Survey camp final_report_(g9)_095556

Nepal Engineering College
(Affiliated to Pokhara University)
Changunarayan, Bhaktapur
Report on
Survey Field Project
Submitted by:
Bibek Kumar Sah 017-809
Pragyan Gautam 017-819
Puja Rai 017-829
Viky Tamang 017-839
Bidur Hari Rijal 017-810
Submitted to:
Department of Civil and Rural
Engineering
Nepal Engineering College

1
Acknowledgement
First of all, we would like to thank Pokhara University for including “Survey Field
Project” in the syllabus. This gave us the opportunity to apply the theoretical knowledge
we gained from Surveying I and II in real life scenario.
Secondly, we would like to thank Nepal Engineering College(nec) for arranging all the
logistics and facilities during our 10 days of survey camp. We would also like to express
our sincere gratitude to our teacher and Head of Department (Asst. Prof. Yaman Dhakal )
and all other professors for their support and guidance during the fieldwork as well as
report preparation. We would also like to thank all the staffs who helped us during that
period.
Lastly, We should appraise Hotel Heaven Hill for providing us accommodation and other
facilities during our stay. We would also like to thank our friends, family and supporting
hands who are directly and indirectly connected with us during the period of survey camp
and while preparing report.

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Abbreviation
1. IP - Point of Intersection
2. RL - Reduced Level
3. BM - Bench Mark
4. TBM - Temporary Bench Mark
5. MC - Mid of Curve
6. EC - Ending of Curve
7. BM - Beginning of Curve
8. TL - Tangent Length
9. HCR - Horizontal Circle Reading
10. VCR - Vertical Circle Reading
11. FS - Fore Sight
12. BS - Back Sight
13. HA - Horizontal Angle
14. VA - Vertical Angle
15. HI - Height of Instrument
16. LC - Length of Curve
17. DD –Degree in Decimal

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Abstract
This report is the brief description of the works that were done during the 10 days closed
survey camp in Hotel Heaven Hill and Resort, Nagarkot, Bhaktapur, Nepal. The main
objective of this survey camp is to provide an opportunity to student to consolidate and
update the practical knowledge of engineering survey. This report includes the entire
description of the practical carried out during the survey camp. It includes topographical
survey, detailed bridge survey, detailed road survey and transfers of reduced levels
between bench marks. It also includes the profile and cross-sections at different points of
the Road alignment and Bridge site survey. Moreover, this report includes the
determination of various orientations and curve fitting problems. The number of problems
and calculation done in this report will be useful to deal with the similar problems in our
future engineering practice. Every effort has been taken to ensure the accuracy in this
report.

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Table of Contents
Acknowledgement ...................................................................................................................... 1
Abbreviation ............................................................................................................................... 2
Abstract ...................................................................................................................................... 3
Chapter 1................................................................................................................................... 8
Introduction .............................................................................................................................. 8
1.1 About Survey ................................................................................................................... 8
1.2 Objectives of Survey Camp ............................................................................................... 9
1.3 Background....................................................................................................................... 9
1.3.1 Location ..................................................................................................................... 9
Chapter 2................................................................................................................................. 11
Topographic Survey................................................................................................................ 11
2.1 Introduction..................................................................................................................... 11
2.2 Objectives ....................................................................................................................... 11
2.3 Brief Description of the Area........................................................................................... 11
2.4 Norms (Technical specifications)..................................................................................... 11
2.5 Instrument Required ........................................................................................................ 12
2.6 Methodology................................................................................................................... 12
2.6.1 Reconnaissance Survey............................................................................................. 12
2.6.2 Traversing ................................................................................................................ 13
2.6.3 RL Transfer to each Control Points ........................................................................... 16
2.6.4 Detailing................................................................................................................... 16
2.6.5 Contouring................................................................................................................ 17
2.7 Observation Data and Calculation.................................................................................... 18
2.8 Comments and Conclusion .............................................................................................. 34
Chapter 3................................................................................................................................. 35
Levelling .................................................................................................................................. 35
3.1 Introduction..................................................................................................................... 35
3.1.1 Types of Levelling.................................................................................................... 35
3.1.2 Objectives................................................................................................................. 36
3.1.3 Guidelines ................................................................................................................ 36
3.1.4 Adjustment of level....................................................................................................... 36
3.1.4.1 Temporary adjustments of Level ............................................................................ 36
3.1.4.2 Permanent adjustment of Level .............................................................................. 36
3.2 Two Peg Test................................................................................................................... 36
3.2.1 Instruments required ................................................................................................. 36

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3.2.2 Procedure.................................................................................................................. 37
3.2.3 Calculations.............................................................................................................. 37
3.2.3 Conclusion................................................................................................................ 38
3.3 Fly Levelling................................................................................................................... 38
3.3.1 Objective.................................................................................................................. 38
3.3.2 Instrument used......................................................................................................... 39
3.3.3 Procedure.................................................................................................................. 39
3.3.4 Observations and Calculation.................................................................................... 40
3.3.5 Result and Conclusion .............................................................................................. 41
Chapter 4................................................................................................................................. 42
Bridge Site Survey................................................................................................................... 42
4.1 Introduction..................................................................................................................... 42
4.2 Objectives ....................................................................................................................... 42
4.3 Brief Description of the area............................................................................................ 42
4.4 Technical Specifications(Norms) ..................................................................................... 42
4.5 Instruments Required....................................................................................................... 43
4.6 Methodology................................................................................................................... 43
4.6.1 Reconnaissance and Site Selection............................................................................ 43
4.6.2 Control Point Fix ...................................................................................................... 43
4.6.3 L-Section and Cross Section ..................................................................................... 44
4.6.4 Reciprocal Levelling................................................................................................. 44
4.7 Observation and Calculation............................................................................................ 45
4.8 Computation & Plotting................................................................................................... 51
4.9 Detailing.......................................................................................................................... 51
4.10 Comments and Conclusion ............................................................................................ 52
Chapter 5................................................................................................................................. 53
Road Survey ............................................................................................................................ 53
5.1 Introduction..................................................................................................................... 53
5.2 Objectives ....................................................................................................................... 53
5.3 Description of the Area.................................................................................................... 53
5.4 Norms (Technical Specifications) .................................................................................... 53
5.5 Instruments Required....................................................................................................... 54
5.6 Methodology................................................................................................................... 55
5.6.1 Reconnaissance......................................................................................................... 55
5.6.2 Horizontal Alignment ............................................................................................... 55
5.6.3 Longitudinal section.................................................................................................. 55

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5.6.4 Cross Section............................................................................................................ 56
5.6.5 Computation and Plotting.......................................................................................... 56
5.7 Observation and Calculation............................................................................................ 57
5.8 Comments and Conclusion .............................................................................................. 60
Conclusion................................................................................................................................ 61
Recommendations..................................................................................................................... 62
References ................................................................................................................................ 63

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List of Figures
Figure 1: Location of Survey Camp 2077 .................................................................................. 10
Figure 2: Two Peg Test ............................................................................................................. 37
Figure 3: Fly Levelling.............................................................................................................. 38
Figure 4: Simple Levelling- Rise and Fall Method..................................................................... 39
Figure 5: Reciprocal Levelling .................................................................................................. 45

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Chapter 1
Introduction
1.1 About Survey
Surveying is the art of determining the position of a point on, above or beneath the
surface of the Earth by means of angular and linear measurements. The main objective of
the surveying is to collect the field data, prepare plan or map of the area surveyed, analyse
and calculate the field parameters for setting out operation of actual engineering works.
Principle of surveying
The fundamental principle of plane surveying are :
● Working from whole to part:
It is very essential to establish first a system of control points with higher precision.
Minor control points can then be established by less precision method and details can be
located using minor control points by running minor traverse. This principle is applied to
prevent the accumulation of error and to control and localize minor error.
● Location of point by measurement from two points of reference:
The relative position of points to be surveyed should be located by measurement from at
least two point of reference, the position of which have already been fixed.
● Consistency of work:
The survey work should performed by keeping consistency in method, instrument,
observer etc. to get desired level of accuracy.
● Independent check:
Every measurement taken in the field must be checked by some independent field
observation so that the mistake is not passed unnoticed.
● Accuracy required:
Proper method and proper instrument should be used depending upon amount of accuracy
required. Accuracy of angular and linear values should be compatible.
The BE Survey Camp 2078 organized by Department of Civil and Rural Engineering,
Nepal Engineering College is a 10 days closed survey camp that was held from 2078-06-
10 to 2078-06-19. It is a part of the four and half year Bachelor’s degree in Civil and rural
Engineering course, third year 2nd semester, carrying a total of 100 marks.
This is a detailed report prepared by group no. 9 after performing various works in Survey
Camp. It briefly explains the working procedures and technique used while carrying the
field work. It also consists of the observations, calculations and methods of adjustment of
error. Moreover, it also contains the problems faced while performing the fieldwork, their
solutions and results of all calculations.
The work done during the camp can be categorized into four parts as below:
1. Topographic Survey
2. Bridge Site Survey
3. Road Survey
4. Transfers of Reduced Levels between Bench Marks

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1.2 Objectives of Survey Camp
The main objectives of survey camp are as follows:
• To be able to handle instruments of surveying and use them in practical field
problems.
• To perform traversing, triangulation and levelling works.
• To carry out detailing works with sufficient accuracy.
• To carry out alignment survey.
• To prepare the topographic as well as contour map of the area.
• To prepare the X- sections and L-section of the Road alignment and Bridge site
survey.
● To become familiar with the spirit and importance of teamwork, as surveying is
not a single person work.
● To complete the given project in scheduled time and thus to know the value of
time.
● To collect required data in the field in systematic ways.
1.3 Background
1.3.1 Location
Hotel Heaven Hill and Resort is ideally situated at Nagarkot 6 Bastola Gaun, Bhaktapur
in Nagarkot 4km from center. it tooks about 45 mins drive from downtown Kathmandu&
30 min from int'l airport. It took about 40 mins drive to reach the hotel from Nepal
Engineering College, Bhaktapur. The area for survey was huge with varieties of land
features. The details of the area are as follows:
Country: Nepal
Province: Bagmati
District: Bhaktapur
Municipality: Changunarayan
Ward No.: 6
Area of Ward: 9.61 km²
Location: Heaven Hill Hotel and Resort, Nagarkot-6, Bhaktapur
Coordinates:
Latitude- 27.70ºN
Longitude- 85.482ºE
Climate: Tropical
Terrain: Hilly

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Figure 1: Location of Survey Camp 2078

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Chapter 2
Topographic Survey
2.1 Introduction
Topographical surveying is a type of surveying which is used to determine the positions
of natural and artificial features of an area. This survey involves the determination of
latitude, departure and altitude of a point on a topographical map.
Topographical map is the representation of various features of the Earth such as Building,
Roads, Vegetation and many more.
2.2 Objectives
• To prepare a topographic map with elevation.
• To prepare contour map of the area.
2.3 Brief Description of the Area
• The area through which the major traverse was run was surrounding area of Hotel
Heaven Hill. Along with preparation of topographical map of the major traverse,
detailed topographical map of the small area with contours was also prepared.
2.4 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 2 for major (i.e. 1:2) and less than 3 for minor (i.e.
1:3).
• 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 Stations times least count of the instrument.
• Determine the R.L. of traverse stations by ordinary levelling from the given B.M.
Perform two-peg test before the start of fly levelling. Note that collimation error
should be less than 1:10000. Maintain equal foresight and back sight distances to
eliminate collimation error. Take R.L. of B.M 1534m. The Permissible error for
fly levelling is ±25√k mm where k is total distance in kilometre.
• Balance the traverse. The permissible angular error for the sum of interior angles
of the traverse should be less than ±C√N, where C=30’’ for Major Traverse and
±C√N where 1’ for Minor Traverse (N = no of traverse station/control points). For
major and minor traverse, the relative closing error should be less than 1: 2000
and 1: 1000 respectively.
• Distribute the error to all the traverse leg and finally find the corrected angle.
• Calculate bearing of all line using following formula
Bearing of next line(𝜃)=Previous line bearing ±180˚-540

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• Calculate latitude and departure as, lat=Lcos(𝜃) and Dep=Lsin(𝜃).
• Find Total sum of Latitude and Departure.
• For closed loop, the total sum of latitude and departure must be zero .Then
calculate the closing error = √∑ 𝑙𝑎𝑡2 + ∑ 𝑑𝑒𝑝2 and accuracy =
1
𝑙𝑒𝑛𝑔𝑡ℎ
𝑒𝑟𝑟𝑜𝑟
⁄
.
• Distribute the error using Bowditch or Transit rule. Bowditch rule distribute the
error to each traverse according to their respective length. Bowditch method is
used when both linear and angular distribution are of equal precision. We use
Bowditch rule for distributing the error.
• Plot the traverse stations by coordinate method in appropriate scale, i.e. 1:1000 for
major traverse and 1:500 for minor traverses.
• Carry out the detail survey of the given area by tachometric method with reference
to the major and minor traverse stations, which have been already plotted. Use
conventional symbols for plotting.
2.5 Instrument Required
➢ Total Station or theodolite
➢ Levelling staffs(5m)
➢ Ranging rods
➢ Measuring Tapes(30m & 50m)
➢ Levelling machine
➢ Hammer
➢ Arrow and pegs
➢ Compass
➢ Prism and Prism Clamp
➢ Drawing board, Field Book, Drawing Paper and Grid sheet,etc.
2.6 Methodology
The methodology of surveying is based on the principle of surveying. They are as
follows:
● Working from whole to part
● Independent check
● Consistency of work
● Accuracy Required
The different methodologies were used in surveying to solve the problems arise in the
field . These methodologies are as follows:
2.6.1 Reconnaissance Survey
Reconnaissance 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. It is also known as Recce. Recce is primarily done to get
an overall idea of the site. This helps to make the necessary observations regarding the

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total area, type of land, topography, vegetation, climate, geology and inter visibility
conditions that help in detailed planning.
The following points have to be taken into consideration for establishing control points:
1. Working from whole to part
When an area is to be surveyed, first a system of control points is established
covering the whole area with very high precision. Then minor details are located
by less precise methods.
2. Adjacent stations should be clearly inter-visible.
3. Leg ratio should be maintained to 2:1 in major traverse and 3:1 in minor traverse.
This means if the maximum distance between any two stations in major traverse is
40 meters then minimum distance between any other two stations should not be
less than 20 meters.
4. Control points should be fixed in elevated regions so that maximum area can be
covered.
Taking the above given points into consideration, 15 control points were established, two
control points were predetermined making 17 control points in total. Then, three-point
reference for each control points was performed. This completed reconnaissance survey.
2.6.2 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:
1. Linear measurement
2. Angular measurement
There are two types of traverse. They are as follows:
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-ordinates, then the traverse is called closed
traverse.
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.
2.6.2.1 Linear Measurement
Major traverse
The skeleton of lines joining those control points, which covers the whole entire area, is
called Major Traverse. Work on Major traverse must be precise. So two-set of reading
should be taken for Major Traverse. For convenience, the readings are taken by setting
the total station at 0º0’0” for one set and 90º00’00” for the second.
The major traverse had 17 control points among which two were predetermined and
named as CP1 and CP2. And other 15 control points were named as 1, 2, 3…, and 15.
The leg ratio of maximum traverse leg to minimum traverse leg was maintained within
1:2. The discrepancy in length between the forward measurements and the backward
measurements of all the traverse legs was within 1:2000 for flat ground and 1:1000 for
inclined ground.

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Minor traverse
The traversed framework within the major traverse is called minor traverse and was run to
detail the small area inside major traverse. All the vertical and horizontal contour were
transferred from major traverse. It was concluded that 17 points were not sufficient for
detailing. Therefore, 2 minor traverse was needed in the field.
2.6.2.2 Angular Measurement
Measurement of the 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:
a. One the face left temporary adjustment was done.
b. After setting zero to the first station the second station was sighted by unclamping
the upper screw.
c. For better accuracy and exact bisection horizontal angle was measured at the
bottom of the arrow.
d. And on the same setting or same face vertical angle at both the station was taken.
e. Now again changing the face the horizontal angle was taken and vertical angle
too.
f. 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.
g. Before shifting the instrument to the next station the height of instrument was
taken.
h. 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.
i. 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.
Correction of Internal Angle
The traverse must be closed and it was checked by the formula = (2n – 4) × 90°
where, n = no of traverse stations.
The sum of the interior angles was not equal to (2n – 4) × 90 and the error was equally
distributed in each internal angles of traverse stations.
Adopted accuracy = ± n minutes.
where, n = no of total traverse stations.
Closing Error
In the closed traverse, at the time of plotting, if the end point of the traverse does not
coincide with the starting point due to error in the measurement or any other, then it is

15
called closing error. In the closed traverse, the algebraic sum of latitude (L) and the
algebraic sum of departure (D) must be zero. Otherwise it is said to have closing error.
Closing error = √ΣLat2 + ΣDep2
And, Accuracy =
1
Length
Error
⁄
Balancing the traverse
The process of adjusting the consecutive co-ordinates by applying the correction to the
latitudes & departures of each of the traverse legs such that their algebraic sum is equal to
zero is called balancing the traverse or balancing the consecutive co-ordinates.
A closed traverse can be balanced by any one of the following methods.
➢ Bowditch’s method
➢ Transit rule
➢ Graphical method
➢ Axis method
Bowditch’s Method
The method is based on the assumption that errors in the linear measurement are
proportional to √L and the errors in the angular measurements are inversely proportional
to √L where ‘L’ is the length of a line. The method is applicable when both the linear as
well as angular measurements are of equal precision.
The Bowditch rule is:
Correction to latitude (or departure) of any side is given by:
𝐶𝐿𝑎𝑡 = ∑ 𝐿𝑎𝑡 ∗
𝐿
∑ 𝐿
𝐶𝐷𝑒𝑝 = ∑ 𝐷𝑒𝑝 ∗
𝐿
∑ 𝐿
Where,CLat = Correction to latitude of any side
CDep = Correction to departure of any side
Σ Lat = Total error in latitude
Σ Dep = Total error in departure
ΣL = Total perimeter of traverse
L = Length of any side
Transit Method
The method is most applicable when angular measurements are of more precision than
linear measurement. According to this rule, the total error in latitude and in departure is
distributed in proportion to the latitude and departure of the sides. The angles are less
affected by the corrections applied by this method than by the Bowditch method.
The Transit rule is:
Correction in Latitude (or Departure) of any side is given by:
𝐶𝐿 = ∑ 𝐿 ∗
𝐿
𝐿𝑇
𝐶𝐷 = ∑ 𝐷 ∗
𝐷
𝐷𝑇
Where,CL= Correction to latitude of any side

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CD = Correction to departure of any side
L = Latitude of any line
D = Departure of any line
LT = Arithmetic sum of latitudes
DT = Arithmetic sum of departures
Computation of Co-ordinates
The length and angle of traverse were taken with the help of total station. The angles of
each traverse leg were taken by setting the instrument at each station. The bearing of
CP1-CP2 traverse length was given and the bearing of other traverse length can be
calculated using formula given below:
Bearing of next line= Bearing of previous line + I.A ± 180 – 540
If the bearing and co-ordinates of the first point is known, then the co-ordinates of all
successive points can be calculated as:
YB = YA + L cos θ
XB = XA + L sin θ
2.6.3 RL Transfer to each Control Points
Ordinary Levelling
• The ordinary levelling was carried out to find the RL of all control points. While
performing ordinary levelling only mid hair reading was taken.
• The permissible error was ±25√𝐾 mm where K is in km.
• Error within the permissible limit was distributed proportionally to their lengths.
2.6.4 Detailing
The art of locating and plotting relief in a topographic map is known as detailing. This
can be done by either tachometric surveying, plane table surveying or by total station. In
the field we performed detailing by tachometry using total station.
2.6.4.1 Tachometry
Introduction
Tachometry is the branch of surveying in which both horizontal and vertical distance
between the staff station and instrument stations are determined from instrumental
observations. This method is very rapid and convenient in comparison to ordinary process
of measurement by tape or chain. However, the accuracy achieved by this method is less
than that of tape measurements.
Principle
The main principle of Tachometry is based on the basic principle of isosceles triangle,
Ratio of the perpendicular to vertex on their base and their base is always constant in
isosceles triangle.
The formula for horizontal distance is:
H=k*s*cos2
θ

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The formula for vertical distance is:
V =
K ∗ s ∗ sin 2θ
2
Where, k=100 for analytical lens
s= staff intercept
θ= vertical angle= 90 − 𝑍𝑒𝑛𝑖𝑡ℎ𝑎𝑙 𝐴𝑛𝑔𝑙𝑒
Conclusion
This method of surveying was highly applicable in the survey of the topography of small
area for civil engineering purposes. However, the accuracy achieved by this method was
lesser than the accuracy of other methods. For this reason, this method is only feasible for
the surveying of small area where higher accuracy was not of the major importance.
2.6.5 Contouring
Contour lines are imaginary lines exposing the ground features and joining the point's
equal elevations. The map with contour line relief is a topographic map. The relief
interval between two consecutive contour lines is called the contour interval and is fixed.
While drawing the contour lines, the characteristics of the contours should be considered.
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.
• Contours equally spaced depict a uniform slope. When contours are parallel,
equidistant and straight, these represent an inclined plane surface.
• Contour at any point is perpendicular to the line of the steepest slope at the point.
• A contour line must close itself but need not be necessarily within the limits of the
map itself.
• A set ring contours with higher values inside depict a hill whereas a set of ring
contours with lower values inside depict a pond or a depression without an outlet.
• When contours cross a ridge or V-shaped valley, they form sharp V-shapes across
them. Contours represent a ridgeline, if the concavity of higher value contour lies
towards the next lower value contour and on the other hand, these represent a
valley if the concavity of the lower value contour, lies towards the higher value
contours.
• The same contour must appear on both the sides of a ridge or a valley. Contours
do not have sharp turnings.
Methods of locating contour
The methods of locating contours depend upon the instrument used. In general, there are
main two basic field methods of locating contours. They are:

18
• The direct method
• The indirect method.
The direct method
In the direct method, the contours to be plotted are actually traced on the ground. Only
those points are surveyed which happen to be plotted. This method is slow and tedious.
Here, contour map is prepared on the field.
The indirect method
In the indirect method, some suitable guide points are selected and surveyed. The guide
point need not necessarily be on the contours. These guide points, having been plotted
serve as a basis for the interpolation of contours. This method was used to locate the
contours.
Interpolation of Contours
Contour interpolation is the process of spacing the contours proportionately between the
plotted ground points established by indirect methods. The methods of interpolation are
based on assumption that the slope of ground between the two points is uniform. There
are three methods of interpolation. They are:
• By estimation.
• By arithmetic calculations.
• By graphical method.
The arithmetic calculation method was used while interpolation of contours. It is accurate
method and the positions of contour points between the guide points are located by simple
arithmetic calculation.
The method of estimation is not very precise. In this method contours are interpolated
between two known R.L. by eye judgment. So, the accuracy of this method is low
compared to other two methods. The accuracy of this method depends upon the
experience of the surveyor.
The graphical method is one of the methods of contour interpolation. The accuracy of this
method is high compared to the estimation method but this method is long and tedious.
2.5 Observation Data and Calculation
Table 1:Gales Table

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Table 2: RL transfer Of Control Points

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Table 3: XYZ Coordinate for Topographic Map
Station X Y Z Remarks
M8 IS
M9 65861.73 50341.07 1543.217 BS
1 65861.73 50341.07 1543.217 FS
2 65834.78 50328.24 1550.578
3 65829.74 50322.4 1550.912 RLL
4 65834.79 50323.19 1549.808 RLL
5 65839.49 50323.4 1549.445 RLL
6 65843.84 50323.45 1548.517 RLL
7 65823.07 50327.84 1550.762 RRTREE
8 65844.54 50319.03 1552.924 RWUG
9 65821.69 50319.53 1552.53 RWLL
11 65848.73 50316.4 1555.319 RWUG
12 65846.79 50311.54 1557.775 UG
13 65841.98 50311.16 1557.331 TREE
14 65838.89 50309.69 1557.242 TREE
15 65854.3 50308.97 1558.255 GTRE
16 65835.45 50313.38 1552.586 GTRE
17 65839.16 50314.7 1552.809 GTRE
18 65829.9 50322.15 1552.326 LGW
19 65836.43 50322.8 1551.958 LGW
20 65845.55 50322.96 1551.343 LGW
21 65821.04 50320.19 1550.556 LGW
22 65820.72 50324.55 1550.627 TBR
23 65835.49 50326.17 1549.758 TREE
24 65858.47 50338.1 1543.166 RRG
25 65862.53 50342.27 1543.134 RLG
26 65864.7 50344.97 1543.474 RLBD
27 65850.63 50349 1542.9 RRG
28 65852.47 50360.9 1543.49 RRT
29 65858.5 50359.2 1543.58 MRL
30 65864.9 50348.76 1543.475 MRLD
31 65865.66 50349.92 1543.531 MRLD
32 65864.63 50340.69 1543.911 MGT
33 65863.25 50358.5 1543.782 MGDR
34 65864.12 50359.05 1543.87 MGDL
35 65862.03 50367.46 1544.217 MGDR
36 65862.9 50367.37 1544.194 MGDR
37 65849.8 50357.23 1543.508 MRW
38 65850.76 50351.41 1543.117 MRWF
39 65837.47 50345.54 1542.004 RW
40 65836.95 50344.4 1541.819 ROAD
41 65849 50344.19 1542.296 ROAD

22
42 65851.18 50352.9 1542.975 ROAD
43 65852.84 50360.24 1543.545 ROAD
44 65854.38 50366.05 1543.993 ROADR
45 65858.58 50352.57 1543.151 RL
46 65858.38 50358.88 1543.581 RL
47 65857.93 50366.87 1544.168 RL
48 65854.27 50329.72 1545.7 BRR
49 65856.32 50332.23 1544.81 BRR
50 65859.01 50338.49 1543.199 BRR
51 65862.29 50336.67 1543.298 BRL
52 65861.37 50333.51 1544.159 BRL
53 65859.23 50329.18 1545.332 BRL
54 65855.58 50322.87 1551.206 UG
M11 IS
M10 65858.61 50437.58 1544.346 BS
55 65887.76 50410.64 1546.669 MR
56 65882.71 50409.85 1545.939 MR
57 65879.91 50411.47 1545.674 MR
58 65877.54 50413.65 1545.436 MR
59 65875.11 50416.43 1545.343 MR
60 65875.11 50416.43 1545.343 MR
61 65872.86 50419.42 1545.27 MR
62 65871.3 50422.36 1545.168 MR
63 65869.31 50425.42 1545.044 MR
64 65869.31 50425.41 1545.045 MR
65 65866.02 50429.56 1544.854 MR
66 65861.15 50434.52 1544.535 MR
67 65855.61 50437.57 1544.206 MR
68 65851.22 50438.35 1543.962 MR
69 65847.35 50439.73 1543.68 MR
70 65847.26 50439.23 1543.568 MR
71 65848.89 50435.11 1543.747 MR
72 65855.79 50431.43 1544.155 ML
73 65860.55 50427.88 1544.461 ML
74 65864.07 50424.28 1544.742 ML
75 65866.93 50421.03 1544.997 ML
76 65867.45 50420.24 1545.033 ML
77 65870.93 50414.63 1545.303 ML
78 65873.2 50410.67 1545.514 ML
79 65875.79 50407.74 1545.607 ML
80 65878.06 50404.91 1545.94 ML
81 65881.58 50404.23 1546.179 ML
82 65887.27 50401.69 1546.761 ML
83 65887.83 50398.09 1546.941 DR
84 65884.9 50397.29 1546.849 DR

23
85 65879.06 50398.2 1546.575 DR
86 65873.59 50399.44 1546.195 DR
87 65870.67 50403.99 1545.849 DR
88 65868.76 50408.05 1545.541 DR
89 65866.08 50413 1545.368 DR
90 65862.26 50419.4 1544.854 DR
91 65858.96 50423.35 1544.489 DR
92 65858.98 50422.4 1544.481 DL
93 65862.48 50417.67 1544.951 DL
94 65865.65 50412.25 1545.274 DL
95 65868.56 50406.55 1545.641 DL
96 65878.93 50396.2 1546.582 DL
97 65882.35 50396.23 1546.662 DL
98 65887.71 50397.13 1546.918 DL
99 65875.33 50397.33 1546.03 DRW
100 65872.33 50399.75 1545.777 DRW
101 65870.94 50401.91 1545.641 DRW
102 65869.46 50404.82 1545.352 DRW
103 65869.1 50405 1545.896 DRW
104 65869.9 50402.62 1546.629 DRW
105 65871.19 50399.66 1547.392 DRW
106 65872.74 50396.86 1547.98 DRW
107 65875.17 50396.88 1546.261 DRW
108 65868.72 50403.88 1546.335 SG
109 65868.67 50401.21 1546.985 SG
110 65868.47 50397.16 1548.114 SG
111 65868.6 50394.42 1548.33 SG
112 65868.05 50388.88 1550.333 SG
113 65875.56 50396.21 1546.342 S
114 65875.02 50392.96 1546.967 S
115 65873.33 50391.31 1547.742 S
116 65870.22 50388.52 1548.861 S
117 65869.06 50386.82 1549.519 S
118 65868.25 50384.66 1550.6 S
119 65868.18 50380.84 1551.711 S
120 65867.95 50378.09 1552.16 S
121 65867.73 50375.61 1553.863 S
122 65867.7 50372.94 1555.018 S
123 65867.45 50368.73 1556.454 S
124 65866.74 50365.47 1557.259 S
125 65867.16 50362.93 1558.23 SR
126 65868.72 50364.99 1557.549 SR
127 65869.44 50366.8 1557.037 SR
128 65870.02 50370.63 1555.591 SR
129 65869.73 50373.79 1554.503 SR

24
130 65870.03 50376.67 1553.571 SR
131 65870.64 50380.85 1552.083 SR
132 65870.85 50383.16 1550.941 SR
133 65872.08 50386.69 1549.16 SR
134 65873.3 50388.66 1548.125 SR
135 65876.61 50391.31 1546.815 SR
136 65878.18 50394.96 1546.33 SR
137 65871.48 50375.77 1553.655 SR
138 65870.49 50360.31 1560.69 T
139 65864.55 50354.19 1561.307 T
140 65868.73 50367.25 1556.653 SC
141 65868.6 50373.65 1554.451 SC
142 65868.46 50376.24 1553.517 SC
143 65868.75 50380.03 1551.628 SC
144 65870.41 50387.3 1549.137 SC
145 65876.66 50394.9 1546.437 SC
M13 65970.1 50416.06 1564.928 IS
146 65956.98 50435.67 1568.794 SL
147 65961.49 50431.41 1568.201 SL
148 65964.65 50425.96 1567.136 SL
149 65965.87 50423.68 1566.734 SL
150 65968.06 50419.9 1566.181 SL
151 65970.18 50417.03 1565.056 SL
152 65971.73 50414.35 1564.265 SL
153 65973.13 50410.09 1563.608 SL
154 65968.42 50415.04 1564.745 SR
155 65966.5 50417.21 1565.357 SR
156 65963.16 50421.54 1566.554 SR
157 65954.69 50432.51 1569.32 SR
158 65955.37 50435.39 1568.743 SR
159 65956.46 50435.31 1568.486 SC
160 65956.83 50432.65 1568.486 SC
161 65960.46 50428.15 1567.326 SC
162 65961.61 50425.9 1566.857 SC
163 65963.93 50422.04 1566.396 SC
164 65969.15 50415.14 1564.441 SC
165 65971.19 50412.32 1563.1 SC
166 65953.65 50436.92 1571.309 T
167 65955.03 50432.49 1569.018 T
168 65957.65 50435.87 1569.577 T
169 65965.49 50429.2 1570.568 T
170 65968.22 50428.49 1572.551 T
171 65969.34 50429.65 1573.427 T
172 65968.25 50431.97 1573.711 T
173 65967.7 50433.12 1574.062 T

25
174 65972.12 50433.17 1577.17 T
175 65974.63 50434.44 1579.128 T
176 65977.67 50428.35 1578.89 T
177 65969.97 50440.12 1579.343 T
178 65965.86 50439.63 1577.187 T
179 65961.34 50435.33 1572.107 T
180 65951.99 50447.54 1572.505 T
181 65950.25 50439.76 1572.944 T
182 65950.91 50437.5 1572.545 T
183 65962.73 50448.39 1579.442 T
184 65968.05 50442.44 1579.347 T
185 65969.83 50440.71 1579.505 R
186 65971.22 50438.44 1579.1 R
187 65971.88 50437.57 1579.141 R
188 65973.31 50436.63 1579.345 R
189 65975.48 50433.81 1579.259 R
190 65976.34 50431.13 1579.172 R
191 65977.33 50429.31 1579.078 R
192 65978.38 50427.62 1579.255 R
193 65980.19 50426.24 1579.312 R
194 65982.18 50424.38 1579.299 R
195 65981.92 50428.59 1579.33 R
196 65983.48 50433.92 1580.651 R
197 65976.6 50437 1579.444 R
198 65975.04 50439.37 1579.667 R
199 65974.04 50439.92 1579.687 R
200 65972.79 50441.76 1579.645 R
201 65971.1 50443.3 1579.523 R
202 65964 50450.38 1579.457 R
IP1 IS
CP1 65927.07 50395.41 1579.097 IS
M15 65950.61 50409.86 1579.298 BS
203 65951.74 50407.87 1579.275 R
204 65946.82 50409.62 1578.516 GL
205 65945.03 50401.31 1579.097 GL
206 65941.8 50403.55 1579.314 GL
207 65937.9 50402.3 1578.582 GL
208 65935.56 50399.84 1579.171 GL
209 65937.09 50396.91 1579.049 GL
210 65938.67 50395.84 1579.265 GL
211 65936.08 50391.85 1578.891 GL
212 65932.69 50393.96 1578.907 GL
213 65930.97 50396.32 1578.945 GL
214 65931.32 50386.74 1578.896 GL
215 65928.77 50389.26 1578.832 GL

26
216 65922.49 50394.57 1579.057 GL
217 65916.59 50389.91 1579.258 GL
218 65917.7 50386.64 1579.03 GL
219 65911.83 50385.59 1578.855 GL
220 65921.39 50381.13 1578.897 GL
221 65920.53 50368.52 1578.925 GL
222 65926.5 50379.79 1578.957 GL
223 65931.5 50381.61 1578.832 GL
224 65945.2 50407.21 1579.103 T
225 65941.31 50402.94 1579.218 T
226 65940.43 50401.83 1579.143 T
227 65929.22 50398.28 1578.035 T
228 65927.87 50394.55 1578.982 T
229 65915.97 50390.79 1579.186 T
230 65914.56 50384.82 1579.257 T
231 65923.33 50368.02 1578.814 T
232 65919.76 50370.27 1578.876 T
233 65920.77 50374.94 1578.989 CTG
234 65920.03 50378 1579.273 CTG
235 65919.28 50380.8 1579.191 CTG
236 65918.43 50383.97 1578.892 CTG
237 65915.15 50383.23 1578.933 CTG
238 65912.49 50382.52 1578.644 CTG
CP2 65918.07 50345.9 1579.021 IS
239 65918.44 50374.65 1578.82 CTG
240 65915.27 50373.76 1578.762 CTG
241 65914.84 50371.51 1578.856 CTG
242 65918.49 50372.61 1578.834 GL
243 65925.89 50372.6 1579.127 GL
244 65929.15 50369.96 1578.991 GL
245 65929.86 50366.26 1578.915 GL
246 65928 50366.48 1578.581 GL
247 65923.4 50367.43 1578.785 GL
248 65935.44 50365.23 1578.433 GL
249 65939.02 50363.57 1577.848 GL
250 65942.98 50363.05 1577.482 GL
251 65946.81 50362.64 1577.604 GL
252 65950.13 50362.82 1577.982 GL
253 65952.94 50361.52 1577.791 GL
254 65953.85 50365.81 1578.114 GL
255 65958.65 50365.33 1577.67 GL
256 65955.48 50363.49 1577.675 GL
257 65955.44 50363.54 1577.676 GL
258 65948.82 50367.29 1577.866 GL
259 65948.86 50367.91 1579.176 GL

27
260 65945.26 50368.18 1577.912 GL
261 65945.06 50368.69 1578.926 GL
262 65942.64 50369.94 1578.554 GL
263 65942.46 50371.67 1579.703 GL
264 65941.06 50373.58 1580.118 GL
265 65939.64 50373.12 1579.259 GL
266 65938.14 50372.52 1578.453 GL
267 65936.14 50371.59 1579.054 GL
268 65934.06 50379.55 1578.964 GL
269 65934.88 50380.88 1579.934 GL
270 65935.85 50381.9 1581.146 GL
271 65934.97 50383.74 1581.577 GL
272 65934.3 50385.74 1581.021 GL
273 65933.32 50387.5 1579.951 GL
274 65930 50384.12 1578.992 GL
275 65932.52 50388.48 1579.201 GL
276 65934.46 50388.54 1579.867 GL
277 65933.07 50365.64 1578.802 T
278 65954.56 50362.63 1577.576 T
279 65952.86 50360.85 1577.409 T
280 65956.42 50363.21 1577.64 T
281 65955 50361.44 1577.507 T
282 65957.09 50358.32 1576.92 T
283 65962.11 50359.75 1577.045 T
284 65962.11 50359.79 1577.044 T
285 65961.65 50365.61 1577.295 GL
286 65961.18 50363.21 1577.328 GL
287 65965.7 50364.99 1577.235 GL
288 65966.2 50365.42 1577.839 GL
289 65980.08 50360.03 1576.926 GL
290 65980.77 50363.81 1578.143 GL
291 65972.04 50352.05 1576.524 GL
M3 IS3
M4 65918.41 50323.77 1562.597 BSM4
292 65937.93 50340.01 1563.947 GL
293 65939.59 50339.5 1565.077 GL
294 65943.35 50339.62 1566.649 GL
295 65947.1 50340 1568.391 GL
296 65952.48 50339.96 1570.699 GL
297 65956.26 50340.76 1571.634 GL
298 65964.22 50341.72 1574.387 GL
299 65965.64 50343.25 1574.408 GL
300 65969.11 50347.62 1575.335 GL
301 65966.35 50346.88 1573.74 GL
302 65962.99 50345.88 1571.481 GL

28
303 65957.66 50344.74 1569.421 GL
304 65955.67 50345.31 1567.988 GL
305 65952.64 50346.08 1566.488 GL
306 65950.8 50345.89 1565.456 GL
307 65946.72 50345.6 1564.342 GL
308 65943 50345.1 1563.353 GL
309 65939.8 50344.77 1562.589 GL
310 65937.65 50344.5 1561.59 GL
311 65936.06 50344.72 1560.57 GL
312 65935.89 50345.6 1561.047 GL
313 65933.91 50347.07 1561.66 GL
314 65933.41 50347.91 1562.239 GL
315 65932.5 50349.31 1563.637 GL
316 65934.72 50349.04 1564.112 GL
317 65935.01 50349.93 1564.935 GL
318 65935.61 50351.04 1566.376 GL
319 65934.05 50351.19 1566.171 GL
320 65936.17 50352.15 1567.31 GL
321 65936.36 50352.78 1568.481 GL
322 65937.76 50352.13 1568.036 GL
323 65938.36 50351.31 1566.85 GL
324 65938.49 50350.19 1565.495 GL
325 65938.75 50349.45 1564.729 GL
326 65940.55 50347.73 1563.98 GL
327 65941.63 50349.39 1565.183 GL
328 65943.23 50350 1566.111 GL
329 65943.44 50351.18 1567.105 GL
330 65944.23 50352.14 1567.874 GL
331 65945.59 50351.2 1568.633 GL
332 65946.01 50352.9 1569.375 GL
333 65947.42 50350.79 1567.577 GL
334 65948.06 50350.41 1568.165 GL
335 65948.82 50351.35 1569.074 GL
336 65950.03 50352.58 1570.299 GL
337 65947.15 50348.39 1566.472 GL
338 65945.81 50346.78 1565.127 GL
339 65949.71 50348.53 1566.616 GL
340 65950.19 50348.25 1566.926 GL
341 65950.44 50348.62 1567.604 GL
342 65950.7 50350.05 1567.803 GL
343 65950.87 50349.41 1568.657 GL
344 65951.65 50347.61 1567.173 GL
345 65952.49 50347.5 1567.419 GL
346 65954.12 50346.46 1567.91 GL
347 65954.68 50347.31 1568.93 GL

29
348 65955.33 50348.52 1570.086 GL
349 65954.71 50350 1570.893 GL
350 65955.34 50351.86 1572.27 GL
351 65958.53 50351.01 1572.95 GL
352 65960.05 50349.94 1572.881 GL
353 65958.47 50349.58 1572.111 GL
354 65959.25 50348.21 1571.22 GL
355 65958.8 50347.68 1570.73 GL
356 65941.64 50343.19 1563.364 GL
357 65943.14 50343.53 1564.061 GL
358 65945.15 50343.58 1564.902 GL
359 65946.91 50343.57 1565.599 GL
360 65948.55 50343.58 1566.559 GL
361 65950.09 50343.9 1567.251 GL
362 65952.2 50344.12 1567.983 GL
363 65953.69 50346.66 1567.922 GL
364 65951.96 50346.66 1566.481 GL
365 65950.22 50347.27 1566.093 GL
366 65948.95 50347.81 1566.114 GL
367 65947.24 50346.82 1565.757 GL
368 65947.58 50349.28 1567.142 T
369 65938.11 50341.01 1563.563 T
370 65940.22 50339.24 1565.8 T
371 65948.92 50339.28 1570.413 T
372 65950.23 50339.57 1570.331 T
373 65952.38 50339.8 1571.185 T
374 65955.47 50340.4 1571.629 T
375 65959 50340.54 1572.764 T
376 65964.88 50343.18 1573.696 T
377 65962.95 50349.24 1573.792 T
378 65960.53 50353.6 1575.395 T
379 65957.3 50345.26 1568.889 T
380 65952.3 50345.03 1566.967 T
381 65947.64 50349.26 1567.023 T
382 65933.55 50335.55 1563.969 T
383 65929.95 50333.4 1562.366 T
384 65927.94 50334.5 1561.469 T
385 65924.44 50331.86 1561.819 T
386 65922.58 50330.3 1561.816 T
387 65928.12 50329.57 1563.163 T
388 65922.66 50325.84 1562.983 T
389 65919.29 50327.57 1561.282 T
390 65921.55 50322.82 1563.99 T
391 65919.45 50320.25 1563.896 T
392 65915.57 50323.47 1561.541 T

30
393 65915.04 50318.95 1563.081 T
394 65912.01 50321.95 1562.435 T
395 65911.32 50318.29 1563.544 T
396 65908.32 50317.76 1563.326 T
397 65903.83 50316.46 1563.891 T
398 65908.07 50319.64 1562.7 GL
399 65908.39 50319.13 1562.775 GL
400 65909.09 50318.07 1563.406 GL
401 65912.31 50318.67 1563.371 GL
402 65912.02 50320.39 1562.697 GL
403 65911.73 50321.7 1562.226 GL
404 65915.8 50322.75 1562.098 GL
405 65916.91 50321.61 1562.683 GL
406 65917.85 50320.2 1562.879 GL
407 65920.43 50327.17 1562.24 GL
408 65921.36 50326.68 1562.479 GL
409 65922.3 50326.43 1562.607 GL
410 65924.7 50329.16 1562.586 GL
411 65925.16 50330.66 1562.373 GL
412 65924.65 50331.75 1561.953 GL
413 65929.53 50331.21 1562.571 GL
414 65927.95 50332.48 1561.761 GL
415 65928.15 50334.39 1561.605 GL
416 65930.18 50336.61 1562.264 GL
417 65931.31 50335.92 1562.804 GL
418 65932.36 50335.25 1563.571 GL
419 65932.32 50338.66 1562.459 GL
420 65922.54 50339.74 1557.421 GL
421 65923.88 50341.7 1557.55 BD
422 65925.96 50344.11 1558.247 BD
423 65928.26 50342.67 1557.935 BD
424 65926.47 50340.58 1557.421 BD
425 65924.23 50339.13 1557.167 BD
426 65932.59 50351.82 1567.072 BD
M7 65899.73 50302.47 1554.855 IS7
M6 65876.58 50307.84 1559.2 BSM6
427 65874.86 50308.38 1558.401 G
428 65872.5 50308.55 1557.437 G
429 65869.66 50308.48 1557.223 G
430 65866.58 50308.02 1557.311 G
431 65863.58 50307.41 1557.47 G
432 65860.59 50307.55 1557.576 G
433 65857.1 50307.79 1557.608 G
434 65853.65 50307.92 1557.589 G
435 65853.67 50302.85 1558.112 G

31
436 65854.61 50302.25 1559.02 G
437 65856.07 50300.98 1559.282 G
438 65856.49 50304.89 1558.235 G
439 65857.08 50304.65 1558.849 G
440 65859.21 50305.8 1558.159 G
441 65859.49 50305.38 1558.765 G
442 65864.58 50304.97 1558.599 G
443 65863.78 50303.73 1559.23 G
444 65867.95 50304.57 1559.749 G
445 65870.12 50303.93 1560.592 G
446 65874.13 50306.16 1559.678 G
447 65873.05 50309.79 1557.194 G
448 65869.93 50309.46 1556.924 G
449 65865.72 50309.04 1556.805 G
450 65859.08 50309.06 1557.225 G
451 65854.5 50310.56 1557.439 G
452 65851.74 50311.71 1557.265 G
453 65845.5 50312.31 1556.968 G
454 65849.47 50292.71 1558.179 T
455 65849.54 50298.38 1558.072 T
456 65849.56 50300.63 1557.951 T
457 65852.65 50301.47 1558.28 T
458 65852.28 50304.58 1557.907 T
459 65855.04 50309 1557.638 T
460 65855.94 50300.87 1559.299 T
461 65860.1 50302.34 1559.588 T
462 65862 50305.76 1558.325 T
463 65864.56 50304.31 1558.985 T
464 65863.09 50308.78 1557.183 T
465 65865.07 50309.04 1556.531 T
466 65868.29 50307.41 1557.836 T
467 65872.54 50307.84 1558.054 T
468 65866.1 50302.28 1561.052 T
469 65863.45 50299.06 1562.681 T
470 65896.22 50304.13 1555.469 GL
471 65893.51 50303.55 1555.89 GL
472 65891.65 50305.45 1556.181 GL
473 65890 50303.71 1556.64 GL
474 65887.99 50305.69 1556.777 GL
475 65885.53 50304.1 1557.455 GL
476 65884.3 50305.88 1557.268 GL
477 65881.9 50303.76 1557.742 GL
478 65880.94 50305.53 1557.921 GL
479 65879.66 50304.93 1558.016 GL
480 65875.81 50304.96 1559.043 GL

32
481 65871.74 50305.61 1559.906 GL
482 65871.77 50307.41 1559.764 GL
483 65882.22 50302.94 1558.237 GL
484 65881.91 50302.16 1559.592 GL
485 65883.96 50301.82 1559.321 GL
486 65884.75 50300.62 1560.467 GL
487 65883.7 50299.84 1561.458 GL
488 65887.25 50299.22 1561.931 GL
489 65885.47 50296.55 1563.754 GL
490 65883.68 50297.3 1563.496 T
491 65887.96 50299.13 1561.999 T
492 65883.34 50301.68 1560.034 T
493 65880.12 50306.88 1558.094 T
MI IS
494 65926.01 50318.44 1562.201 GL
495 65904.2 50302.87 1553.354 GL
496 65907.49 50303.26 1552.403 GL
497 65914.08 50305.68 1550.982 GL
498 65915.73 50307.7 1550.96 GL
499 65918.18 50314.52 1554.932 GL
500 65917.14 50317.68 1555.715 GL
501 65920.3 50317.33 1556.46 GL
502 65921.61 50317.03 1557.435 GL
503 65917.88 50321.94 1556.412 GL
504 65920.31 50323.59 1557.55 GL
505 65918.77 50314.93 1554.81 GL
506 65925.17 50318.35 1561.18 GL
507 65925.76 50317.09 1562.165 GL
508 65926.68 50314.81 1561.873 GL
509 65926.68 50314.81 1561.873 GL
510 65924.7 50320.7 1562.231 GL
511 65923.94 50324.15 1562.292 GL
512 65923.95 50324.16 1562.295 GL
513 65923.32 50329.01 1562.369 GL
514 65928.42 50319.15 1562.193 GL
515 65929.84 50315.72 1562.136 GL
516 65930.84 50316.06 1562.996 GL
517 65932.19 50314.94 1564.082 GL
518 65933.55 50315.53 1565.238 GL
519 65935.67 50314.54 1566.726 GL
520 65935.68 50314.53 1566.713 GL
521 65934.28 50316.66 1566.826 GL
522 65936.82 50314.8 1567.636 GL
523 65938.32 50314.86 1568.999 GL
524 65938.81 50312.63 1569.093 GL

33
525 65940.85 50314.3 1569.859 GL
526 65944.09 50315.11 1570.991 GL
527 65942.34 50313 1570.905 GL
528 65941.58 50317.22 1570.935 GL
529 65941.66 50319.64 1570.894 GL
530 65938.72 50318.44 1570.849 GL
531 65938.8 50316.06 1570.726 GL
532 65937.92 50318.75 1570.201 T
533 65937.95 50314.46 1568.765 T
534 65937.73 50316.12 1568.706 T
535 65932.86 50312.57 1564.474 T
536 65926.61 50315.53 1562.03 T
537 65926.41 50319.59 1562.132 T
538 65925.7 50313.82 1560.798 T
539 65928.57 50313.3 1561.242 GL
540 65928.81 50312.13 1560.475 GL
541 65927.13 50311.52 1560.451 GL
542 65927.19 50310.1 1560.053 GL
543 65927.2 50309.52 1559.624 GL
544 65924.63 50304.53 1554.032 GL
545 65923.82 50302.7 1553.323 GL
546 65924.59 50299.1 1553.53 GL
547 65924.64 50295.03 1553.459 GL
548 65915.68 50306.01 1551.183 GL
549 65913.94 50308.01 1550.605 GL
550 65912.89 50310.39 1550.001 GL
551 65912.17 50313.28 1549.309 GL
552 65911.88 50313.33 1549.384 GL
553 65911.08 50315.3 1548.915 GL
554 65907.86 50314.21 1548.811 GL
555 65904.23 50315.2 1549.431 GL
MII ISII
556 65944.99 50305.78 1549.515 GL
557 65946.66 50300.32 1549.15 GL
558 65947.6 50292.67 1548.826 GL
559 65947.88 50284.58 1548.661 GL
560 65941.49 50278.79 1548.687 GL
561 65938.02 50282.55 1548.939 GL
562 65934.52 50286.47 1549.3 GL
563 65934.48 50290.68 1549.46 GL
564 65939.43 50299.68 1549.439 GL
565 65942.04 50304.73 1549.419 GL
566 65943.83 50295.34 1549.028 GL
567 65943.37 50289.22 1548.949 GL
568 65918.72 50312.9 1562.413 GL

34
569 65914.48 50308.93 1562.464 GL
570 65910.52 50310.11 1562.345 GL
571 65910.21 50311.82 1562.41 GL
572 65918.54 50318.69 1562.42 GL
573 65918.1 50319 1563.299 GL
574 65920.88 50315.25 1562.356 T
575 65917.02 50312.64 1562.396 T
576 65931.93 50327.31 1560.639 BD
577 65933.19 50325.85 1560.615 BD
578 65928.74 50330.45 1565.38 BD
579 65927.02 50334.76 1569.035 T
2.8 Comments and Conclusion
Since Hotel Heaven Hill and Resort Nagarkot, Bhaktapur area has a lot of variation in
regard to the altitude, type of vegetation and other details within itself, it is a very ideal
place for topographical surveying. We were able to familiarize ourselves with the
different practical approaches applied in the actual field condition. We experienced the
difference between working in a smaller area and a larger one. Along with gaining the
lots of confidence regarding the use of instrument, we also felt the responsibility of
planning, executing and implementing a project. On the whole we experienced the value
of teamwork and mutual coordination in the execution of any project. For surveying,
theory can only take as the introduction but if there is practice, there will be much gain of
knowledge about the techniques of surveying. Along with that we had to faced the
problems of heavy rainfall which causes slide landslides on our survey area due to which
one of our established control points were affected . Hence, this situation also make us
better understand and importance of three pointt reference points .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.

35
Chapter 3
Levelling
3.1 Introduction
Levelling is the measurement of geodetic height using an optical levelling instrument and
a level staff having a numbered scale. It is carried out in order to determine differences in
elevation between points on the ground.
3.1.1 Types of Levelling
Two types of levelling are used in general Engineering practices, namely direct levelling
(spirit levelling) and indirect levelling (trigonometric levelling).
3.1.1.1 Direct Levelling
It is the branch of levelling 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 staff 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) levelling:
a. Differential levelling or Fly Levelling:
It is the method of direct levelling the objective 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 levelling is also known as fly levelling.
b. Profile Levelling:
It is the method of direct levelling the objective 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.
c. Cross Sectioning
Cross-sectioning or cross levelling 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.
d. Reciprocal Levelling
It is the method of levelling 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.
3.1.1.2 Indirect Levelling
Indirect method or trigonometric levelling is the process of levelling 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.

36
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. Levelling deals
with measurements in a vertical plane.
3.1.2 Objectives
➢ Find elevation of a given point with respect to the given datum.
➢ Establish a point at a given elevation with respect to the given datum.
3.1.3 Guidelines
• Back sight and fore sight should be almost equal in distance
• The length of sightshould be kept less than 100m
• Always finish a level run on known datum and benchmark, this enable the level
run to be checked.
3.1.4 Adjustment of level
3.1.4.1 Temporary adjustments of Level
a. The temporary adjustment for a level consists of the following:
b. Setting up the level: The operation of setting up includes fixing the instrument on
the stand and levelling the instrument approximately.
c. Levelling up: Accurate levelling is done with the help of foot screws and with
reference to the plate levels. The purpose of levelling is to make the vertical axis
truly vertical and horizontal line of sight truly horizontal.
d. Removal of parallax: 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 by focusing the objective to
bring the image of the object in the plane of cross hairs.
3.1.4.2 Permanent adjustment of Level
To check for the permanent adjustments of level two-peg test method should be
performed.
3.2 Two Peg Test
All instruments have some kind of errors. The checking of instruments is therefore
important. The main error is where the line of sight is not parallel to the horizontal line of
collimation. In this case levels will not be correct. So to check this error and finding the
accuracy this test is done.
3.2.1 Instruments required
• Auto level
• Staff
• Tripod
• Measuring Tape
• Marker
• Pen, paper and calculator

37
3.2.2 Procedure
Steps for a two peg test:
1. Establish two points A and B approximately 18 meters apart on level ground.
Then, put the staff in each point by putting the level half way between the points.
(C)
2. Take readings on both pegs and find the difference in elevation.
3. Move the level as close as possible to one peg in our case we put the level near to
A (i.e. D) point(1-2meters). Take the two staff readings again.
4. If the difference in height is same the level is okay.
5. If not the instrument need to be repaired.
Figure 2: Two Peg Test
3.2.3 Calculations
Peg A Peg B Difference
Readings (from middle point) 1.126 1.326 E1=0.200
Readings (from C point) 1.240 1.443 E2=0.203
Error:
ΔE=E1-E2= (0.200-0.203) =0.003
Accuracy:
1/length /error=1:6000

38
3.2.3 Conclusion
In conclusion we know that the two peg test is very simple, but provides a way to test
the accuracy of instrument, and help us to know the screw in analog instrument
We got accuracy 1:6000 i.e. which precision is very low.
3.3 Fly Levelling
Fly levelling is about taking the sights as large as possible in a very approximate form of
levelling. Reduced level of the points are determined in which some of the restrictions of
precise levelling by running a lines of level with more rapidly and moderate accuracy.
The auto level is being moved strictly on the line joining benchmark and starting point of
survey line. Therefore, only foresight (FS) and back sight (BS) distances as limiting are
taken.
3.3.1 Objective
This method is adopted to find the difference in level between two points.
1. If the points are too far apart.
2. If the difference in elevation between them is too great.
3. If there are obstacles intervening, in such case it is necessary to set up the level in
several positions and to work in series of stages. The difference of level of the
points A&B is equal to the algebraic sum of these difference between the sum of
back sight and sum of foresight i.e. ∑BS-∑FS
4. The R. L is transferred from Bench mark to the traverse station. A number of
Temporary Bench Mark was established so that the check loop is completed
within the TBMs so that if error occurs only small place is affected.
5. Permissible error = ±25* sqrt(K) mm.
6. Actual Error (e) = ∑BS – ∑F.S. = Last R.L. – First R.L.
Figure 3: Fly Levelling
Rise and fall method:
• The staff readings of the points observed from the same setting of the instrument
are compared.
• It is found whether a point is above or below the preceding point

39
• If the point is above, the staff reading will be less than the preceding point. The
difference between staff readings is called RISE
• If the point is below the preceding point, the staff reading than that at the
preceding point. The difference between the staff readings is termed Fall.
• Rise and Fall method
• Arithmetic Check: ∑ BS – ∑ F.S. = ∑ Rise – ∑fall = Last R.L. – First R.L
Figure 4: Simple Levelling- Rise and Fall Method
3.3.2 Instrument used
• Level machine
• The level staff
• Measuring tape
• Tripod stand
3.3.3 Procedure
1. Setup the levelling instrument at the level position.
2. Take the staff on given benchmark which was provided and take staff reading this
be our backlight
3. Move the staff to point A and take the readings. This will be and intermediate
sight.
4. Now move the staff to point B and this will also be intermediate sight
5. Move the staff to point C this too will be intermediate sight
6. Move it to point D and take the reading this will be a foresight because after that
the level is moved.
7. Then distance between the stations are recorded in field book.
8. Repeat the above procedure until you reached your destination.

40
3.3.4 Observations and Calculation
Table 3: Fly Levelling

41
3.3.5 Result and Conclusion
The RL from given temporary bench mark of 1534 m was transferred to the next TBM.
The RL of BM2, BM3 was found to be 1534.002 m and 1549.56 m respectively. The
error we obtained from calculation was within the permissible error. During fly levelling
narrow road caused some difficulties. Due to the low precision of our instrument it takes a
huge time to complete our task.

42
Chapter 4
Bridge Site Survey
4.1 Introduction
Bridges are the structures that are constructed with the purpose of connecting two places
separated by deep valleys or gorges or rivers and streams. Bridges are usually the cross
drainage and hence a part of roads making them shorter and hence economical. For
places, where the ground is uneven and undulated and where the number of rivers is
large, bridges are the most economic and efficient way. It is a very convenient way.
4.2 Objectives
➢ To select the possible bridge site and axis for the construction of bridge.
➢ To collect the preliminary data i.e. normal water flow level, high flood level.
➢ To study about the geological features of the ground.
➢ To carry out surveying for topographical mapping, longitudinal and cross sections
at both the upstream and downstream side of the river.
4.3 Brief Description of the area
The bridge site was surrounded by trees and bushes. There were no rocks. The ground
was damp and swampy. The soil was soft and clayey. It was brown in colour. The hill
slopes on both sides were not very steep and are thus geologically stable. There is not
much water to be found on the bridge site. The only water is collected from rain and other
sources.
The site is surrounded with steep hill, which is covered with densely planted shrubs. The
width of stream is not so big but high flood level covers large area.
4.4 Technical Specifications(Norms)
The following norms were followed while performing the bridge site survey in the field:
1. Control point fixing as well as determining the length of the bridge axis had to be done
by the method of triangulation. While forming triangles, proper care had to be taken such
that the triangles were well conditioned, i.e. none of the angles of the triangle were
greater than 120° or less than 30°.
2. In triangulation, distance of Base Line must be measured in an accuracy of 1:2000.
3. The triangulation angle had to be measured on two sets of readings by Theodolite and
the difference between the mean angles of two sets of readings had to be within a minute.
Angular disclosure for base triangle should be 30” N and other triangle 1’N
4. Carry out reciprocal levelling to transfer level from one bank to other bank of the river
within a precision of ±25k mm Determine the RL of the other triangulation stations by
fly levelling from the end point of bridge axis.
5. Plot a topographic map indicating contour lines at suitable interval (contour interval =
1m).
6. The scale for plotting the topographical map was given to be 1:500.

43
7. In order to plot the longitudinal section of the river, data had to be taken along the
riverbed 150 m upstream and at least 50 m downstream. The plot for the longitudinal
section along the flow line had to be done in a scale of 1:50 for vertical and 1:500 for
horizontal, for cross-section V=H=1:50 or 100.
4.5 Instruments Required
• Theodolite
• Ranging Rods
• Measuring Tapes
• Levelling Staffs
• Plumb Bob
• Pegs & Arrows
• Marker Pen
• Compass
• Prism & Prism Holder
• Levelling machine
4.6 Methodology
The various methods performed during the bridge site survey were site selection,
triangulation, reciprocal levelling, detailing by theodolite, cross-section, and L-section.
The brief descriptions of these methodologies are given below:
4.6.1 Reconnaissance and Site Selection
Site selection is the first and foremost step for the construction of bridge. Several
governing factors are there for the site selection of the bridge. Geological condition,
socio-economic and ecological aspect etc. guides the way of selection of bridge site.
Therefore, the site was chosen such that it is laid on the very stable rocks at the bed of
river as far as possible and not affect the ecological balance of the flora and fauna of the
site area. The location of the bridge was selected in such a way that the heights of the
roads joined by the proposed bridge were almost the same. This prevented a lot of cutting
and filling to maintain a gentle gradient. The bridge site was chosen in such a way that the
bridge axis was perpendicular to the flow direction and was also shorter in span so as to
make the construction economical. The starting point of bridge axis was not laid on the
curve of the road.
4.6.2 Control Point Fix
For the topographic survey of bridge site, triangulation was done. Triangulation is the
process of measuring the angles of a chain or a network. The main purpose of the
triangulation was to determine the length of the bridge axis. The triangulation also serves
the control points for detailing. The bridge axis was set and horizontal control stations
were fixed on either side. Distances between stations on the same sides of river i.e. base
lines were measured with tape precisely. Then the interconnecting triangles were formed
and angles were measured with the theodolite with two sets of observations. The bridge
axis length or span was calculated by solving the triangles using the sine rule. For vertical
control, the level was transferred from the arbitrary benchmark and RL was transferred to

44
the stations on the next bank by reciprocal levelling while direct level transfer method
was used or the same bank.
4.6.3 L-Section and Cross Section
For gaining an idea about bed slope, nature of the riverbed, and the variation in the
elevations of the different points along the length of the river, L-section is carried out.
Keeping the instrument at the control (traverse) stations on the river banks, the staff
readings were taken at different points along the centre line of the river up to a 500 meters
upstream and 250 m downstream. The R L’s 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 for vertical and horizontal.
Cross-section of a river at a particular point is the profile of the lateral sides from the
centreline of the river cut transverse to the L-Section at that point. The cross section can
be used to calculate the volume and discharge of water at the particular section if the
velocity at the cross section is known. Cross sections were taken at an interval of about 25
m extending 150 m upstream and 50 m downstream of the river. Staff readings of points
along a line perpendicular to the flow of river were taken from the stations points and the
elevations of the points were calculated using tachometric methods.
4.6.4 Reciprocal Levelling
Transferring R.L. from B.M. to control points:
The benchmark was given by the teachers in a tree trunk. R.L. was transferred to the
triangular station from the B.M. by using HD VD method.
The R.L. was transferred to the opposite bank of the river by reciprocal levelling.
Reciprocal Levelling
This method is applicable when taping is obstructed but not the vision. For transferring
the RL across the bridge reciprocal levelling was performed. This method eliminates the
error due to focusing, collimation, earth’s curvature and refraction of atmosphere etc.
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.

45
Figure 5: Reciprocal Levelling
4.7 Observation and Calculation
Table 4:HCR Reading

46
Table 5: Coordinates Calculation of Control Points

47
Calculation of Bridge Axis Length
Using similar Triangle law,
In ∆B2B1B4
Length of Bridge Axis 22.176
again, using similar Triangle law,
In ∆B6B4B1
similarly, In ∆B4B5B3
Hence, Average Bridge axis is 22.145 Error=0.029

48
Table 6: XYZ Coordinate for Detailing of Bridge Survey
Stations X Y Z
B4 1029.197 2006.743 1701.509 ISB4
1 1000.839 1999.58 1699.983 PEG
2 1025.322 2019.581 1700.151 PEG
3 1007.096 2007.593 1699.979 PEG
4 1014.817 2017.977 1700.239 PEG
5 1020.067 1993.643 1694.588 PEG
6 1015.06 2018.619 1700.435 PEG
7 1017.384 2023.411 1701.209 GL
8 1026.874 2018.994 1701.364 GL
9 1024.543 2019.135 1699.931 GL
10 1023.654 2018.383 1698.709 GL
11 1022.805 2018.702 1697.441 GL
12 1015.437 2021.312 1701.216 GL
13 1017.136 2020.041 1700.056 GL
14 1018.232 2018.383 1698.058 GL
15 1019.673 2017.812 1696.496 GL
16 1027.621 2013.758 1701.32 GL
17 1026.022 2013.568 1699.643 GL
18 1024.411 2013.594 1698.743 GL
19 1023.359 2013.538 1697.847 GL
20 1018.983 2015.236 1696.498 GL
21 1017.413 2016.358 1697.404 GL
22 1015.883 2016.716 1698.404 GL
23 1014.136 2018.445 1700.439 GL
24 1026.544 2019.743 1701.371 GL
25 1027.185 2009.624 1700.679 GL
26 1025.996 2009.713 1699.836 GL
27 1023.739 2010.251 1698.014 GL
28 1016.82 2010.97 1694.42 GL
29 1022.195 2011.259 1696.608 GL
30 1010.511 2014.343 1700.007 GL
31 1013.387 2012.46 1697.431 GL
32 1015.063 2011.296 1695.279 GL
33 1026.2 2006.555 1699.483 GL
34 1024.758 2007.147 1697.964 GL
35 1022.058 2006.931 1695.709 GL
36 1020.286 2005.213 1694.49 GL
37 1019.951 2006.766 1694.508 GL
38 1007.806 2008.73 1699.737 GL
39 1010.353 2007.555 1697.717 GL
40 1012.665 2005.862 1695.284 GL

49
41 1014.549 2005.338 1694.117 GL
42 1015.608 2004.831 1693.115 GL
43 1013.534 2001.46 1693.777 GL
44 1007.794 1999.068 1695.643 GL
45 1005.935 1999.607 1697.485 GL
46 1003.648 1999.998 1698.942 GL
47 1001.564 2001.143 1699.966 GL
48 997.2 2002.654 1700.264 GL
49 993.756 1999.789 1700.177 GL
50 998.782 1997.653 1699.926 GL
51 1001.316 1997.133 1698.33 GL
52 1003.899 1995.818 1696.006 GL
53 1006.891 1994.41 1693.813 GL
54 1003.62 1992.87 1694.336 GL
55 1001.462 1994.051 1695.713 GL
56 998.401 1995.689 1698.95 GL
57 995.656 1996.534 1700.221 GL
58 990.929 1996.231 1700.284 GL
59 1028.252 2002.879 1700.49 GL
60 1026.374 2002.592 1698.775 GL
61 1023.062 2002.446 1696.452 GL
62 1021.572 2001.336 1695.34 GL
63 1019.596 1999.152 1693.923 GL
64 1015.106 1994.987 1691.798 GL
65 1015.392 1990.995 1692.031 GL
66 1018.591 1991.153 1694.018 GL
67 1021.267 1991.947 1695.295 GL
68 1022.774 1991.967 1696.452 GL
69 1024.767 1992.412 1698.201 GL
70 1029.182 1994.759 1700.991 GL
71 1029.589 2000.529 1700.611 GL
72 1026.953 2000.622 1699.028 GL
73 1024.816 1999.79 1697.293 GL
74 1019.713 1998.594 1694.099 GL
75 1017.968 1997.448 1693.134 GL
76 1011.483 2000.507 1694.22 GL
77 1007.641 1999.694 1696.162 GL
78 1005.029 2001.654 1698.779 GL
79 1002.698 2001.272 1699.925 GL
80 1011.762 2011.678 1698.935 T
81 1008.487 2006.82 1698.844 T
82 1003.61 2003.15 1700.066 T
83 1008.371 2004.024 1698.087 T
84 1014.189 2009.321 1694.949 T
85 1016.602 2004.053 1693.057 T

50
86 1022.222 2011.771 1696.864 T
87 1026.249 2017.229 1700.426 T
88 1026.646 2008.411 1700.367 T
89 1028.742 2003.146 1700.748 T
90 1030.991 2001.064 1701.911 T
91 1028.767 2000.11 1700.306 T
92 1025.452 1993.959 1698.506 T
93 1024.643 2002.017 1696.883 T
94 1023.149 2000.955 1695.946 T
95 1022.695 1994.506 1695.822 T
96 1020.541 1992.291 1694.775 T
97 1014.525 1993.881 1691.824 T
98 1011.533 2000.098 1694.063 T
99 1008.265 1998.602 1695.346 T
100 1002.597 1997.655 1698.394 T
B6 ISB6
101 1015.815 2005.834 1692.899 L
102 1016.774 2007.664 1693.315 L
103 1018.183 2009.719 1693.521 L
104 1030.681 2026.611 1693.737 L
105 1029.838 2022.664 1694.461 L
106 1029.907 2020.806 1694.851 L
107 1034.853 2035.165 1692.681 L
108 1034.396 2036.304 1692.111 L
109 1034.8 2040.867 1691.072 L
110 1035.823 2041.768 1690.75 L
111 1038.384 2046.197 1689.114 L
112 1038.898 2047.558 1689.111 L
113 1039.24 2049.952 1689.067 L
114 1041.822 2052.059 1688.675 L
115 1042.842 2053.597 1688.233 L
116 1043.689 2055.235 1687.849 L
117 1044.457 2057.37 1687.268 L
118 1045.983 2059.435 1686.944 L
119 1047.533 2062.396 1686.302 L
B1 1007.09 2007.585 1699.924 ISB1
120 1028.313 2008.893 1701.184 L
121 1025.964 2008.81 1699.647 GL
122 1025.963 2008.81 1699.647 GL
123 1026.689 2010.802 1700.246 GL
124 1025.839 2013.398 1699.584 GL
125 1025.043 2016.181 1699.505 GL
126 1023.914 2015.557 1697.854 GL
127 1023.428 2013.402 1697.898 GL
128 1021.436 2010.728 1695.929 GL

51
129 1020.303 2009.011 1695.641 GL
130 1020.058 2006.669 1694.524 GL
131 1018.791 2005.08 1693.863 GL
132 1020.477 2004.693 1694.662 GL
133 1020.786 2002.171 1694.589 GL
134 1020.714 1999.662 1694.772 GL
135 1019.832 1996.772 1694.25 GL
136 1018.864 1994.086 1693.852 GL
137 1017.521 1995.11 1693.223 GL
138 1016.728 1995.868 1692.287 GL
139 1015.902 1996.353 1691.602 GL
140 1015.004 1994.787 1691.873 GL
B2 ISB2
141 1010.808 2012.12 1699.717 GL
142 1008.814 2009.3 1699.461 GL
143 1010.115 2009.18 1698.379 GL
144 1012.027 2010.022 1697.67 GL
145 1012.333 2007.338 1695.925 GL
146 1013.181 2005.202 1694.901 GL
147 1014.362 2005.239 1694.189 GL
148 1002.002 2003.744 1700.086 GL
149 999.591 2002.338 1699.95 GL
150 997.28 1999.582 1700.163 GL
4.8 Computation & Plotting
The use of total station makes the detailing process easy and fast. The total station gives
the direct vales of the horizontal distances and vertical height difference between the
station point and the detailing point. The RLs of the points can be calculated by using
following formula.
RL of unknown point = RL of station + HI ± VD-Middle Hair Reading (M)
The topographic map, the longitudinal section and the cross section were plotted on the
respective scales after the completion of calculations. By taking an A1 grid sheet, control
stations were plotted accurately. Then all hard details as well as contours were plotted
with reference to the control stations by the method of angle and distances.
4.9 Detailing
Theodolite was used for detailing of the entire bridge site. The reading was taken from the
different station set up. The detailing was done with respect to the skeleton formed by
triangulation. The vertices of triangles serve as a control point. The details were booked,
up to 500m upstream and 250m downstream. The data and the calculations have been
tabulated in a systematic way.

52
Economy and durability determine the way how a bridge is designed. The bridge axis
should be designed such that the span length should be minimum and the location is safe.
The bridge axis should not be below the highest flood level.The bridge span was found
out to be 22.145 meters. The cross-section was taken at the banks of river and at the
middle of the river to get the profile of the flowing river.

53
Chapter 5
Road Survey
5.1 Introduction
Roads are especially prepared ways between different places for the use of vehicles and
peoples. In country like Nepal, where there is less chances of airways and being the
landlocked country there is almost negligible chance of waterways, roads form the major
part of the transportation system. Thus, roads are the main mode of transportation in
Nepal.
It is an important aspect in the development of transportation network for the
topographical mapping while the knowledge of longitudinal section as well as cross
sections at certain intervals of the road are essential. Also the density of traffics should be
considered before designing the road. Here, our Survey Camp dealt with the road
alignment survey at Nagarkot , Bhaktapur District. The duration of this road alignment
survey was one days.
5.2 Objectives
Road Alignment Survey was done to accomplish the following objectives:
➢ To choose the best possible route for the road such that there were a minimum
number of Intermediate Points (I.P.) thereby decreasing the number of turns on the
road.
➢ To design smooth horizontal curves at points where the road changed its direction
in order to make the road comfortable for the passengers and the vehicles
traveling on it.
➢ To take sufficient data of the details including the spot height, around the road
segment in order to prepare a topographical map of the area, cross section of the
road at certain intervals and longitudinal section of the road segment, hence
making it convenient to determine the amount of cut and fill required for the
construction of the road.
5.3 Description of the Area
The road alignment survey was done at Heaven Hill Resort Nagarkot, Bhaktapur. The
altitude of the speculated site was about 2100 meters from the sea level.
5.4 Norms (Technical Specifications)
➢ Carry out reconnaissance survey and alignment selection of a road corridor about
700m or more.
➢ Starting and end point of road, location of bridge site will be provided at the site.
➢ Road alignment selection i.e. IP selection shall be carried out considering the
obligatory points, permissible gradient, bridge site, balancing cut and fill, shape of
the valley and cross drainage, lateral slopes, geometry of horizontal and vertical
curves etc.
➢ Alignment must not be selected beyond 12% gradient of the existing ground
surface.
➢ Radius of the horizontal curve should not less than 12 m. while assuming the
radius of the horizontal curve, select the radius in the multiple of 5 or 10.

54
➢ Point of commencement (T1) and point of tangency (T2) must not be located
within the bridge axis. Start and finish of curves must be totally outside the bridge
axis end points.
➢ Avoid subsequent reverse curve in road alignment.
➢ Deflection angle should not be greater than 90°.
➢ Two successive curves must not be overlapped.
➢ Measure Bearing of the starting leg. To compute bearing of next leg, record
deflection angle with respect to preceding leg.
➢ Setting out of horizontal curve is not necessary for less than 3º deflection angle
but compute the chainage as usual manner.
➢ Theodolite team shall carry out the detailed survey of the road alignment.
Theodolite team will mark pegging at 15m interval along the centre line of road
and at curve points BC, MC and EC for longitudinal section as well as X-section.
Set horizontal curve by fixing BC, MC and EC. Theodolite team should fill up
three field book (FB) separately such as tachometry FB, horizontal curve FB and
detail sketch.
➢ Carry out levelling survey for longitudinal section along the centre line at 15 m
interval, at abrupt change point and at the curve point BC, MC and EC. Establish
TBM at approximately 500m interval and near cross drainage. Close the levelling
survey and check the RL at job site immediately. Permissible error of closure for
levelling must not be greater than ±25√K mm.
➢ Perform cross section survey either by levelling instrument or by levelling staff
and tape along the road alignment at 15m interval and at abrupt change of the
topography as established by the theodolite team. During the field survey, draw
neat and clean free hand dimensional sketches of the cross section. Coverage
width of the cross section must not be less than 10m on either side (left and right)
from proposed centre line of the road and at 5m regular interval as well as other
salient points from centre line.
➢ Prepare a road corridor plan in 1:1000 scale showing 5m formation width, 20m
right of way (corridor width 10m left and 10m right) from proposed centre line,
location of intersection point (IP), geometry of horizontal curve with chainages of
BC, MC, EC chainages of drainages, chainages of centre line details and other
details such as vegetation, forest, cultivation, barren land etc.
➢ Draw longitudinal section of road centre line [Horizontal scale 1:500, Vertical
scale1:100]. Draw the working profile i.e. formation level assuming balancing of
cut and fill in between economical haul distances. Draw cross section [horizontal
scale = vertical scale 1:100] of existing ground surface and show the formation
level and width (5m) assuming side slope 2:1 in filling and 1.5:1 in cutting. (H: V)
5.5 Instruments Required
• Theodolite
• Staffs and Ranging Rods
• Measuring Tapes

55
• Hammer, Plumb Bob, Arrows and Wooden Pegs & Marker Pen
• Compass
5.6 Methodology
5.6.1 Reconnaissance
The reconnaissance survey was carried out starting from the main road to the lowly
elevated region along the gravelled road, pegging was done at different places and the
possible I.P.s were numbered and pegged. The condition of inter-visibility was checked at
each steps.
5.6.2 Horizontal Alignment
The locations of the simple horizontal curves were determined carefully considering
factors like the stability of the area, enough space for the turning radius etc. the I.P.s were
fixed so that the gradient of the road at any place was in between 9-12 m. After
determining the I.P.s for the road, theodolite was stationed at each I.P. and the deflection
angles (∆) were measured. The distance between one I.P. and another was measured by
using Tachometer method.
H = K ∗ s ∗ cos2
θ
Where, θ = vetical angle
s = Top – Bottom
K=100 for analytical lens
The horizontal curves were set out by angular methods using Theodolite at I.P. and tape.
The radius of the curve (R) was fixed first, assuming it to be more than 10 m. Then for
that radius, the tangent length and apex distance of the curve were calculated using the
following formulas;
Tangent length,T = R tan
∆
2
Apex Distance = R(sec
∆
2
− 1)
Length of curve, l =
Rθπ
180
After performing the necessary calculations, the points T1 and T2 were fixed at a distance
equal to the tangent length from I.P. using a tape. Then the line bisecting the internal
angle at the I.P. was found out with the help of a Theodolite. And on this line a peg was
driven at point M at a distance equal to the apex distance (IM) from the I.P. Then the
necessary calculations were done, thus giving the required numerical values of the
different parameters.
5.6.3 Longitudinal section
The L-Section of the road is required to give the road engineer an idea about the nature of
the ground and the variation in the elevations of the different points along the length of
the road and to determine the amount of cutting and filling required at the road site for
maintaining a gentle slope. In order to obtain the data for L-Section, staff readings were

56
taken at points at 15 m intervals along the centreline of the road with the help of a level
by the method of fly levelling. Thus after performing the necessary calculations, the level
was transferred to all those points with respect to the R.L. of the given B.M. Then finally,
the L-Section of the road was plotted on a graph paper on a vertical scale of 1:100 and a
horizontal scale of 1:1000.
5.6.4 Cross Section
Cross sections at different points are drawn perpendicular to the longitudinal section of
the road on either side of its centreline, 15m on each side in order to present the lateral
outline of the ground. Cross sections are also equally useful in determining the amount of
cut and fill required for the road construction. Cross sections were taken at 15m intervals
along the centreline of the road and also at points where there was a sharp change in the
elevation. While doing so, the horizontal distances of the different points from the
centreline was measured with the help of a tape and the vertical heights with a measuring
staff. The R.L. was transferred to all the points by performing the necessary calculations
and finally, the cross sections at different sections were plotted on a graph paper on a
scale of 1:100 both vertical and horizontal.
5.6.5 Computation and Plotting
After noting down different data, all the necessary calculations were done and tabulated
in systematic order, the calculations were done in order to compute the Chainage of the
different distinct points of the road using the following relations;
Chainage of beginning of curve, BC1= distance between IP0 and IP1 - Tangent length
Chainage of mid-point of curve, MC1=Chainage of BC1 -
l
2
Chainage of end of curve, EC1=chainage of BC1- l
Similarly,
Chainage of an BC2 = Chainage of EC1 + distance between IP1 to IP2 –T1-T2
The RLs of the points can be calculated by using following formula.
RL of unknown point = RL of station + HI ± VD-Middle Hair Reading (M)
Hence, with the required calculated data regarding the road site in hand, the plan was
plotted on a scale of 1:500, L-Section on a graph paper on a scale of 1:1000 horizontal
and 1:100 verticals and the cross section at different points also on a graph paper on a
scale of 1:100 (both vertical and horizontal).
All the data, calculation (in a tabulated form) and the drawings of the necessary plan,
longitudinal section and the cross section of the road is attached with this report.

57
5.7 Observation and Calculation
Table 7: Chainage and Coordinate Calculation

58
Table 8: XYZ Coordinates for Detailing of Road Survey
Station X Y Z Remarks
IP1 50420.32 65882.19 1546.224 IS1
IP0 50412.84 65863.11 1542.6 ROAD
4 50417.49 65898.57 1542.644 D
5 50418.1 65898.38 1542.612 D
6 50428.14 65893.82 1541.908 R
7 50420.28 65892.63 1543.731 BC
8 50415.18 65891.7 1544.717 GL
9 50415.68 65886.39 1545.989 GL
10 50420.47 65888.19 1544.838 GL
11 50422.76 65883.49 1546.36 GL
12 50422.81 65883.48 1546.371 MC
13 50424.54 65877.94 1547.772 GL
14 50426.9 65880.79 1547.485 GL
15 50429.1 65876.26 1548.015 EC
16 50431.01 65878.63 1548.106 GL
17 50434.4 65876.57 1549.429 GL
18 50432.49 65873.12 1549.001 GL
19 50431.52 65873.36 1551.257 RW
20 50438.15 65868.65 1551.694 RW
21 50436.07 65876.69 1550.797 TREE
22 50414.91 65887.62 1546.528 TREE
IP2 50404.47 65905.24 1550.78 IS2
IP3 50404.45 65933.37 1554.222 PEG3
IP4 50410.77 65951.98 1558.308 PEG3
23 50409.22 65912.49 1551.793 MC
24 50419.54 65910.93 1548.216 BC
25 50404.34 65933.39 1554.237 EC
26 50420.98 65908.26 1548.201 GL
27 50413.08 65901.2 1549.868 GL
28 50413.18 65918.87 1551.774 GL
29 50417.99 65918.27 1551.93 GL
30 50406.77 65922.75 1552.497 GL
31 50400.46 65921.59 1552.165 GL
32 50400.71 65907.42 1551.887 RW
33 50400.71 65907.41 1551.886 RW
34 50400.71 65915.04 1551.993 RW
35 50399.14 65929.9 1552.3 RW
36 50400.55 65907.07 1549.943 GL
37 50409.33 65909.93 1551.564 GL
38 50406.68 65907.61 1550.404 GL
39 50404.78 65901.82 1550.039 GL
40 50408.16 65955.33 1551.806 RW

59
41 50408.12 65949.04 1551.967 RW
42 50404.45 65941.7 1552.29 BC3
43 50401.32 65941.67 1552.496 GL
44 50408.55 65941.79 1551.901 GL
45 50399.31 65944.23 1554.529 GL
46 50395.59 65941.74 1556.671 GL
47 50394.52 65932.64 1557.549 GL
48 50410.22 65934.72 1550.766 GL
49 50407.09 65927.2 1553.784 GL
50 50396.94 65921.77 1557.824 GL
51 50396.58 65924.56 1557.75 GL
52 50401.86 65925.55 1554.34 EC3
53 50396.14 65931.32 1556.878 T
54 50394.39 65936.11 1556.383 T
55 50393 65941.21 1556.159 T
56 50398.04 65929.59 1555.355 T
57 50405.99 65931.33 1553.312 T
58 50403.7 65933.47 1554.185 MC3
59 50438.32 65930.73 1558.719 IP5
60 50410.82 65959.41 1557.583 BC
61 50412.29 65959 1557.475 BC
62 50406.88 65958.89 1557.827 BC
63 50403.95 65953.98 1558.926 BC
64 50412.51 65952.74 1557.993 MC
65 50412.86 65951.53 1558.054 MC
66 50413.32 65950.37 1558.051 MC
67 50410.36 65956.15 1557.737 MC
68 50408.48 65958.47 1557.729 MC
69 50416.65 65947.43 1557.913 EC
70 50418 65947.96 1557.648 EC
71 50414.69 65945.65 1558.181 EC
72 50418.7 65944.3 1558.082 TREE
73 50419.97 65942.92 1557.988 TREE
74 50407.28 65950.2 1558.662 TREE
75 50400.97 65953.29 1560.886 GL
76 50405.94 65951.76 1558.587 GL
77 50408.85 65949.95 1558.574 GL
IP5 IS5
78 50432.29 65946.93 1558.962 GL
79 50438.08 65926.21 1557.547 GL
80 50437.85 65923.97 1557.392 GL
81 50435.75 65925.98 1556.634 GL
82 50440.31 65925.27 1558.437 GL
83 50439.27 65918.88 1558.434 GL
84 50440.61 65919.68 1558.605 GL

60
85 50441.71 65916.48 1558.733 GL
86 50438.06 65916.18 1557.724 GL
87 50438.99 65930.59 1558.749 GL
88 50440.69 65930.03 1558.831 GL
89 50441.07 65933.72 1559.048 GL
90 50440.59 65934.39 1558.899 GL
91 50438.97 65935.19 1558.012 GL
92 50437.95 65935.64 1557.495 GL
93 50435.9 65936.3 1556.564 GL
94 50435.02 65934.16 1556.631 GL
95 50441.46 65933.95 1559.812 GL
96 50440.95 65938.58 1558.414 GL
97 50443.38 65940.52 1559.051 GL
In the field, we had spent quite some time discussing the route of the road and also in
designing the curve. After performing this road alignment survey, we were able to build
up our confidence in designing roads at difficult terrain taking factors like economy,
convenience and its use into consideration. We believe that such a work will be of many
help for us in understanding the actual situation while undertaking actual design and
construction work in the future and we eagerly hope that our college organizes such
useful field trips of all the subjects frequently.
Hence, Survey of the road alignment is done to make safe, easy, short and economical
road. Geological stability and soil stability are also taken into account. Horizontal curves
are set according to Road Design Standards for comfort and other factors. While setting
the road alignment, it should be kept in mind that the minimum IP points should be taken
as far as possible and deflection angles should be minimal as far as possible.

61
Conclusion
The survey camp helped us a lot to be able to tackle the problem that could arise in the
professional life of land surveying. We made topographic map of the provided area, plan
and section of the area and performed bridge site survey.
During the survey camp we fixed the station, measured the length and angle and corrected
the traverse, took detailing and plotted contour map and topographic map.
In alignment surveying, we fixed the intersection point, measured the distance between
the points and the deflection angle. We took the cross-section data in every interval of
10m and in the BC, MC and EC.
In the bridge site surveying, we fixed the bridge axis, triangulated and took data for
plotting the topographic map by tentative cross-section.
The survey camp was concluded on 2078-06-19 with a lot of knowledge inbuilt in us. We
are now able to perform the survey work on our own and even able to help others in
surveying. We are able for plotting L-profile and cross-section.

62
Recommendations
During the Survey Camp lots of teachers provided their valuable guidance and support.
All basic facilities were provided. But we also had to face the problem of defective
instruments. We recommend avoiding such instrument.

63
References
PUNMIA, B. (2014). SURVEYING (Volume I). LAXMI PUBLICATIONS (P) LTD.
PUNMIA, B. (n.d.). SURVEYING (Volume II). LAXMI PUBLICATIONS (P) LTD.

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