12.7 ---------- --------- ---------- 1.400 1.370 1.340 --------- 0.097 1283.660 Setup A
Setup A 5.3 ------ -------- 1.393 1.366 1.340 ---------- --------- ---------- ---------- --------- 1283.660 Setup A
01 8.5 5.9 11.2 1.499 1.456 1.414 1.340 1.310 1.281 0.056 --------- 1283.716
02 9.8 7.9 16.4 1.452 1.403 1.354 1.324 1.284 1.245 0.172 --------- 1283.888
03 9.4 9.2 19.0 0.818 0.771 0.724 1.197 1.151 1.105 0.252 --------- 1284.140
B.M ---- 8.3 17.7 ---------- --------- ---------- 0.416 0.457 0.499 1.228 --------- 1285.008 B.M
Now,
Total distance = 131.12 m
Error = 0.008 m
Precision =25√k = 25√0.01312 = 9.05 mm

57
Reciprocal Levelling Field Book
At Setup 1
Station A
Top = 1.134 m
Middle = 1.290 m
Bottom = 1.267 m
Mean readings(𝑀𝐴) =1.290 m
Station B
Top = 1.789 m
Middle = 1.6985 m
Bottom =1.608 m
Mean readings(𝑀 𝐵)= 1.6985 m
𝒉 𝒂= 𝑴 𝑨 - 𝑴 𝑩 = -0.4085 m
At Setup 2
Station B
Top = 1.225 m
Middle = 1.145 m
Bottom = 1.065 m
Mean readings(𝑀𝐴) =1.145 m
Station A
Top = 1.566 m
Middle = 1.552 m
Bottom =1.538 m
Mean readings(𝑀 𝐵)= 1.552 m
𝒉 𝒃= 𝑴 𝑩 - 𝑴 𝑨 = -0.407 m
Mean height difference (H) =
𝒉 𝒂+𝒉 𝒃
𝟐
= −
𝟎.𝟒𝟎𝟖𝟓+𝟎.𝟒𝟎𝟕
𝟐
= −0.40775 m
Thus, R.L of point B = R.L of A – H = 1283.66 – 0.40775 = 1283.252 m

Survey camp report main (2nd) Part

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