Survey camp report of Madan Ashrit at Kharipati - Bhaktapur! 100 pages

Council for Technical Education and Vocational Training (CTEVT)
MADAN ASHRIT MEMORIAL TECHNICAL SCHOOL
Tel: +01-4991748 , Website: www.mamts.edu.np
Gothatar, Kathmandu
Survey Camp Report – 2017
SUBMITTED BY:
Suman Jyoti (info.sumn.ce@gmail.com)
Group Members
1. Suman Jyoti
2. Sunita Khatiwada
3. Bishnu Pd. Bhandari
4. Dipesh Jung Shai
5. Dubdorje Tamang
6. Dinesh Moktan
7. Dhurba Thapa
SUBMITTED TO:
Department of Civil Engineering
Madan Ashrit Memorial Technical School
Kathmandu, Nepal
Date:- 2017-Nov-29 to December-05

ACKNOWLEDGEMENT
This Report is the outcome result of survey camp of Madan Ashrit Memorial Technical
School (Kageswori Manahara, Gothatar-Kathmandu) carried by the Group B, which is held up
to the date of 2017-Nov-29 to 2017-Dec-05.
The purpose of this fieldwork was to make the each student independent to carry out the work
in real problem in the field. We think, the purpose is suitable for further work and which make
us to produce the report of the fieldwork in time. We are sincerely indebted to our collage
MAMTS, for providing opportunity to consolidate our theoretical and practical knowledge in
engineering surveying.
I would like to extend my heartfelt gratitude to Er. Niraj Pudasaini and Er. Sanjaya Subedhi
for their vital encouragement and support in the completion of this project report. This survey
camp meant a lot to me as it gave me a lot of field experience. I would like to thank for, Mr.
Manoj Khadka, who co-operated with me in the matter of guidance to providing instruments.
I would like to express our sincere gratitude to our camp teacher for their helpful suggestions,
friendly behavior and guiding any time during the field work an also providing prompt
comments and rectification necessary before finalization of the report for their
valuable instructions, during the fieldwork, without which it was very difficult to do the work
in the field and to produce the report.
Our camp Instructor:-
1. Er. Niraj Pudasaini (Vice Principle)
2. Er. Sanjaya Subedi (Instructor)
3. Er. Ashma Pokhrel (Instructor)
4. Er. Nita Khadka (Instructor)
5. Er. Sushanta Subedi (Instructor)
6. Mr. Manoj Khadka (Store Keeper)
7. Mr. Anish Bomjom (Teaching Aid)

PREFACE
This ReportonSurveyCamp is the briefDescriptionoftheworksthat weredone intheone weeksduring the
election time. The main objective of this survey camp is to provide an opportunity to
consolidate and update the practical knowledge in engineering.
Surveying in the actual field condition and habituate to work in differentenvironmentwithdifferent
people. Inthis SurveyCamp, We are supposedto surveya givenplot in all its aspect and work on road
alignment, topographic map and bridge alignment with proper X-section, L-Section and its
topography fulfilling all technical requirements.
This Report includes the entire descriptionofthepracticalcarried outduring the SurveyCamp. It also includes
theprofileandcross-sectionsatdifferentpointsoftheRoadAlignmentandBridgeSiteSurvey.Also,thisreport
includesthedeterminationofvariousorientationsandcurvefittingproblems.
ThisReporthelpsus inourfurtherEngineeringPractice.Thenumberofproblemsandcalculationsdone inthis
reporthelpsustodealwiththe similar problems in our further Engineering practice. Everyeffort has
been takento ensure the accuracy in this report. However some errors might have occurred. We will be very
muchgratefultotheviewers who gothroughthis report forbringing sucherrorsinournotice. Furthermorewe
wouldbeverythankfulfortheexaminersorviewers fortheirsuggestions in improving this report.
Our Surveying Team:
1. Suman Jyoti
2. Sunita Khatiwada
3. Bishnu Pd. Bhandari
4. Dipesh Jung Shai
5. Dubdorje Tamang
6. Dhurba Thapa
7. Dinesh Moktan

ABSTRACT
Surveying is the science and art of determining the relative positions of above, on, or beneath
the surface of earth, and is the most important part of Civil Engineering. The results of surveys
are used to map the earth, prepare navigational charts, established property boundaries.
Develop data of land used and natural resource information etc. Further survey maintains
highways, railroads, buildings, bridges, tunnels, canals, dams and many more.
Thus, the objective of survey camp was to make us gain the experience in this field by
performing topographic survey in a large area, learning to propose road alignment and select
suitable site for bridge axis.
The report reflects the methodology, observations, and calculations made by thestudents in
the Camp with the corresponding drawings. The large portion of the course covered with
elements of topographic surveying, and then those of road alignment and bridge site survey f
follow it. The main objective of the Survey Camp organized for us is to take an opportunity to
consolidate and update our practical and theoretical knowledge in engineering surveying in the
actual field condition.
In this survey camp we have to prepare a topographic map of the given area, road and bridge
site survey fulfilling all technical requirements. In this regard, we are required to carry out the
necessary field works in our sub-group so that we will get opportunity to the decision on
planning and execution of field works for the preparation of topographic map, road alignment
and bridge site survey. This survey camp helps us to build in our confidence to conduct
engineering survey on required accuracy.

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Survey Camp Report 2017-Nov-29 to Dec-05 Prepared by:- Suman Jyoti
CONTENTS
S.N TITLE PAGE
1 Introduction
1.1 Background………………………………………………………..…. 1-1
1.1.1Location…………………………………………………….…...1-1
1.1.2Site………………………………………………………….…. 1-1
1.1.3TopographyandGeology…………………………………….…. 2-2
1.1.4Rainfall, ClimateandVegetation……………………………….....2-2
1.1.5DescriptionofWork……………………………………….…….3-3
1.1.6WorksdetailsandSchedule……………………………………....3-3
1.2 Introduction…………………………………………………………...4-4
1.2.1Surveying………………………………………………………. 4-4
1.2.2Definationofterms………………………………………………5-6
2 TopographicSurveying
2.1LinearMeasurement………………………………………………....….7-7
2.2TheodoliteTraversing………………………………………….…...........8-9
2.3Methodology……………………………………………………….…..9-11
2.3.1BalancingtheTraverse………………………………………….10-11
2.3.2ClosingError…………………………………………………... 11-11
2.4Detailing……………………………………………………………... 11-11
2.5TachometryDetailing……………………………………………..…. 12-13
2.6Levelling………………………………………………………….......14-15
2.7Contouring………………………………………………………...….15-16
2.8TotalStation……………………………………………………...…....17-18
2.9Calculation…………………………………………………....…...…..19-47
3 BridgeSiteSurvey
3.1Overview……………………………………………………………...49-49
3.2BriefdescriptionofArea……………………………………………….50-50
3.3TechnicalSpecifications………………………………………………..50-50
3.4Methodology………………………………………………………….50-52
3.5Calculation….…………………………………………………………53-60
4 RoadAlignmentSurvey
4.1Introduction……………………………………………………………61-61
4.2Curves………………………………………………………………....61-62
4.3Equipment Require………………………………………..…………..62-62
4.4Norms……………………………………………………………...….63-63
4.5Methodology…………………………………………………………..63-65
4.6Calculation…………………………………………………………….66-74
4.7CommentsandConclusion……………………………………………..75-75

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Chapter One
Introduction
1.1 Background
1.1.1 Location:
Nepal Electricity Authority Training Center, Kharipati,Bhaktapur is about 18 km North East
of Kathmandu. The area to us for survey is about 200 ropanis of land with varieties of land.
The details of the area is as follows;
Country: ‐ Nepal
Region: ‐ Central Development Region
Zone: ‐ Bagmati
District: ‐ Bhaktapur
Our Survey Camp site was located near about 27º41'16"N and 85º27'20"E, at the altitude of
1362 m and about 18 km East of Kathmandu. The area allocated to us for survey is about
292065.62 sq m. of land with variable land features and almost all the man-made mentors like
road, sports ground building and pond etc.
It took about 1.5 hour drive to reach Kharipati from Madan Ashrit Memorial Technical School
(Gothatar). The project site is situated in the range of about 1332 m. above mean sea level.
1.1.2 Site:
i) For Topographic Survey and Road
Alignment
- NEA TrainingCenter
ii) For Bridge site Survey
- NearChaukote Tole River, Bansbari
1.1.3 Topography and Geology:

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NepalElectricityAuthority(NEA),Kharipatiislocated in the eastern part of Kathmandu valley, It lies
in Bhaktapur districts of Nepal. At the time of the 2011 Nepal census Kharipati had a
population of 8,129 with 1,817 houses in it. It is situated at about a distance of 18 kilometers
from the capital city Kathmandu.
Kharipati has gentle and steep topography differing from places to places. The area contains
ground features ranging from steep slopes to flat grounds. These features were shown by
contours. The geological structure is in good condition, so there is no any geological disasters
and eruption. Soil types are found similar to any other part of Bhaktapur i.e. soft clay, irrigated
by river and well suitable for cultivation.
Especially the low land below the NEA boundary is found to be good for the agricultural
product. The area contains ground features ranging from step slopes to almost flat grounds.
These features were shown by contours. The area also shows a variation in the elevation.
The latitude and longitude of Nepal is as following:
Latitude = 26°22' N to 30°27'
Longitude = 80°04' E to 88°12'
The latitude and longitude of NEA Training Center (Kharipati) is as follow:
Latitude = 27°41'16" N
Longitude = 85°27'20" E
Temperature = Normal
1.1.4 Rainfall, Climate and Vegetation:
The weather is moderate between autumn seasons. During the camp period temperature was
fluctuating from maximum to minimum of it just similar to the annual temperature variation
and rain fall around Kathmandu valley is:-
Temperature: maximum 25o
C to minimum 9o
C. The atmosphere was cool in the morning with
high value of humidity. Most of the empty spaces of the project area were full of vegetation
but without cultivated land except for some land around canteen area. Ordinary grassland
covered most of the areas. Presence of few plants, trees and bushes made environment green
and pleasant.

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1.1.5 Description of work:
1. Traversing:
No.ofmajorStation=10 (includingCP1andCP2)
No.ofminorStation=0
2. Detailing:
Area=FromNEAtrainingCanteento bottomgateofboundary.
3. FlyLevelling:
StartingPoint =TopgateofNEATrainingCenter (B.M=1336.000m)
EndingPoint =BottomgateofNEATrainingCenter (T.B.M=1310.525m)
4. RoadAlignment:
Startingpointoftheroad=IP1 (NearboyshostelJunction)
Lengthoftheroad=229.252m = 0.23 km
CrossSection=3and6mleft andrightof20mintervalonbothside fromcenterline.
5. BridgeSiteSurvey:
BridgeSpan=13.901m
CrossSection=10mupstreamand10mdown-stream.
1.1.6 Work Details and Schedule
The brief description of works done in the survey camp are as presented follows:
Project Title: Survey Camp 2017
Location: NEA-Kharipati, Bhaktapur
Duration: 7 days/ 1 weeks (2017-Nov-29 to Dec-05)
Working Time: 05:30am to 06:00 pm
Surveyed by: Group B
WorkingSchedule:
S.N Day Survey Field Work
1 2017-29th
-November Reconnaissance for topographic survey and linear
measurement of traverse.
2 2017-30th
–November Linear measurement of Traverse and Fly levelling
3 2017-01th
–December Angular Measurement and Level transfer to Traverse
4 2017-02th
–December Topography Survey (Detailing)
5 2017-03th
–December Bridge Site Survey (X-section and L-Section detailing)
6 2017-04th
–December Road Alignment Survey
7 2017-05th
-December Presentation / Viva and complete incomplete work
1.2 Introduction

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1.2.1 Surveying:
Surveying is defined as the science and technique of determining three dimensional position of
point on above or beneath the surface of the earth by means of angular and
linear measurements. The application of surveying requires skills as well as knowledge of
mathematics, physics, to some extent, astronomy.
The knowledge of surveying is advantageous to many phase of engineering. The earliest
surveys were made in connection with the land surveying. Surveying is the most essential
subject matter before and during all engineering works like civil engineering works such as
designing and construction of highways, water supply systems, irrigation projects, buildings
etc. Land area surveys are made to determine the relative horizontal and vertical position of
topographic features and to establish reference mark to guide construction. In surveying, all
measurement of lengths is horizontal, or else is subsequently reduce to horizontal distance. The
object of survey is to prepare plan or map so that it may represent the area on a horizontal
plane. Vertical distances between the points are shown on map by contour lines and are usually
represented by means of vertical sections drawn separately. A plan or map is
horizontal projection of an area and show only horizontal distance of the points.
The main objectives of surveying courses allocated for civil engineering students is to promote
them the basic knowledge of different surveying techniques relevant to civil engineering works
in their professional practice. The completion of all surveying courses including one week
survey camp work organized by Madan Ashrit Memorial Technical School and will give better
enhancement to students to use all surveying technique covered in lecture classes.
This is a detail report of the works, which were performed by Group B, have seven members,
during the camp period. Briefly explains of the working procedures and technique used by this
group during that camp period. In addition, it also contain observations, calculations, methods
of adjustment of error, main problem during work and their solution, results of all calculations
and their assessments withsomecomments ispresentedinaconcise form:-
In our survey camp, the type of survey that we performed is engineering survey which
includes the preparation of topographic map, in which both horizontal and vertical
controls are necessary. As per instrument used form theodolite traverse survey for fixing
control points, tachometric (Instrument either Total Station or Theodolite) survey for
detailing and triangulation survey for establishing control points in bridge site survey.
1.2.2 Principle of Surveying
The fundamental principles of plane surveying are:
 Working from whole to part:
It is very essential to establish first a systemof control points with higher precision. Minor control points can
then be established by less precise method and details can then 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 (preferably three) points of reference, the position of which have already been fixed.
 Consistency of work:

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The survey work should performed by keeping consistency in method, instrument, observer
etc. to get desired level of accuracy.
 Independent check:
Everymeasurementtakeninthefield must bechecked by some independent field observation so that
the mistake is not passed unnoticely.
 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.
Thus, in our survey camp, survey work is performed by considering the above
fundamental principle of surveying.
1.2.3 Defination of Terms:
1. Bench mark:
A survey mark made on a monument having a known location and elevation, serving as a
reference point for surveying.
2. Traversing:
A traverse may be defined as the course taken measuring a connected series of straight
lines, each joining two points on the ground; these points are called traverse stations.
3. Levelling:
Leveling is the branch of surveying, which is used to find the elevation of given points
with respect to given or assumed datum to establish points at a given elevation or at
different elevations with respect to a given or assumed datum.
4. Contouring:
Contour lines are imaginary lines exposing the ground features and joining the points of
equal elevations.
5. Transition curve:
A transition curve is a curve of varying radius introduced between a straight line and a
circular curve.
6. Triangulation:
The process of determining the location of a point by measuring angles to it from known
points at either end of a fixed baseline, rather than measuring distances to the point
directly.
7. Reduced level:
The vertical distance of a point above or below the datum line is called as reduced level.
8. Back sight reading:
This is the first staff reading that is taken in any set of the instrument after the leveling is
perfectly done. The point is normally taken on the bench mark.
9. Foresight reading:
It is the last reading that in any set of instrument and indicates the shifting of the latter.
10. Intermediate sight reading:
The staff reading between the back sight and foresight.
11. Cross levelling:
The operation of taking level transverse to the direction of longitudinal leveling.
1.2.4 ObjectivesofSurveyCamp:
The main objective of the camp is to provide a basic knowledge of practical implementation of
different survey work, which must be encountered in future. It enhances the practical

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knowledge thereby implementing different work and in other side it involves self-assured
feeling everlastingly. It guides to tread on the path ending with success. The main objectives
of the survey camp are as follows:
 To become familiar with the problems that may arise during the fieldworks.
 To became familiar with proper handling of instrument and their functions.
 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 knows the value of time.
 To collect required data in the field in systematic ways.
 To compute and manipulate the observed data in the required accuracy
and present it in diagrammatic and tabular form in order to understand by others.
 To make capable for the preparation of final report.
Two Peg Test for Checking the Levelling instrument
STEP : 1
Setup 1 Station 1
Station 2
STEP : 2
Station 1 Setup 2 Station 2
Figure : Two Peg Test

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Here,
Total Distance = 30m
Setup 1 = Approx. 2 m and Setup 2 = 15 m
 For Setup 1
Now, The Level machine is shifted from Setup 1 to Approx. 2m far distance from Station 1
Then,
Sighted 1,
Top reading = 1.646 m
Middle reading = 1.482 m
Bottom reading = 1.318 m
Average Height =
𝑇+𝑀+𝐵
3
=
𝑇+𝐵
2
= 1.482 m
Sighted 2,
Average Height =
𝑇+𝑀+𝐵
3
=
𝑇+𝐵
2
= 1.402 m
Level difference between 1 and 2 = 1.482-1.402=0.080m
 For Setup 2
Now, The level is shifted between the distance of Station 1 and Station 2 in exact middle
portion of given distance 30 m. Then,
Sighted 1,
Average Height =
𝑇+𝑀+𝐵
3
=
𝑇+𝐵
2
= 1.406 m
Sighted 2,
Average Height =
𝑇+𝑀+𝐵
3
=
𝑇+𝐵
2
= 1.325 m
Now,
Level difference between 1 and 2 = 1.406-1.325=0.081m
Thus,
Error between setup 1 and setup 2 = 0.081 -0.080 = 0.001 m
Precision =
𝟏
𝐓𝐨𝐭𝐚𝐥 𝐃𝐬𝐢𝐬𝐭𝐚𝐧𝐜𝐞
𝐄𝐫𝐫𝐨𝐫
=
𝟏
𝟑𝟎
𝟎.𝟎𝟎𝟏
= 3.33*10-5
I.e.
1 in 30000.

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

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2.2 Tachometry Surveying
Objectives:-
 Produce the topographic map and detailed plan of the proposed area by using surveying
software (Theodolite, Total Station)
Instrument Required:-
 Total Station or Theodolite
 Stadia Rod
 Peg
 Reflected Prism (i.e. only for total station)
 Tripod Stand
Introduction:-
Tachometry survey is a branch of surveying in which horizontal and vertical distance of points
are obtained by optical measurement avoiding ordinary and slower process of measurement
tape. Tachometric surveys are usually performed to produce contour and details plans for
further work, or to produce coordinates for area and volume calculations. Observation are
usually performed from known survey stations, often established by traversing.
Theory:-
Used a Total Station, able to read distance by reflecting off a prism.
It is now possible to produce plans of large areas that previously would have taken weeks, in a
matter of days. This instrumentation has facilitated the development of this method of detail
and contour surveying into a very slick operation.
Used a Theodolite, able to read distance by sighting from instrument at Stadia rods.
It is also possible now to detailing but it is slowest process than Total Station.
Field work for Traversing:-
a. Reconnaissance: It is done to-
 To locate suitable positions for stations, poorly executed reconnaissance can
result from difficulties at later stages leading waste of time and inaccurate work.
 To obtain overall picture of the area.
b. During selection of station following points should be noted-
 Number of station should be kept minimum as possible.

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 Length of traverse legs should be kept as long as possible to minimize effect of
centering error, however too long leg can also result from refraction error.
 Station should be located such that they are clearly inter visible.
 Station should be placed on firm, level ground so that the theodolite/total station
and tripod are supported adequately during measurement.
 Interior angle of the station between traverse legs should not be less than 30° or
should not be around 180° to minimize error during plotting
c. Station marking-
 Station marking needs to be done by the permanent marker for easy allocation
of station throughout the survey period.
 Generally for traverse purpose, wooden pegs are flush into the ground, a nail is
tapped into the top of peg to define exact position of station
 A reference or witnessing sketch of the features surrounding each station should
be prepared especially if the stations are to be left for any time before used or if
they are required again
d. Linear measurement-
 Linear measurement of traverse line will normally be measured by EDM or by
measuring tape.
 During Linear measurement, for precision both way (forward and backward
direction) measurement is carried out and discrepancy should be better than
1:2000
e. For Angular measurement-
 If the internal angles are being read, it is usual to proceed from station to station
round the traverse in an anticlockwise direction
 Generally, more than one set of reading is preferred for higher accuracy
measurement along with both face (right and left face) reading
 If external angles are observed then one should occupy the stations in a
clockwise direction
 When all internal angles are measured, sum of internal angle should be equal to
(2n-4)*90, for external angle (2n+4)*90.

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Requirements of Field notes:-
 Accuracy: Field data and reference data should be accurately noted
 Integrity: A single omitted measurement or detail can nullify the use of notes for
plotting. So Notes should be checked carefully for completeness before leaving
 Legibility: Notes can be used only if they are legible. A professional-looking set of
notes is likely to be professional in quality
 Arrangement: Note forms appropriate to the particular survey contribute to accuracy,
integrity, and legibility
 Clarity: Advance planning and proper field procedures are necessary to ensure clarity
of sketches and tabulations and to minimize the possibility of mistakes and omission.
Conclusion:-
We know that when the stations have been sighted, a sketch of the traverse should be prepared
approximately to scale. The stations are given reference letters or numbers. This greatly assists
in planning and checking of field work.
Result:-
Making topographic map and detailed plan of proposed area.
2.3 Theodolite Traversing
Objectives:
 To know the advantages of bearing and their use in various survey works.
 To be familiar with the checks and errors in a closed traverse and solve them.
 To be familiar with various types and methods of traverse surveying for detailing.
 To know well about the traverse computation and be fluent in it.
Instrument Required:
 Theodolite with Tripod Stand
 Tape
 Ranging rod
 Pegs and Hammer
 Prismatic Compass with Stand.
Theory:
Traversing is that type of survey in which member of connected survey lines from the frame
work and the direction and lengths of the survey lines are measured with the help of an angle
measuring instrument and a tape. When the lines form a circuit which ends at the starting points,
it is known as closed traverse. It the circuit ends else. where, it is said to be an open traverse.
The close traverse is suitable for locating the boundaries of lakes, grounds, city maps etc. and
for the survey of large areas, whereas open traverse is suitable for surveying a long narrow strip
of land as required for a road or canal or the coast line.
The main principle of traverse is that a series of the straight line are connected to each other
and the length and direction of each lines are known. The joins of two points of each lines is
known as traverse station and the angle at any station between two consecutive traverse legs is
known as traverse angle.

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TheodoliteTraversing:-
Theodolite traversing is a method of establishing control points, their position being determined
by measuring the distances between the traverse stations (which serve as control points) and
the angles subtended at the various stations by their adjacent stations. The traversing in which
the length between two stations of the traverse is measured directly by chaining or taping in
the ground and angle of the station is measured by the theodolite is called theodolite traversing.
Procedure:
- First of all the traverse stations were fixed around the given area to the surveyed keeping
in the ratio of traverse legs 1:2 for major and 1:3 for minor traverse. The stations were
chosen in this place where instrument is easy to setup.
- Measurement of the horizontal distance between one station to another station by using
the tape. And also measure the nearby permanent structure for reference when
unfortunately traverse station is missing.
- Now, with the help of theodolite two sets of horizontal angle between the traverse legs
were measured. i.e. face left and face right.
- The height of the instrument in every set up of theodolite was also measured.
- With the help of prismatic compass, magnetic bearing of one traverse line was
measured.
Norms (Technical specifications):
 Conduct reconnaissance survey of the given area. Form a close traverse (major and
minor) around the perimeter of the area by making traverse station. In the selection of
the traverse station maintain the ratio of maximum traverse leg to minimum traverse
leg less than 1:2formajortraverse.
 Measure the traverse legs in the forward and reverse directions by means of a tape
calibrated against the standard length provided in the field, note that discrepancy
between forward and backward measurements should be better than 1:2000.
 Measure traverse angle on two sets of reading by theodolite. Note that difference
between the mean angles of two sets reading should be within the square root of no of
station times least count of the instrument.
 Determine the R.L. of traverse stations by fly leveling from the given B.M. Perform
two-peg test before the start of fly leveling. Note that collimation error should be less
than 1:10000.
 Maintain equal fore sight and back sight distances to eliminate collimation error. R.L.
of .B.M is 1336
 The Permissible error for fly leveling is (±25√k)mm
 Balance the traverse. The permissible angular error for the sum of interior angles of the
traverse should be less than±√n x 1 minutes for Major Traverse ±√n x 1.5 minutes for
Minor Traverse (n = no. of traverse station).
 For major and minor traverse the relative closing error should be less than 1: 2000
and1: 1000 respectively.
 Plot the traverse stations by coordinate method in appropriate scale, i.e. 1:1000 for
major traverse and 1:500 forminortraverses.

P a g e | 19
2.4 Methodology:
The methodology of surveying is based on the principle of surveying. They are as follows:
1. Working from whole to part.
2. Independent check.
3. Consistency of work
4. Accuracy Required
The different methodologies were used in surveying to solve the problems arise in the field.
These methodologies are as follows:
a) Reconnaissance (recci):
Reconnaissance (recci) means the exploration or scouting of an area. In survey, it involves
walking around the survey area and roughly planning the number of stations and the position
of the traverse stations. Recci is primarily done to get an overall idea of the site. This helps to
make the necessary observations regarding the total area, type of land, topography, vegetation,
climate, geology and indivisibility conditions that help in detailed planning.
The following points have to be taken into consideration for fixing traverse stations:
 The adjacent stations should be clearly inter visible.
 The whole area should include the least number of stations possible.
 The traverse station should maintain the ratio of maximum traverse leg to minimum
traverseleg lessthan1:2forMajorTraverseand1:3forMinorTraverse.
 The steep slopes and badly broken ground should be avoided as far as possible, which
may cause inaccuracy in tapping.
 The stations should provide minimum level surface required for setting up
the instrument.
 The traverse line of sight should not be near the ground level to avoid the refraction.
Taking the above given points into consideration, the traverse stations were fixed. Then two
way taping was done for each traverse leg. Thus, permanent fixing of the control points
completes reconnaissance.
b) Traversing:
Traversing is a type of surveying in which a number of connected survey lines form the
framework. It is also a method of control surveying. The survey consists of the measurement
of
 Angles between successive lines or bearings of each line.
 The length of each line.
There are two types of traverse. They are as follows:
(i) Closed traverse:
If the figure formed by the lines closes at a station i.e. if they form
a polygon or it starts and finishes at the points of known co-
ordinatesthen the traverse is called closed traverse.
(ii) Open traverse:
If a traverse starts and finishes at points other than the starting point or
point of unknown co-ordinates, then the traverse is called open traverse.
Measurement of horizontal and vertical angle:
Two set of horizontal angle was measured at each station and one set of vertical angle. And it
was done in the following way:-

P a g e | 20
i) One the face left temporary adjustment was done.
ii) After setting zero to the first station the second station was sighted by unclamping
the upper screw.
iii) For better accuracy and exact bisection horizontal angle was measured at the bottom
of the arrow.
iv) And on the same setting or same face vertical angle at both the station was taken.
v) Now again changing the face the horizontal angle was taken and vertical angle too.
vi) Now setting the reading to ninety at the first station again one set of horizontal
angle was taken but the vertical angle is enough, taken earlier.
vii) Before shifting the instrument to the next station the height of instrument was taken.
viii) Similarly the instrument was shifted to other station and in each station one set of
vertical angle and two set of horizontal angle and height of instrument was
measured.
ix) For comparison of the tape distance and the Tachometric distance the stadia reading
(top, mid, bottom) was taken at each station and for the calculation of the reduce
level of each station we need to read mid reading which can be compared with the
level transferred using auto level.
2.4.1 Balancing the traverse:
There are different methods of adjusting a traverse such as Bow ditch’s method, Transit
method, Graphical method, and Axis method. Among them during the survey camp, Bow
ditch’s method was used to adjust the traverse.
The basis of this method is on the assumptions that the errors in linear measurements are
proportional to L and that the errors in angular measurements are inversely proportional to L,
where L is the length of a line. The Bow ditch’s rule is mostly used to balance a traverse where
linear and angular measurements are of equal precision. The total error in latitude and in the
departure is distributed in proportion to the lengths of the sides.
The Bowditch’s Rule is commonly used to balance a traverse where linear and angular
measurements are of equal precision. The total error in latitude and in the departure is
distributed in proportion to the lengths of sides. The Bowditch rule gives the correction as,
Traverse
that
of
Perimeter
Leg
That
of
Length
Dept
or
Lat
in
Error
Total
Dept
or
Lat
To
Correction
_
_
_
)
_
_
_
(
*
.)
_
.(
_
_
_
_
_
.
_
_ 
2.4.2 Closing error:
If a closed traverse is plotted according to the field measurements, the end of the traverse will
not coincide exactly with the starting point. Such and error is known as closing error.
Mathematically,
Closing error (e) = √ {(Ʃ𝐿)2
+(Ʃ𝐷)2
}
Direction, tan θ =ƩD/ƩL
The sign of ƩLand ƩD will thus define the quadrant in which the closing error lies.
The relative error of closure = Error of Closure / Perimeter of the traverse
= e / p
= 1 / (p / e)
The error (e) in a closed traverse due to bearing may be determined by comparing the two
bearings of the last line as observed at the first and last stations of traverse. If the closed
traverse, has N number of sides then,

P a g e | 21
Correction for the first line = e/N
Correction for the second line = 2e/N
And similarly, correction for the last line = Ne/N = e
In a closed traverse, by geometry, the sum of the interior angles should be (2n-4) x 90˚. Where,
n is the number of traverse sides. If the angles are measured with the same degree of precision,
the error in the sum of the angles may be distributed equally among each angle of the traverse.
2.5 Detailing:
Detailing means locating and plotting relief in a topographic map. Detailing can be done by
either plane table surveying or tachometric surveying. Plane tabling needs less office work than
tachometric survey. Nevertheless, during our camp, we used the tachometric method.
 Tachometry
Tachometry is a branch of angular surveying in which the horizontal and vertical
distances of points are obtained by optical means. It is very suitable for steep or broken ground,
deep ravines, and stretches of water or swamp where taping is impossible and unreliable.
The objective of the tachometric survey is to prepare of contour maps or plans with both
horizontal and vertical controls.
The formula for the horizontal distance is (H) = 100*S*cos2
θ
The formula for the vertical distance is (V) = 100 *S*(
Sin2θ
2
) where, S = Staff intercept.
θ = Vertical Angle.
If the angle used is zenithal angle then, θ = Zenithal Angle.
2.6 Levelling:
Leveling is a branch of surveying the object of which is:
(i) To find the elevation of given points with respect to given or assumed
datum.
(ii) To establish points at a given elevation or at different elevations with respect
to a given or assumed datum.
(iii) The first operation is required to enable the works to be designed while the
second operation is required in the setting out of all kinds of engineering
works.
(iv) Leveling deals with measurements in a vertical plane.
(v) To provide vertical controls in topographic map, the elevations of the
relevant points must be known so that complete topography of the area.
Two types of leveling were performed at the site, namely direct leveling (spirit leveling)
and indirect leveling (trigonometric leveling).
 Direct leveling:
It is the branch of leveling in which the vertical distances with respect to a horizontal line
(perpendicular to the direction of gravity) may be used to determine the relative difference in
elevation between two adjacent points. A level provides horizontal line of sight, i.e. a line
tangential to a level surface at the point where the instrument stands. The difference in elevation
between two points is the vertical distance between two level lines. With a level set up at any
place, the difference in elevation between any two points within proper lengths of sight is given
by the difference between the rod readings taken on these points. By a succession of instrument
stations and related readings, the difference in elevation between widely separated points is
thus obtained.
Following are some special methods of direct (spirit) leveling:
1. Differential leveling:

P a g e | 22
It is the method of direct leveling the object of which is solely to determine the difference in
elevation of two points regardless of the horizontal positions of the points with respect of each
other. This type of leveling is also known as fly leveling.
2. Profile leveling:
It is the method of direct leveling the object of which is to determine the elevations of points
at measured intervals along a given line in order to obtain a profile of the surface along that
line.
3. Cross-sectioning:
Cross-sectioning or cross leveling is the process of taking levels on each side of main line at
right angles to that line, in order to determine a vertical cross-section of the surface of the
ground, or of underlying strata, or of both.
4. Reciprocal leveling:
It is the method of leveling in which the difference in elevation between two points is accurately
determined by two sets of reciprocal observations when it is not possible to set up the level
between the two points.
 Indirect leveling:
Indirect method or trigonometric leveling is the process of leveling in which the elevations of
points are computed from the vertical angles and horizontal distances measured in the field,
just as the length of any side in any triangle can be computed from proper trigonometric
relations.
 Two Peg Test:
Before starting the fly leveling, two peg test was carried out to check the accuracy of the level
used. The collimation error was found to be 1: 10000 which satisfied the permissible error limit
(1:10,000).
 Temporary adjustments of Level:
a) Setting up the level: The operation of setting up includes fixing the
instrument on the stand and leveling the instrument approximately.
b) L e v e l i n g u p : Accurate leveling is done with the help of foot screws and
with reference to the plate levels. The purpose of leveling is to make the vertical
axis truly vertical and horizontal line of sight truly horizontal.
c) R e m o v a l o f p a r a l l a x : Parallax is a condition when the image formed
by the objective is not in the plane of the cross hairs. Parallax is
eliminated by focusing the eyepiece for distinct vision of the cross hairs and b
yfocusing the objective to bring the image of the object in the plane of cross
hairs.
 Booking and reducing levels:
There are two methods of booking and reducing the elevation of points from the observed staff
reading.
Height of the Instrument method:
Arithmetic Check: ∑BS – ∑F.S. = Last R.L. – FirstR.L.
Rise and Fall method:
Arithmetic Check: ∑ BS – ∑ F.S. = ∑ Rise – ∑fall = Last R.L. – First R.L.
 Level transfer to the major and minor traverse stations:

P a g e | 23
The R. L of the temporary benchmark was then transferred to the control stations of the major
and minor traverse. The closing error was found to be within the permissible limits. The
misclosure was adjusted in each leg of the leveling path by using the following formula:
Permissible error = ±25kmm.
Where, k is perimeter in Km
Actual Error (e) = ∑B.S – ∑F.S= Last R.L. – First R.L.
Correction ith
leg = -(e x (𝐿1+𝐿2+….+𝐿𝑖)P
Where,𝐿1,𝐿2, 𝐿𝑖 is the length of 1st
,2nd
,ith
leg.
P is perimeter.
Relative Precision= 1/(p/e)
2.7 Contouring:
A contour is an imaginary line, which passes through the points of equal elevation. It is a line
in which the surface of ground is intersected by a level surface. Every fifth contour lines must
be made darken. While drawing the contour lines, the characteristics of the contours should be
approached. The characteristics are as follows:
 Two contours of different elevations do not cross each other except in the case of
an overhanging cliff.
 Contours of different elevations do not unite to form one contour except in the case of
a vertical cliff.
 Contours drawn closer depict a steep slope and if drawn apart, represent a gentle slope.
 Contour at any point is perpendicular to the line of the steepest slope at the point.
 A contour line must close itself but need not be necessarily within the limits of the map
itself.
 U-shape contours indicates the ridge.
 V-shape contours indicates the valley
 Contours lines does not passes through permanent structure.
Taking the reading at the change point on the ground does the indirect method of locating
contours. The interpolation method is used to draw the contour lines. Interpolation of contours
is done by estimation, by arithmetic calculations or by graphical method. The eye estimation
method is extremely rough and is used for small-scale work only. Generally, arithmetic
calculation method of interpolation is used to draw the contour lines and is performed as
follows:
X= (H/V) * Y
where, X= Horizontal distance of the point to be located.
H = Horizontal distance between two guide points.
V = Vertical distance between the two guide points.
Y = Vertical distance between lower elevation point and the point to be located.

P a g e | 24
2.8 Total station:
Introduction:
A total station is an optical instrument used a lot in
modern surveying and archaeology and, in a minor way,
as well as by police, crime scene investigators, private
accident reconstructionist and insurance companies to
take measurements of scenes. It is a combination of an
electronic theodolite (transit), an electronic distance
meter (EDM) and software running on an external
computer known as a data collector.
With a total station one may determine angles and
distances from the instrument to points to be surveyed.
With the aid of trigonometry and triangulation, the angles
and distances may be used to calculate the coordinates of
actual positions (X, Y, and Z or northing, easting and
elevation) of surveyed points, or the position of the
instrument from known points, in absolute terms.
ComputationandPlotting:
For the calculations as well as plotting, we applied the coordinate method (latitude and
departure method). In this method, two terms latitude and departure are used for calculation.
Latitude of a survey line may be defined as its coordinate lengths measured parallel to
an assumed meridian direction. The latitude (L) of a line is positive when measured towards
north, and termed as Northing and it is negative when measured towards south, and termed as
Southing. The departure (D) of a line is positive when measured towards east and termed as
Easting and it is negative when measured towards south, and termed as Westing. The latitude
and departures of each control station can be calculated using the relation:
Latitude = L Cos θ
Departure=LSin θ
Where, L=distance of the traverse legs
θ =Reduced bearing
If a closed traverse is plotted according to the field measurements, the end of the traverse will
not coincide exactly with the starting point. Such and error is known as closing error.
Mathematically,
Closing error (e) = √ {(Ʃ𝐿)2
+(Ʃ𝐷)2
}
Direction, tan θ = ƩD/ƩL
The sign of ƩLand ƩD will thus define the quadrant in which the closing error lies.
The relative error of closure = Error of Closure / Perimeter of the traverse
= e / p
= 1 / (p / e)
The error (e) in a closed traverse due to bearing may be determined by comparing the two
bearings of the last line as observed at the first and last stations of traverse. If the closed
traverse, has N number of sides then,
Correction for the first line = e/N

P a g e | 25
Correction for the second line = 2e/N
And similarly, correction for the last line = Ne/N = e
In a closed traverse, by geometry, the sum of the interior angles should be (2n-4) x 90˚. Where,
n is the number of traverse sides. If the angles are measured with the same degree of precision,
the error in the sum of the angles may be distributed equally among each angle of the traverse.
Mathematically,
a) Correction in departure of a side of traverse = - (Total departure misclosure / traverse
perimeter) x length of that side.
b) Correction in latitude of a side of traverse = - (Total latitude misclosure / traverse
perimeter) x length of that side.
Computation Steps:
Here the traverse computation is done in above tabular form. For complete traverse
computations, following steps were carried out:
- The interior angles were adjusted to satisfy the geometrical conditions, ie sum of
interior angles to be equal to (2n-4)x90
- Starting with observed bearing of one line the bearings of all the others lines were
calculated.
- Consecutive co-ordinates (latitude and departure) were calculated. i.e. ∑ L and ∑ D
- Necessary corrections were applied to the latitudes and departures of the lines so that
∑ L=0 and ∑ D=0. The corrections were applied by the transit rule.
Using the corrected consecutive co-ordinates, the independent value were calculated.
- The correct lengths and the correct bearings of the traverse lines were also calculated
using the corrected consecutive co-ordinates.
i.e. True length (l) = √(L^2+D^2) and True bearing (θ) = tan-1( D/L ).
- The traverse lines or legs should be passed through the area to be surveyed.

P a g e | 26
2.9 Calculation:
Distance measurement Sheet
SURVEY CAMP – 2017
S.N Station Distances (m) Total
length
Mean
length
Error
(m)
Precisio
n
Remarks
From To
1. 𝐶𝑝2 𝐵𝑚1 13.70+11.201+11.5+9.67+10.
9+9.55+8.64+6.11+8.83
90.010
90.072
5
0.057 1 in
1580.27
Check
Point
𝐵𝑚1 𝐶𝑝2 16.68+8.204+8.28+12.97+10.
71+9.72+7.59+8.23+7.66
90.044
2. 𝐵𝑚1 𝐵𝑚2 10.4+2.88+9.03+5.27+6.4+10.
21+8.61+9.23+7.59+5.8+9.37 84.790
84.83 0.08
1 in
1060.37
𝐵𝑚2 𝐵𝑚1 8.37+3.13+10.91+11.19+6.74+3.8
9+8.2+11.19+10.13+11.12 84.870
3. 𝐵𝑚2 𝐵𝑚3 8.79+9.34+7.11+8.72+7.7+7.1
2+7.32
56.100
56.08 0.04 1 in
1402.53
Short
Distance
𝐵𝑚3 𝐵𝑚2 8.48+7.16+9.64+7.61+7.7+9.3
4+6.13
56.06
4. 𝐵𝑚3 𝐵𝑚4 9.75+13.67+21.4+11.12+12.5
+10.48+15.8
94.72
94.705 0.03 1 in
3156.6
Long
distance
𝐵𝑚4 𝐵𝑚3 15.21+19.53+9095+12.10+12.
6+11.6+13.7
94.69
5. 𝐵𝑚4 𝐵𝑚5 8.04+12.86+20.55+10.99+7.7
+8.7
68.84
68.845 0.01 1 in
6882.32
𝐵𝑚5 𝐵𝑚4 17.3+11.92+13.10+8.49+10.6
1+7.43
68.85
6. 𝐵𝑚5 𝐵𝑚6 14.63+13.70+16.83+9.81+6.3
1+1.53+3.17
65.98
65.965 0.03 1 in
2198.7
𝐵𝑚6 𝐵𝑚5 12.34+18.27+13.62+11.38+1.
67+6.52+2.16
65.95
7. 𝐵𝑚6 𝐵𝑚7 5.97+8.83+7.49+8.0+6.160+8.
96+7.96+7.93+8.49
69.79
69.76 0.06 1 in
1162.67
𝐵𝑚7 𝐵𝑚6 6.48+7.96+8.12+7.49+8.76+6.
12+8.42+9.61+6.77
69.73
8. 𝐵𝑚7 𝐵𝑚8 7.86+9.8+15.15+12.0+7.0+13.9 65.71
65.685 0.05 1 in
1312.3
𝐵𝑚8 𝐵𝑚7 8.13+7.32+16.28+11.37+9.67
+12.89
65.67
9. 𝐵𝑚8 𝐶𝑝1 10.53+7.56+2.7+9.4+6.94+6.1
2+4.94+4.81+6.72+4.94+4.07
+3.59+6.83
79.25
79.28 0.06 1 in
1321.3
𝐶𝑝1 𝐵𝑚8 3.53+9.49+7.71+7.05+7.3+7.8
1+6.16+4.94+5.34+7.4+3.48+
4.29+4.79
79.31
10. 𝐶𝑝1 𝐶𝑝2 4.29+6.67+8.42+9.49+5.86+1
1.18+9.23
58.46
58.46 0.04 1 in
1461.5
Check
Point
𝐶𝑝2 𝐶𝑝1 10.52+9.94+5.72+5.71+5.36
+8.34+6.24+6.65
58.48

P a g e | 27
Kageshwori Manahara, Kathmandu
THEODOLITE FIELD OBSERVATION SHEET
Instrument at:- 𝑩𝒎𝟏 Height of Instrument:-…..
Sighted
To
Face HCR HA Mean H.A
Remarks
0 ' '' 0 ' '' 0 ' ''
𝑪𝒑𝟐 L 0° 00' 00''
197° 37' 25''
𝑩𝒎𝟐 L 197° 37' 20'' 197° 37' 20''
𝑩𝒎𝟐 R 17° 37' 30''
𝑪𝒑𝟐 R 180° 00' 00'' 197° 37' 30''
Instrument at:- 𝑩𝒎𝟐 Height of Instrument:-…..
Sighted
To
Remarks
0 ' '' 0 ' '' 0 ' ''
𝑩𝒎𝟏 L 0° 00' 00''
142° 22' 20''
𝑩𝒎𝟑 L 142° 22' 30'' 142° 22' 30''
𝑩𝒎𝟑 R 322° 22' 20''
𝑩𝒎𝟏 R 180° 00' 10'' 142° 22' 10''
Instrument at:- 𝑩𝒎𝟑 Height of Instrument:-…..
Sighted
To
Remarks
0 ' '' 0 ' '' 0 ' ''
𝑩𝒎𝟐 L 0° 00' 00''
88° 54' 05''
𝑩𝒎𝟒 L 88° 54' 10'' 88° 54' 10''
𝑩𝒎𝟒 R 268° 54' 00''
𝑩𝒎𝟐 R 180° 00' 00'' 88° 54' 00''
Instrument at:- 𝑩𝒎𝟒 Height of Instrument:-…..
Sighted
To
Remarks
0 ' '' 0 ' '' 0 ' ''
𝑩𝒎𝟑 L 0° 00' 00''
201° 42' 20''
𝑩𝒎𝟓 L 201° 42' 30'' 201° 42' 30''
𝑩𝒎𝟓 R 21° 42' 20''
𝑩𝒎𝟑 R 180° 00' 10'' 201° 42' 10''
Instrument at:- 𝑩𝒎𝟓 Height of Instrument:-….
Sighted
To
Remarks
0 ' '' 0 ' '' 0 ' ''
𝑩𝒎𝟒 L 0° 00' 00''
157° 30' 35''
𝑩𝒎𝟔 L 157° 30' 30'' 157° 30' 30''
𝑩𝒎𝟔 R 337° 30' 40''
𝑩𝒎𝟒 R 180° 00' 00'' 157° 30' 40''

P a g e | 28
THEODOLITE FIELD OBSERVATION SHEET
Instrument at:- 𝑩𝒎𝟔 Height of Instrument:-
Sighted
To
Remarks
0 ' '' 0 ' '' 0 ' ''
𝑩𝒎𝟓 L 0° 00' 00''
86° 26' 15''
𝑩𝒎𝟕 L 86° 26' 10'' 86° 26' 10''
𝑩𝒎𝟕 R 266° 26' 20''
𝑩𝒎𝟓 R 180° 00' 00'' 86° 26' 20''
Instrument at:- 𝑩𝒎𝟕 Height of Instrument:-
Sighted
To
Remarks
0 ' '' 0 ' '' 0 ' ''
𝑩𝒎𝟔 L 0° 00' 00''
148° 43' 10''
𝑩𝒎𝟖 L 148° 43' 20'' 148° 43' 20''
𝑩𝒎𝟖 R 328° 43' 10''
𝑩𝒎𝟔 R 180° 00' 00'' 148° 43' 00''
Instrument at:- 𝑩𝒎𝟖 Height of Instrument:-
Sighted
To
Remarks
0 ' '' 0 ' '' 0 ' ''
𝑩𝒎𝟕 L 0° 00' 00''
162° 14' 30''
𝑪𝒑𝟏 L 162° 14' 40'' 162° 14' 40''
𝑪𝒑𝟏 R 342° 14' 30''
𝑩𝒎𝟕 R 180° 00' 10'' 162° 14' 20''
Instrument at:- 𝑪𝒑𝟏 Height of Instrument:-
Sighted
To
Remarks
0 ' '' 0 ' '' 0 ' ''
𝑩𝒎𝟖 L 0° 00' 00''
209° 27' 55''
𝑪𝒑𝟐 L 209° 28' 00'' 209° 28' 00''
𝑪𝒑𝟐 R 29° 28' 00''
𝑩𝒎𝟖 R 180° 00' 10'' 209° 27' 50''
Instrument at:- 𝑪𝒑𝟐 Height of Instrument:-
Sighted
To
Remarks
0 ' '' 0 ' '' 0 ' ''
𝑪𝒑𝟏 L 0° 00' 00''
45° 03' 25''
𝑩𝒎𝟏 L 45° 03' 20'' 45° 03' 20''
𝑩𝒎𝟏 R 225° 03' 30''
𝑪𝒑𝟏 R 180° 00' 00'' 45° 03' 30''

P a g e | 21
Theodolite Field Observation Data and its Calculation
STA
TIO
N
LINE LENGTH INTERIOR
ANGLE
CORRECTED
INTERIOR
ANGLE
BEARINGS CALCULATED CORRECTED TOTAL CO-
ORDINATES
LATITUD
E
DEPARTUR
E
LATITUDE DEPARTUR
E
LATITUDE DEPARTURE
1 𝐶𝑃1 − 𝐶𝑃2 58.460 197°37'25'' 197°37'14'' 052°00'00'' 35.990 46.067 36.625 46.497
2 𝐶𝑃2 − 𝐵𝑀1 90.072 142°22'20'' 142°22'09'' 217°03'14'' 11.061 -89.390 12.040 -88.730
3 𝐵𝑀1 − 𝐵𝑀2 84.830 088°54'05'' 088°53'54'' 294°40'28'' 35.413 -77.084 36.335 -76.460
4 𝐵𝑀2 − 𝐵𝑀3 56.080 201°42'20'' 201°42'09'' 257°02'37'' -12.573 -54.652 -11.963 -54.221
5 𝐵𝑀3 − 𝐵𝑀4 94.075 157°30'35'' 157°30'24'' 165°56'31'' -91.257 22.851 -90.234 23.543
6 𝐵𝑀4 − 𝐵𝑀5 68.845 086°26'15'' 086°26'04'' 187°38'40'' -68.233 -9.158 -67.485 -8.651
7 𝐵𝑀5 − 𝐵𝑀6 65.965 148°43'10'' 148°42'59'' 165°09'04'' -63.762 16.904 -63.045 17.389
8 𝐵𝑀6 − 𝐵𝑀7 69.760 162°14'20'' 162°14'09'' 071°35'08'' 22.036 66.188 22.794 66.701
9 𝐵𝑀7 − 𝐵𝑀8 65.685 209°27'55'' 209°27'44'' 040°18'07'' 50.094 42.486 50.808 42.969
10 𝐵𝑀8 − 𝐶𝑃1 79.280 045°03'25'' 045°03'14'' 022°32'16'' 73.255 30.387 74.117 30.970
733.352 m 1440°01'50'' 1440°00'00'' -------------- -7.976 -5.401 ƩL = -0.008 ƩD = 0.007
Correction in 𝑪𝑷𝟏 − 𝑪𝑷𝟐:
𝑪𝑳= 7.976 X
𝟓𝟖.𝟒𝟔𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.635
𝑪𝑫= 5.401 X
𝟓𝟖.𝟒𝟔𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.430
Correction in 𝑪𝑷𝟐 − 𝑩𝑴𝟏 :
𝑪𝑳= 7.976 X
𝟗𝟎.𝟎𝟕𝟐
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.979
𝑪𝑫= 5.401 X
𝟗𝟎.𝟎𝟕𝟐
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.663
Correction in 𝑩𝑴𝟏 − 𝑩𝑴𝟐:
𝑪𝑳= 7.976 X
𝟖𝟒.𝟖𝟑𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.922
𝑪𝑫= 5.401 X
𝟖𝟒.𝟖𝟑𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.624
Correction in 𝑩𝑴𝟐 − 𝑩𝑴𝟑:
𝑪𝑳= 7.976 X
𝟓𝟔.𝟎𝟖𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.610
𝑪𝑫= 5.401 X
𝟓𝟔.𝟎𝟖𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.431
Correction in 𝑩𝑴𝟑 − 𝑩𝑴𝟒 :
𝑪𝑳=7.976 X
𝟗𝟒.𝟎𝟕𝟓
𝟕𝟑𝟑.𝟑𝟓𝟐
= 1.023
𝑪𝑫= 5.401 X
𝟗𝟒.𝟎𝟕𝟓
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.692
Correction in 𝑩𝑴𝟒 − 𝑩𝑴𝟓:
𝑪𝑳= 7.976 X
𝟔𝟖.𝟖𝟒𝟓
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.748
𝑪𝑫= 5.401 X
𝟔𝟖.𝟖𝟒𝟓
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.507
Correction in 𝑩𝑴𝟓 − 𝑩𝑴𝟔 :
𝑪𝑳= 7.976 X
𝟔𝟓.𝟗𝟔𝟓
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.717
𝑪𝑫= 5.401 X
𝟔𝟓.𝟗𝟔𝟓
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.485
Correction in 𝑩𝑴𝟔 − 𝑩𝑴𝟕:
𝑪𝑳= 7.976 X
𝟔𝟗.𝟕𝟔𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.758
𝑪𝑫= 5.401 X
𝟔𝟗.𝟕𝟔𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.513
Correction in 𝑩𝑴𝟕 − 𝑩𝑴𝟖:
𝑪𝑳= 7.976 X
𝟔𝟓.𝟔𝟖𝟓
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.714
𝑪𝑫= 05.401 X
𝟔𝟓.𝟔𝟖𝟓
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.483
Correction in 𝑩𝑴𝟖 − 𝑪𝑷𝟏:
𝑪𝑳= 7.976 X
𝟕𝟗.𝟐𝟖𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.870
𝑪𝑫= 5.401 X
𝟕𝟗.𝟐𝟖𝟎
𝟕𝟑𝟑.𝟑𝟓𝟐
= 0.583
*Calculation of Interior Angle*
Theoretically,
Total Interior angle = (2n - 4) x 90
=(2 x 10 - 4) x 90 = 1440°
Error in Interior angle = 1440°01’50”-1440”
= - 0°1’50”
Thus, Error in interior angle is equally
distributed in all stations,
.:.Correction in each station = - 0°1’50”
10
= - 0°00’11”

P a g e | 22
FLY LEVEL FIELD BOOK
Observer:-Suman Jyoti Date:- 2017- Dec-05
Booker:- Bishnu p. Bhandari Location:- NEA-Kharipati, Bhaktapur
Stat
ion
Distance BS FS Rise Fall RL Remarks
BS FS Total T M B T M B
B.M 8.2 --------- -------- 0.691 0.675 0.609 ---------- --------- ----------- -------- --------- 1336.00
01. 6.6 6.8 15.0 0.695 0.601 0.629 1.910 1.876 1.842 -------- 1.226 1334.774
02. 7.2 7.2 13.8 0.751 0.715 0.679 1.836 1.800 1.764 -------- 1.139 1333.635
03. 7.4 8.0 15.2 1.600 0.963 0.926 1.600 1.560 1.520 -------- 0.845 1332.790
04. 6.8 7.7 15.1 1.162 0.128 1.094 1.688 1.650 1.611 -------- 0.687 1332.103
05. 7.7 6.2 13.0 0.988 0.950 0.911 1.794 1.764 1.732 -------- 0.636 1331.467
06 7.2 8.0 15.7 1.134 1.098 1.062 1.852 1.812 1.772 -------- 0.862 1330.605
07. 7.2 7.7 14.9 1.164 1.128 1.092 1.840 1.801 1.763 -------- 0.703 1329.902
08. 6.8 7.6 14.8 1.252 1.218 1.184 1.730 1.692 1.654 -------- 0.564 1329.338
09. 6.2 7.6 14.4 1.356 1.318 1.288 1.670 1.662 1.584 -------- 0.444 1328.894
10. 6.8 4.1 11.3 1.518 1.484 1.450 1.627 1.628 1.586 -------- 0.310 1328.584
11 6.0 8.4 15.2 1.400 1.370 1.340 1.630 1.588 1.546 -------- 0.104 1328.480
12. 7.2 6.2 12.2 1.332 1.296 1.260 1.542 1.511 1.480 -------- 0.141 1328.339
13. 7.4 7.6 14.8 1.356 1.318 1.282 1.608 1.570 1.532 -------- 0.274 1328.065
14. 7.0 8.0 15.4 1.382 1.347 1.312 1.632 1.592 1.552 -------- 0.274 1327.791
15. 7.0 8.7 15.7 1.160 1.125 1.090 1.886 1.842 1.799 -------- 0.495 1327.296
16. 7.8 6.8 13.8 0.909 0.870 1.831 1.890 1.856 1.822 -------- 0.731 1326.565
17. 7.8 9.0 16.8 0.637 0.595 0.553 1.870 1.825 1.780 -------- 0.955 1325.610
18. 6.5 7.3 15.1 0.675 0.643 0.610 1.775 1.738 1.702 -------- 1.143 1324.467
19. 4.0 6.0 12.5 1.080 1.060 1.040 1.948 1.918 1.888 -------- 1.275 1323.192
20. 8.0 4.6 08.6 0.920 0.880 0.840 1.874 1.851 1.828 -------- 0.791 1322.401
21. 8.6 6.6 14.6 1.188 1.145 1.102 1.800 1.768 1.734 -------- 0.888 1321.513

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

P a g e | 24
Station Distance BS FS Rise Fall RL Remarks
T.B.M 2.4 --------- -------- 1.713 1.701 1.689 ---------- -------- --------- -------- --------- 1310.525
01. 5.0 3.0 5.4 1.942 1.917 1.892 0.868 0.852 0.838 0.849 -------- 1311.375
02. 4.4 4.0 9.0 1.722 1.700 1.678 0.693 0.673 0.653 1.244 -------- 1312.619
03. 6.1 4.1 8.9 1.806 1.775 1.745 0.673 0.652 0.632 1.048 -------- 1313.666
04. 4.8 4.4 10.5 1.764 1.741 1.716 0.624 0.645 0.668 1.130 -------- 1314.796
05. 5.8 4.8 9.6 1.825 1.795 1.767 0.761 0.737 0.713 1.004 -------- 1315.800
06 5.7 5.8 11.6 1.702 1.673 1.645 0.786 0.756 0.728 1.039 -------- 1316.839
07. 5.0 6.3 13.0 1.488 1.464 1.438 0.931 0.901 0.868 0.772 -------- 1317.611
08. 10.3 7.0 12.0 1.825 1.773 1.722 0.821 0.786 0.751 0.678 -------- 1318.289
09. 7.8 5.5 15.8 1.842 1.803 1.764 0.905 0.877 1.850 0.896 -------- 1319.185
10. 6.9 5.7 13.5 1.814 1.780 1.745 0.856 0.827 0.799 0.976 -------- 1320.161
11 6.6 5.6 12.5 1.912 1.879 1.846 0.688 0.660 0.632 1.120 -------- 1321.281
12. 6.0 7.0 13.6 1.980 1.950 1.920 0.730 0.690 0.660 1.189 -------- 1322.470
13. 6.9 7.6 13.6 1.371 1.337 1.302 1.058 1.020 0.982 0.930 --------- 1323.400
14. 7.3 6.6 13.5 1.135 1.098 1.062 1.626 1.594 1.560 -------- 0.257 1323.143
15. 7.6 6.7 14.0 1.150 1.112 1.074 1.694 1.661 1.627 -------- 0.563 1322.580
16. 7.0 6.6 14.2 1.212 1.177 1.142 1.683 1.650 1.617 -------- 0.538 1322.042
17. 7.8 7.1 14.1 1.266 1.228 1.188 1.619 1.584 1.548 -------- 0.407 1321.635
18. 5.4 6.9 15.7 1.150 1.122 1.096 1.483 1.448 1.414 -------- 0.220 1321.415
19. 7.4 7.5 12.9 1.106 1.070 1.032 1.590 1.552 1.516 -------- 0.430 1320.985
20. 7.8 8.0 15.4 1.264 1.225 1.186 1.592 1.552 1.512 -------- 0.482 1320.503
21. 8.0 8.0 15.8 1.592 1.552 1.512 1.420 1.380 1.340 -------- 0.155 1320.348

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

P a g e | 26
Thus,
Total Distance (k) = 1206.1 m
= 1.2061 km
Given,
R.L of B.M = 1336.000 m
Calculated R.L of B.M = 1336.040 m
R.L difference of B.M = Calculated R.L - Given R.L
= 1336.040 m - 1336.000 m
= 0.040 m
Precision =25√k = 25√1.2061 = 27.45 mm
The finding R.L of T.B.M = 1310.525 m
R.L of C.P = 1326.565 (B.M to T.B.M)
R.L of C.P = 1326.201 (T.B.M to B.M)
Mean R.L of C.P = 1326.383 m

P a g e | 27
Gale’s Table for Major Traverse
Stn Observed
Angle
Corrn
.
in ''
Corr. Angle Line Length WCB
Consecutive
coordinates, m
Bowditch
Corr.
Corr. Consecutive
Coordinates
Corr. Independent
Coordinates
Latitude Departure ∆L ∆D Latitude Departure Northing Easting
𝐶𝑃1 209°27'55'' - 11'' 209°27'44'' 3068556.230 648198.403
𝐶𝑃1 𝐶𝑃2 58.460 052°00'00'' 35.990 46.067 0.635 0.430 36.625 46.497
𝐶𝑃2 045°03'25'' - 11'' 045°03'14'' 3068592.855 648244.900
𝐶𝑃2 𝐵𝑀1 90.072 277°03'14'' 11.061 -89.390 0.979 0.663 12.040 -88.730
𝐵𝑀1 197°37'25'' - 11'' 197°37'14'' 3068604.895 648156.170
𝐵𝑀1 𝐵𝑀2 84.830 294°40'28'' 35.413 -77.084 0.922 0.624 36.335 -76.460
𝐵𝑀2 142°22'20'' - 11'' 142°22'09'' 3068641.230 648079.710
𝐵𝑀2 𝐵𝑀3 56.080 257°02'37'' -12.573 -54.652 0.610 0.431 -11.963 -54.221
𝐵𝑀3 088°54'05'' - 11'' 088°53'54'' 3068629.267 648025.489
𝐵𝑀3 𝐵𝑀4 94.075 165°56'31'' -91.257 22.851 1.023 0.692 -90.234 23.543
𝐵𝑀4 201°42'20'' - 11'' 201°42'09'' 3068539.033 648049.032
𝐵𝑀4 𝐵𝑀5 68.845 187°38'40'' -68.233 -9.158 0.748 0.507 -67.485 -8.651
𝐵𝑀5 157°30'35'' - 11'' 157°30'24'' 3068471.548 648040.381
𝐵𝑀5 𝐵𝑀6 65.965 165°09'04'' -63.762 16.904 0.717 0.485 -63.045 17.389
𝐵𝑀6 086°26'15'' - 11'' 086°26'04'' 3068408.503 648057.770
𝐵𝑀6 𝐵𝑀7 69.760 071°35'08'' 22.036 66.188 0.758 0.513 22.794 66.701
𝐵𝑀7 148°43'10'' - 11'' 148°42'59'' 3068431.297 648124.471
𝐵𝑀7 𝐵𝑀8 65.685 040°18'07'' 50.094 42.486 0.714 0.483 50.808 42.969
𝐵𝑀8 162°14'20'' - 11'' 162°14'09'' 3068482.105 648167.440
𝐵𝑀8 𝐶𝑃1 79.280 022°32'16'' 73.255 30.387 0.870 0.583 74.117 30.970
TOTAL 733.352 -7.976 -5.401 ƩL=-0.008 ƩD = 0.007 3068556.222 648198.410
Summarize of Gale’s Table
Perimeter of the Traverse, p = 733.352 m Error in Northing, ∆L = -7.976 m
Error in Easting, ∆D = -5.401 m
e = √ [ (∆L)^2 + (∆D)^2 ] = 9.63262
Precision = e/p = 9.63262/733.352 = 1 in 76.13

P a g e | 28
LEVEL FIELD BOOK
Booker:- Bishnu p. Bhandari Location:- NEA, Kharipati-Bhaktapur
CP to 𝑩𝑴𝟑 ( R.L transfer Process)
Stat
ion Distan
ce
BS FS
Dist
anc
e
Rise Fall RL
Rem
arks
T M B T M B
CP 6.6 0.690 0.657 0.624 ------- ------- ------- -----
--
---- ------ 1326.383 CP
1 7.0 0.872 0.747 0.712 1.855 1.802 1.770 6.5 ---- 1.145 1325.238
2 7.6 0.771 0.733 0.695 1.838 1.807 1.777 6.1 ---- 1.060 1324.178
3 6.3 0.966 0.934 0.903 1.765 1.735 1.713 5.2 ---- 1.002 1323.176
𝐵𝑀3 ------- ------- ------- ------- 1.823 1.786 1.749 7.4 ---- 0.852 1322.324 𝐵𝑀3
𝑩𝑴𝟑 𝒕𝒐 𝑪𝑷
𝐵𝑀3 6.3 1.732 1.701 1.669 ------- ------- ------- -----
--
------ ---- 1322.324 𝐵𝑀3
1 6.9 1.861 1.826 1.792 0.932 0.899 0.866 6.6 0.802 1323.126
2 6.0 1.904 1.874 1.844 0.821 0.784 0.749 7.2 0.042 1324.168
3 6.4 1.897 1.865 1.833 0.820 0.781 0.755 6.5 0.087 1325.255
CP ------- ------- ------- ------- 0.762 0.729 0.695 6.7 1.136 1326.391 CP
Thus,
Total Distance (k) = 105.3 m
= 0.1053 km
Given,
R.L of C.P = 1326.383 m
Calculated R.L of B.M = 1336.040 m
Error = 1326.391 – 1326.383 =0.008m =8mm
Precision =25√k = 25√0.1053 = 8.11 mm
Thus, R.L of 𝐵𝑀3 = 1322.324 m
𝑩𝑴𝟑 𝒕𝒐 𝑩𝑴𝟒 ( R.L transfer Process)
Stat
ion Distan
ce
BS FS
Dist
anc
e
Rise Fall RL
Rem
arks
T M B T M B
𝐵𝑀3 12.0 0.860 0.800 0.740 ------- ------- ------- 11.3 ------ ------ 1322.324 𝐵𝑀3
1 12.4 1.224 1.162 1.000 1.892 1.835 1.779 12.6 ------ 1.035 1321.289
2 16.0 1.679 1.599 1.519 1.418 1.355 1.292 13.4 ------ 0.193 1321.096
3 10.0 1.690 1.640 1.590 1.168 1.100 1.034 09.8 0.499 ------ 1321.595
𝐵𝑀4 ------ ------- ------- ------- 1.356 1.307 1.258 ----- 0.335 ------ 1321.930 𝐵𝑀4
𝑩𝑴𝟒 𝒕𝒐 𝑩𝑴𝟓( R.L transfer Process)
𝐵𝑀4 7.8 1.089 1.050 1.011 ------ ------- ------- ----- ------ ------ 1321.930 𝐵𝑀4
1 8.0 0.730 0.690 0.650 1.723 1.681 1.641 8.2 ------ 0.631 1321.299
2 5.8 0.571 0.542 0.513 1.840 1.810 1.780 6.0 1.120 ------ 1322.419
3 6.2 1.313 1.282 1.251 1.730 1.696 1.661 6.9 ------ 1.154 1321.265
4 6.6 0.986 0.952 0.920 1.965 1.937 1.909 5.6 ------ 0.655 1320.61
𝐵𝑀5 ------ ------- ------- ------- 2.190 2.160 2.130 6.0 ------ 1.208 1319.402 𝐵𝑀5
Measured by: Bishnu P. Bhandari Computed by: Suman Jyoti Checked by:……………….

P a g e | 29
LEVEL FIELD BOOK
𝑩𝑴𝟓 𝒕𝒐 𝑩𝑴𝟔( R.L transfer Process)
Stat
ion Distan
ce
BS FS
Dist
anc
e
Rise Fall RL
Rem
arks
T M B T M B
𝐵𝑀5 8.4 0.850 0.808 0.766 ------- ------- ------- ---- ---- ---- 1319.402 𝐵𝑀5
1 16.6 1.361 1.278 1.195 1.588 1.548 1.508 8.0 ---- 0.740 1318.662
2 09.0 1.670 1.625 1.580 1.029 0.928 0.827 20.2 0.350 ---- 1319.012
𝐵𝑀6 ------- ------- ------- ------- 1.180 1.120 1.060 12.0 0.505 ---- 1319.517 𝐵𝑀6
𝑩𝑴𝟔 𝒕𝒐 𝑩𝑴𝟕( R.L transfer Process)
𝐵𝑀6 08.0 0.340 0.300 0.260 ------- ------- ------- ---- ------ ---- 1319.517 𝐵𝑀6
1 10.0 1.910 1.860 1.810 1.260 1.220 1.180 8.0 ---- 0.920 1318.597
2 08.0 1.993 1.953 1.913 0.824 0.776 0.729 9.5 1.084 ---- 1319.681
3 10.2 1.747 1.696 1.645 0.874 0.837 0.804 7.0 1.116 ---- 1320.797
𝐵𝑀7 ------- ------- ------- ------- 0.856 0.797 0.738 11.8 0.899 ---- 1321.696 𝐵𝑀7
𝑩𝑴𝟕 𝒕𝒐 𝑩𝑴𝟖( R.L transfer Process)
Stat
ion Distan
ce
BS FS
Dist
anc
e
Rise Fall RL
Rem
arks
T M B T M B
𝐵𝑀7 9.7 1.856 1.807 1.759 ------- ------- ------- ---- ------ ------ 1321.696 𝐵𝑀7
1 16.0 2.050 1.970 1.890 0.890 0.845 0.800 9.0 0.962 ------ 1322.658
2 14.0 1.628 1.558 1.488 0.721 0.650 0.579 14.2 1.320 ------ 1323.978
𝐵𝑀8 ------- ------- ------- ------- 0.913 0.851 0.790 12.3 0.707 ------ 1324.685 𝐵𝑀8
𝑩𝑴𝟖 𝒕𝒐 𝑪𝑷𝟏( R.L transfer Process)
𝐵𝑀8 13.4 1.722 1.655 1.588 ------- ------- ------- ---- ------ ------ 1324.685 𝐵𝑀8
1 7.0 2.130 2.095 2.060 0.818 0.738 0.658 16.0 0.917 ------ 1325.602
2 8.0 2.220 2.180 2.140 0.730 0.685 0.640 9.0 1.410 ------ 1327.012
3 3.4 2.002 1.985 1.968 0.992 0.952 0.912 8.0 1.228 ------ 1328.240
4 4.0 2.052 2.032 2.012 0.838 0.795 0.752 8.6 1.190 ------ 1329.430
5 6.6 1.896 1.863 1.830 0.900 0.867 0.834 6.6 1.165 ------ 1330.595
6 6.6 2.134 2.101 2.068 0.796 0.748 0.702 9.4 1.115 ------ 1331.710
7 6.0 1.772 1.742 1.712 1.244 1.211 1.178 6.6 0.890 ------ 1332.600
8 4.3 1.774 1.752 1.731 0.780 0.750 0.720 6.0 0.992 ------ 1333.592
9 7.2 1.740 1.704 1.668 0.732 0.702 0.672 6.0 1.050 ------ 1334.642
𝐶𝑃1 ------- ------- ------- ------- 0.898 0.855 0.812 8.6 0.849 ------ 1335.491 𝐶𝑃1
𝑪𝑷𝟏 𝒕𝒐 𝑪𝑷𝟐( R.L transfer Process)
𝐶𝑃1 22.0 1.710 1.610 1.490 ------- ------- ------- ---- ------ ------ 1335.491 𝐶𝑃1
𝐶𝑃2 ------- ------- ------- ------- 1.250 1.075 0.900 35.0 0.535 ------- 1336.026 𝐶𝑃2
𝑪𝑷𝟐 𝒕𝒐 𝑩𝑴𝟏( R.L transfer Process)
𝐶𝑃2 30.0 0.740 0.590 0.440 ------- ------- ------- ---- ------ ------ 1336.026 𝐶𝑃2
1 15.0 0.910 0.836 0.760 1.780 1.640 1.500 28.0 ------ 1.050 1334.976
2 9.4 1.347 1.300 1.253 2.252 2.196 2.141 11.1 ------ 1.360 1333.616
𝐵𝑀2 ------- ------- ------- ------- 1.898 1.846 1.794 10.4 ------ 0.456 1333.160 𝐵𝑀1
Measured by: Bishnu P. Bhandari Computed by: Suman Jyoti Checked by:……………….

P a g e | 30
LEVEL FIELD BOOK
𝑩𝑴𝟏 𝒕𝒐 𝑩𝑴𝟐( R.L transfer Process)
Stat
ion Distan
ce
BS FS
Distan
ce
Rise Fall RL Re
ma
rks
T M B T M B
𝑩𝑴𝟏 1.057 1.023 0.989 ------- ------- ------- 1333.160 xx
1 0.400 1.050 0.650 xx
2 0.364 0.327 0.290 1327.673
3 1.136 1.067 0.99 2.875 2.830 2.785 2.503 1325.170
4 0.250 0.180 0.110 1.730 1.675 1.620 0.608 1324.562
𝐵𝑀2 ------- ------- ------- 1.550 1.480 1.410 1.300 1323.262 𝐵𝑀3
𝑩𝑴𝟐 𝒕𝒐 𝑩𝑴𝟑( R.L transfer Process)
𝐵𝑀2 12.7 1.080 1.016 0.953 ------- ------- ------- ------- ---- ------- 1323.262 𝐵𝑀2
1 16.0 0.800 0.720 0.640 1.890 1.824 1.758 13.2 ---- 0.808 1322.454
𝐵𝑀3 ------- ------- ------- ------- 0.928 0.850 0.772 15.2 ---- 0.130 1322.324 𝐵𝑀3

P a g e | 31
Tachometric Surveying Field Book
Booker:- Bishnu p. Bhandari
Instrument at:- 𝑪𝒑𝟏 Height of Instrument: 1.35 m
Location:- NEA-Kharipati, Bhaktapur
Zero set at:- 𝑩𝒎𝟖
Sighted To Horizontal
Angle (HA)
Distances (m) Target/Prism
Height(m)
RL of Point
(m)
Sketch
Horizontal (H) Vertical (±V)
𝐵𝑚8 000°00'00'' 78.989 -10.420 1.6 m 1324.685 R.L of Instrument Station = 1335.491 m
Here, R.L of other target point = R.L of
instrument station ± Vertical Height –
Prism height
Tree 330°22'43'' 5.668 0.284 '''' 1334.175
Start solar panel 079°20'25'' 6.460 -0.110 '''' 1333.781
End solar panel 096°09'58'' 9.108 -0.133 '''' 1333.758
'Mid solar panel 198°53'06'' 9.108 0.233 '''' 1334.124
Mid solar panel 097°06'02'' 17.184 -0.122 1.8 m 1333.569
Tree 051°14'24'' 24.188 -0.480 '''' 1333.211
Building Corner 038°29'18'' 28.084 -2.522 '''' 1331.169
Building Corner 029°80'08'' 20.716 -2.216 1.9 m 1331.377
Tree 045°38'13'' 34.141 -1.399 '''' 1332.192
Edge of road 045°08'13'' 38.112 -2.591 '''' 1331.000
Truss way 049°31'11'' 38.163 -0.666 1.7 m 1331.125
Building Portion 056°53'00'' 41.339 -0.893 '''' 1332.898
Building Portion 066°50'39'' 37.600 -0.975 '''' 1332.816
Tree 069°30'35'' 31.259 -0.559 '''' 1333.232
Tree 077°17'47'' 28.443 -0.476 '''' 1333.315
Tree 074°10'17'' 26.010 -0.367 '''' 1333.424
Canteen 096°54'43'' 30.729 0.040 '''' 1333.831
Canteen Corner 295°52'40'' 5.583 0.179 '''' 1333.970
Canteen Corner 240°58'55'' 8.103 0.028 '''' 1333.819
Canteen Corner 224°11'46'' 13.941 0.120 '''' 1333.911
Canteen Corner 217°44'52'' 20.478 0.171 '''' 1333.962
Canteen Corner 215°17'03'' 27.130 -0.392 '''' 1333.399
Tree 212°01'11'' 20.622 0.252 '''' 1334.043
𝐵𝑚7 197°30'01'' 14.166 0.121 '''' 1321.696

P a g e | 32
Instrument at:- 𝑩𝑴𝟐 Height of Instrument: 1.495 m
Location:-EA-Kharipati, Bhaktapur
Zero set at:- 𝑩𝒎𝟏
Angle (HA)
Height(m)
RL of Point Sketch
𝐵𝑚1 000°00'00'' 92.250 8.230 2.150
Road Edge 349°19'19'' 80.983 8.075 ''''
Tree 347°42'51'' 79.319 7.704 ''''
Road Edge 356°43'23'' 76.834 8.067 ''''
Electric Pole 005°34'36'' 75.312 7.603 ''''
Tree 010°16'35'' 71.409 7.363 ''''
Tree 015°16'31'' 71.822 7.434 2.000 m
Ground Level 023°08'30'' 71.252 7.296 ''''
Ground Level 016°26'42'' 62.169 5.428 ''''
Ground Level 009°52'48'' 61.065 5.023 ''''
Tree 027°03'56'' 59.100 4.531 ''''
Tree 037°48'16'' 62.243 5.385 1.700 m
Tree 035°10'00'' 62.331 5.377 ''''
Tree 034°01'35'' 54.968 3.752 ''''
Tree 050°50'09'' 58.010 3.770 ''''
Tree 060°30'10'' 60.864 3.179 ''''
Tree 058°01'46'' 64.699 4.198 ''''
Tree 061°08''14'' 72.259 5.644 1.550 m
Tree 064°17'46'' 71.525 3.709 ''''
Ground Level 067°35'27'' 66.636 2.599 ''''
Ground Level 069°32'25'' 69.216 2.664 ''''
Ground Level 069°02'25'' 65.273 2.087 ''''
Ground Level 062°35'54'' 62.347 1.688 ''''
Ground Level 049°23'05'' 54.833 2.532 ''''
Ground Level 037°29'05'' 47.149 1.864 ''''

P a g e | 33
Zero set at:- 𝑩𝒎𝟏
Angle (HA)
Height(m)
RL of Point Sketch
Ground Level 025°49'01'' 45.336 2.128 1.750 m
Ground Level 009°49'08'' 50.205 2.887 ''''
Ground Level 000°55'39'' 53.878 3.432 ''''
Ground Level 006°37'21'' 43.924 2.169 ''''
Ground Level 019°03'12'' 42.158 1.733 ''''
Ground Level 030°39'10'' 38.150 0.681 1.300 m
Ground Level 022°48'41'' 27.507 -0.155 ''''
Ground Level 002°21'44'' 24.721 0.205 ''''
Ground Level 348°55'06'' 21.926 0.245 ''''
Ground Level 359°45'48'' 21.372 -0.012 1.400 m
Ground Level 024°53'24'' 16.446 -0.084 ''''
Ground Level 061°52'02'' 20.518 -0.456 ''''
Ground Level 078°08'38'' 23.736 -0.931 ''''
Ground Level 086°45'20'' 27.281 -1.038 ''''
Ground Level 094°18'12'' 32.809 -1.154 1.800 m
Ground Level 079°03'55'' 51.853 -0.358 ''''
Ground Level 094°45'16'' 45.218 -1.218 ''''
Ground Level 102°12'57'' 45.218 -1.395 ''''
Ground Level 105°50'11'' 33.171 -1.284 1.700 m
Ground Level 106°56'54'' 25.175 -0.879 ''''
Ground Level 131°22'37'' 29.195 -1.258 ''''
Building Corner 157°12'00'' 31.864 -0.741 ''''
Surveyed by:- Suman Jyoti Computed by:- Suman Jyoti Checked By:-

P a g e | 34
Zero set at:- 𝑩𝑴𝟏
Angle (HA)
Height(m)
RL of Point Sketch
Middle of BC 179°10'00'' 31.864 0.779 1.700 m
Ground Point 187°54'06'' 35.540 0.876 ''''
Well Slab 179°35'12'' 23.581 -0.377 ''''
Building Corner 216°41'42'' 13.934 0.331 ''''
Ground Point 239°30'00'' 18.485 0.943 ''''
Ground Point 289°01'06'' 05.129 0.253 ''''
Ground Point 291°21'44'' 08.097 0.025 1.550 m
Ground Point 057°52'46'' 08.097 0.123 ''''
Ground Point 093°46'40'' 04.845 -0.286 ''''
Soak Pit 136°45'46'' 07.017 -0.252 ''''

P a g e | 35
Instrument at:- 𝑩𝑴𝟔 Height of Instrument: 1.953 m
Zero set at:- 𝑩𝑴𝟓
Angle (HA)
Height(m)
RL of Point Sketch
𝐵𝑀5 000°00'00'' 66.046 -0.346 2.000 m
Ground Point 078°48'06'' 45.873 2.061 ''''
Ground Point 079°15'15'' 59.130 3.086 ''''
Ground Point 082°44'53'' 64.780 2.788 ''''
𝐵𝑀7 086°25'36'' 69.634 2.714 ''''
Boundary Corner 090°38'31'' 74.580 1.284 ''''
Ground Point 080°49'40'' 78.620 3.193 ''''
Ground Point 076°14'18'' 97.326 4.196 ''''
Tree 076°23'38'' 116.926 4.866 ''''
Boundary Corner 083°03'46'' 105.967 2.567 ''''
Tree 081°57'15'' 97.979 3.103 2.150 m
Ground Point 087°01'11'' 66.567 3.057 ''''
Ground Point 093°15'14'' 51.297 1.080 ''''
Ground Point 096°02'13'' 41.738 0.482 ''''
Ground Point 095°12'41'' 30.220 0.955 ''''
Ground Point 118°02'54'' 29.513 -2.127 ''''
Ground Point 134°02'10'' 29.513 -2.540 ''''
Ground Point 142°20'52'' 38.701 -6.000 ''''
Boundary Corner 149°54'52'' 38.701 -5.481 ''''
Tree 134°56'33'' 45.206 -4.412 ''''
Boundary Corner 123°49'40'' 61.219 -5.709 ''''
Tree 118°57'53'' 67.932 -5.821 ''''

P a g e | 36
Angle (HA)
Height(m)
RL of Point Sketch
Boundary Corner 115°03'37'' 86.016 -6.653 2.150 m 1312.552 R.L of instrument station = 1319.402 m
Boundary Corner 109°03'48'' 81.261 -4.927 ''''
Tree 101°25'07'' 87.329 -4.322 ''''
Ground Point 109°24'18'' 56.430 -3.155 ''''
Ground Point 117°16'12'' 54.846 -3.725 ''''
Corner of wall 155°03'34'' 34.157 -5.727 2.000 m
Building Corner 161°32'53'' 32.689 -5.725 ''''
Building Corner 168°33'02'' 31.698 -5.828 ''''
Building Corner 170°22'03'' 36.609 -6.007 ''''
Ground Point 172°56'23'' 35.324 -6.217 ''''
Gate wall left 175°13'05'' 33.645 -5.443 ''''
Gate wall right 183°43'42'' 32.966 -5.616 ''''
Gate middle part 179°39'17'' 35.912 -5.883 ''''
Right part of gate 176°56'15'' 35.624 -5.987 ''''
Left part of gate 186°44'07'' 32.905 -6.130 ''''
Ground Point 190°16'42'' 32.905 -6.735 ''''
Ground Point 164°57'37'' 24.418 -4.037 ''''
Ground Point 186°05'00'' 20.693 -4.958 2.15 m
Ground Point 181°07'05'' 16.006 -3.811 ''''
Fence Boundary 191°30'05'' 24.575 -4.089 ''''
Fence Boundary 217°50'29'' 65.641 -7.543 ''''
Fence Boundary 220°48'10'' 62.721 -7.177 ''''

P a g e | 37
Angle (HA)
Height(m)
RL of Point Sketch
Fence Boundary 202°18'29'' 46.338 -7.708 2.150 m
Fence Boundary 191°58'25'' 46.338 -10.007 ''''
Sewer Line 191°40'43'' 28.627 -5.555 ''''
Ground Point 200°57'35'' 28.627 -7.134 ''''
Ground Point 225°45'49'' 17.580 -0.955 ''''
Ground Point 227°31'11'' 14.574 -2.064 ''''
Tree 235°05'54'' 09.883 0.657 ''''
Ground Point 241°35'22'' 01.710 -0.175 ''''
Boundary Corner 313°59'51'' 11.272 -2.052 ''''
Boundary Corner 303°14'54'' 10.348 -2.487 ''''
Height of Instrument: 1.440 m
𝐵𝑀5 000°00''00'' 66.046 0.142 1.700 m
Ground Point 005°25''21'' 63.629 0.469 ''''
Ground Point 010°40''01'' 63.939 1.995 ''''
Boundary Corner 004°29''54'' 83.859 1.854 ''''
Boundary Corner 001°23''29'' 79.168 1.005 ''''
Tree 355°00''53'' 66.059 -0.423 ''''
Boundary Corner 350°23''21'' 64.709 -1.175 ''''
Boundary Corner 347°46''09'' 62.310 -2.057 ''''
Boundary Corner 342°38''33'' 59.015 -1.002 2.150 m
Boundary Corner 344°35''07'' 50.256 -1.973 ''''
Ground Point 351°13''58'' 43.319 -1.959 ''''

P a g e | 38
Angle (HA)
Height(m)
RL of Point Sketch
Ground Point 02°25'27'' 38.679 -1.707 2.150 m
Ground Point 12°15'38'' 38.513 -0.412 ''''
Ground Point 27°56'23'' 50.753 1.897 ''''
Ground Point 23°46'06'' 56.859 2.005 ''''
Ground Point 16°36'31'' 64.765 1.795 ''''
Ground Point 11°14'45'' 67.935 2.427 ''''
Ground Point 05°44'31'' 42.740 1.977 ''''
Ground Point 08°35'28'' 82.141 2.439 ''''
Ground Point 12°33'15'' 79.387 2.416 ''''
Ground Point 17°36'56'' 76.481 2.466 ''''
Ground Point 23°02'57'' 71.221 2.341 ''''
Ground Point 36°54'07'' 68.777 2.381 ''''
Ground Point 30°42'19'' 77.024 2.823 ''''
Ground Point 32°58'50'' 79.068 3.986 ''''
Ground Point 31°24'27'' 79.368 3.624 ''''
Ground Point 30°01'41'' 79.912 3.509 ''''
Ground Point 25°45'30'' 83.525 3.428 ''''
Ground Point 24°08'47'' 85.329 3.560 ''''
Ground Point 21°06'31'' 88.683 3.983 ''''
Ground Point 16°55'54'' 92.051 3.982 ''''
Boundary Corner 14°38'10'' 82.179 4.052 ''''
Boundary Corner 13°30'19'' 82.421 3.331 ''''

P a g e | 39
Angle (HA)
Height(m)
RL of Point Sketch
Ground Point 09°25'09'' 81.798 2.437 2.150 m
Ground Point 08°58'46'' 94.486 3.066 ''''
Ground Point 11°27'30'' 94.256 3.380 ''''
Ground Point 13°31'32'' 97.546 3.847 ''''
Ground Point 17°23'40'' 98.849 4.515 ''''
Ground Point 21°29'57'' 100.025 5.016 ''''
Ground Point 36°02'09'' 105.871 6.482 ''''
Lamp Post 25°57'51'' 118.816 6.644 ''''
Tree 20°53'37'' 122.682 6.639 ''''
Lamp post 18°27'45'' 127.637 6.020 ''''
Ground Point 21°01'01'' 120.208 7.192 ''''
Road Edge 43°23'16'' 111.046 7.752 ''''
Lamp Post 48°45'44'' 108.041 7.555 ''''
Tree 48°10'39'' 116.721 8.081 ''''
Tree 47°30'39'' 127.201 9.259 ''''
Lamp Post 53°32'56'' 74.522 4.247 ''''
Tree 54°26'04'' 73.927 4.077 ''''
Boundary Corner 50°46'16'' 133.145 10.433 ''''
Tree 47°34'48'' 138.452 10.416 ''''
Boundary Corner 53°22'37'' 122.103 9.943 ''''
Tree 53°47'19'' 120.054 9.830 ''''
Ground Level 51°33'06'' 105.420 7.950 ''''

P a g e | 40
Angle (HA)
Height(m)
RL of Point Sketch
Building Corner 55°23'39'' 105.420 7.574 2.150 m
Building Corner 55°38'29'' 97.421 7.398 ''''
Ground Level 53°32'15'' 97.566 7.489 ''''
Ground Level 60°37'39'' 91.836 7.429 ''''
Building Corner 63°09'37'' 103.164 7.347 ''''
Building Corner 34°07'57'' 102.091 7.324 ''''
Building Corner 60°39'14'' 85.780 5.327 ''''
Building Corner 63°36'35'' 78.085 3.694 ''''

P a g e | 41
Instrument at:- 𝑩𝑴𝟑 (R.L = 1322.324) Height of Instrument: 1.430 m
Zero set at:- 𝑩𝑴𝟐
Staff
Point
HCR VCR V.A Stadia readings Horz.
Distance
Vertical
Distance
R.L Target
Top Mid Bot
𝑩𝑴𝟐 000°00'00'' 089°56'50'' 0°03'10'' 0.860 0.580 0.300 56.000 +0.052 1323.262 𝐵𝑀2
1 013°05'30'' 092°08'20'' -2°08'20'' 1.135 1.002 0.870 26.463 -0.988 1321.764 Tree
2 024°20'50'' 092°22'30'' -2°22'30'' 1.399 1.296 1.194 20.464 -0.849 1321.609 Ground Point
3 041°55'50'' 091°02'40'' -1°02'40'' 1.523 1.356 1.190 33.288 -0.607 1321.791 Ground Point
4 045°45'00'' 094°48'40'' -4°48'40'' 1.256 1.149 1.004 25.022 -2.106 1320.499 Ground Point
5 058°38'50'' 095°20'50'' -5°20'50'' 1.295 1.155 1.016 27.657 -2.589 1320.010 Ground Point
6 055°53'10'' 094°04'00'' -4°04'00'' 0.646 0.465 0.286 35.818 -2.547 1320.742 Ground Point
7 057°44'50'' 091°15'50'' -1°15'50'' 1.220 1.000 0.800 41.979 -0.926 1321.828 Ground Point
8 084°21'40'' 094°10'40'' -4°10'40'' 1.157 1.010 0.865 29.045 -2.122 1320.622 Tree
9 090°38'20'' 095°05'40'' -5°05'40'' 1.257 1.201 1.143 11.310 -1.008 1321.545 Pole
10 048°51'10'' 096°45'40'' -6°45'40'' 1.038 1.006 0.974 40.037 -4.747 1327.495 Road Edge
11 110°13'20'' 101°16'00'' -11°16'00'' 1.645 1.601 1.558 08.367 -1.667 1320.486 Bamboo
12 193°05'20'' 098°34'20'' -8°34'20'' 1.200 1.100 1.000 19.555 -2.948 1319.706 Boundary
13 214°41'20'' 101°31'10'' -11°31'10'' 1.440 1.391 1.342 09.409 -1.918 1320.445 Tree
14 257°56'20'' 097°11'00'' -7°11'00'' 0.213 0.179 0.146 06.595 -0.831 1322.744 Pole
15 306°17'40'' 093°02'30'' -3°02'30'' 1.263 1.201 1.140 12.265 -0.652 1321.901 Ground Point
16 294°01'10'' 086°59'10'' 3°00'50'' 1.521 1.341 1.161 35.900 +1.890 1323.205 Ground Point
17 304°38'50'' 086°59'00'' 3°01'00'' 1.565 1.397 1.229 33.506 +1.766 1323.385 Building Edge
18 336°11'50'' 090°45'40'' -0°45'40'' 1.169 1.031 0.893 27.595 -0.367 1322.356 Ground Point
Surveyed by:- Computed by:- Checked By:-

P a g e | 42
Instrument at:- 𝑩𝑴𝟒 Height of Instrument: 1.450 m
Zero set at:- 𝑩𝑴𝟑
Staff
Point
Distance
Vertical
Distance
R.L Target
Top Mid Bot
𝑩𝑴𝟑 00°00'00'' 89°42'00'' 0°18'00'' 1.957 1.505 1.053 90.152 +0.473 1321.930 𝐵𝑀3
1 05°56'10'' 90°32'20'' -0°32'20'' 1.900 1.660 1.421 47.895 -0.450 Pole
2 03°21'50'' 90°48'50'' -0°48'50'' 1.230 1.001 0.772 54.189 -0.770 Tree
3 44°53'30'' 85°52'20'' 4°07'40'' 0.629 0.480 0.332 29.546 +2.132 Ground Point
4 57°15'30'' 84°56'20'' 5°03'40'' 0.849 0.727 0.605 24.210 +2.144 Ground Point
5 59°26'50'' 83°36'50'' 6°23'10'' 1.182 1.003 0.824 35.357 +3.957 Ground Point
6 64°35'40'' 83°12'20'' 6°47'40'' 1.422 1.210 1.000 41.609 +4.957 Ground Point
7 75°04'50'' 82°57'40'' 7°02'20'' 1.551 1.321 0.091 14.380 +1.776 Ground Point
8 84°31'40'' 83°20'20'' 6°39'40'' 1.660 1.367 1.125 52.780 +6.164 Ground Point
9 109°13'00'' 81°53'50'' 8°06'10'' 0.720 0.670 0.620 09.801 +1.395 Ground Point
10 123°14'00'' 85°21'30'' 4°38'30'' 1.940 1.820 1.720 21.855 +1.774 Tree
11 134°42'50'' 85°12'50'' 4°47'10'' 1.330 1.300 1.270 05.958 +0.499 Ground Point
12 164°13'00'' 93°35'30'' -3°35'30'' 0.970 0.940 0.910 05.976 -0.375 Ground Point
13 196°22'20'' 91°49'40'' -1°49'40'' 1.442 1.380 1.318 12.387 -0.395 Ground Point
14 172°38'00'' 89°45'20'' 0°14'40'' 1.456 1.380 1.304 15.199 +0.065 Ground Point
15 188°03'40'' 90°40'10'' -0°40'10'' 1.746 1.658 1.572 17.397 -0.203 Ground Point
16 194°37'20'' 94°33'20'' -4°33'20'' 0.990 0.900 0.810 11.725 -0.934 Ground Point
17 209°32'50'' 93°18'30'' -3°18'30'' 1.850 1.740 1.630 21.926 -1.267 Ground Point
18 202°43'30'' 93°18'10'' -3°18'10'' 1.700 1.152 1.228 47.043 -2.715 Boundary wall

P a g e | 43
Tacheometric Surveying Field Book
Instrument at:- 𝑩𝑴𝟒 Height of Instrument: 1.450 m
Zero set at:- 𝑩𝑴𝟑
Staff
Point
Distance
Vertical
Distance
R.L Target
Top Mid Bot
19 241°33'10'' 97°40'30'' -7°40'30'' 0.712 0.674 0.636 7.464 -1.006 Ground Point
20 258°33'10'' 97°41'10'' -7°41'10'' 1.715 1.690 1.665 4.910 -0.663 Ground Point
21 279°39'00'' 87°24'00'' 2°36'00'' 1.310 1.250 1.190 11.975 +0.544 Tree
22 288°57'50'' 90°40'10'' -0°40'10'' 1.430 1.370 1.310 11.998 -0.140 Ground Level
23 244°36'40'' 94°40'30'' -4°40'30'' 0.895 0.800 0.705 18.748 -1.543 Ground Level
24 241°23'10'' 94°33'10'' -4°33'10'' 0.520 0.420 0.320 19.873 -1.583 Ground Level
25 142°09'10'' 81°56'20'' 8°03'40'' 1.800 1.746 1.680 11.764 +1.666 Ground Level
26 110°01'00'' 85°35'00'' 4°25'00'' 1.920 1.840 1.760 15.905 +1.228 Fence Pole
27 338°30'40'' 97°38'40'' -7°38'40'' 1.080 1.060 1.040 3.929 -0.527 Ground Level
28 347°02'50'' 98°31'50'' -8°31'50'' 0.900 0.850 0.800 9.779 -1.467 Ground Level
29 333°19'30'' 95°32'40'' -5°32'40'' 1.300 1.215 1.130 16.841 -1.635 Ground Level
30 355°09'20'' 93°04'10'' -3°04'10'' 1.820 1.730 1.640 17.948 -0.962 Ground Level
31 296°58'20'' 94°08'20'' -4°08'20'' 1.510 1.450 1.390 11.937 -0.864 Ground Level

P a g e | 44
Instrument at:- 𝑩𝑴𝟖 Height of Instrument: 1.215 m
Zero set at:- 𝑩𝑴𝟕
Staff
Point
Distance
Vertical
Distance
R.L Target
Top Mid Bot
𝑩𝑴𝟕 000°00'00'' 92°13'10'' -2°13'10'' 1.621 1.252 0.882 73.789 -2.860 𝐵𝑀7
1 345°27'50'' 92°13'20'' -2°13'20'' 1.082 0.956 0.835 24.662 -0.957 Tree
2 017°59'10'' 83°57'40'' 6°02'20'' 1.776 1.695 1.617 15.724 +1.663 Ground Point
3 27°39'20'' 84°03'00'' 5°57'00'' 1.580 1.490 1.401 17.707 +1.846 Building Corner
4 50°51'00'' 85°04'00'' 4°56'00'' 1.555 1.465 1.376 17.767 +1.534 Building Corner
5 79°22'40'' 84°03'00'' 5°57'00'' 0.914 0.824 0.734 17.806 +1.856 Ground Point
6 65°28'50'' 91°02'00'' -1°02'00'' 1.057 1.003 0.948 10.896 -0.197 Tree
7 99°27'50'' 91°04'00'' -1°04'00'' 0.497 0.433 0.369 12.795 -0.238 Ground Point
8 96°38'00'' 79°36'30'' 10°23'30'' 1.800 0.670 1.542 24.960 +4.577 Building Corner
9 109°41'10'' 79°40'40'' 10°19'20'' 1.210 1.100 0.991 21.196 +3.860 Ground Point
10 97°56'10'' 82°13'50'' 7°46'10'' 0.800 0.701 0.603 19.519 +2.639 Ground Point
11 126°13'40'' 80°23'50'' 9°36'10'' 0.483 0.381 0.278 19.929 +3.372 Septic tank
12 133°47'10'' 81°08'30'' 8°51'30'' 0.752 0.627 0.502 24.407 +3.800 Ground Point
13 145°53'30'' 83°29'30'' 6°30'30'' 1.404 1.240 1.078 32.181 +3.671 Tree
14 143°58'40'' 84°20'30'' 5°39'30'' 1.267 1.081 0.895 36.838 +3.650 Tree
15 195°36'10'' 81°39'40'' 8°20'20'' 1.344 1.100 0.854 44.640 +6.543 Lamp post
16 142°43'00'' 82°11'00'' 7°49'00'' 0.800 0.550 0.300 49.075 +6.737 Ground Point
17 157°37'50'' 82°07'50'' 7°52'10'' 1.786 1.534 1.281 49.553 +6.850 Ground Point
18 162°03'02'' 84°37'40'' 5°22'20'' 1.125 0.890 0.655 46.588 +4.381 Ground Point
19 151°16'10'' 83°22'50'' 6°37'10'' 1.584 1.474 1.364 21.707 +2.520 Ground Point
20 182°01'30'' 86°25'40'' 3°34'20'' 1.715 1.461 1.205 50.802 +3.171 Boundary corner

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Survey camp report of Madan Ashrit at Kharipati - Bhaktapur! 100 pages