Survey camp report pashchimanchal campus and kali khola field survey

TRIBHUWAN UNIVERSITY
INSTITUTE OF ENGINEERING
PASHCHIMANCHAL CAMPUS, POKHARA
SUBMITTED BY:
Aman K.C. (072/BGE/502)
Anil Basnet (072/BGE/503)
Bibek Dhakal (072/BGE/509)
Bishal Ghimire (072/BGE/512)
Sandhya Dhakal (072/BGE/529)
Tejendra Kandel (072/BGE/544)
SUBMITTED TO
Department of Civil and Geomatics Engineering
SURVEY CAMP REPORT 2074

TRIBHUWAN UNIVERSITY
INSTITUTE OF ENGINEERING
PASHCHIMANCHAL CAMPUS, POKHARA
REPORT ON:
FIELD SURVEY CAMP 2074
Submitted to:
Department of Civil and Geomatics Engineering
Submitted by:
GROUP 8
Aman K.C. (072/BGE/502)
Anil Basnet (072/BGE/503)
Bibek Dhakal (072/BGE/509)
Bishal Ghimire (072/BGE/512)
Sandhya Dhakal (072/BGE/529)
Tejendra Kandel (072/BGE/544)

Field Survey Camp – 2074 (Group 8 / BGE / 072)
ACKNOWLEDGEMENT
This Report is the outcome of laborious and fruitful survey carried by the
Group 8 in Field Survey Camp 2074 from Kartik 11th
to 20th
organized by the
Department of Civil and Geomatics Engineering, Pashchimanchal Campus,
Pokhara. The purpose of this fieldwork was to make each student independent
to carry out the work in real problem. The Field Survey Camp provided us the
opportunity to transform our theoretical knowledge in engineering practice
dealing with the actual field condition. We are sincerely indebted to Department
of Civil and Geomatics Engineering, Pashchimanchal Campus, for providing
opportunity to consolidate our theoretical and practical knowledge in engineering
surveying. We would like to express our sincere gratitude to Camp coordinator
Er. Niraj K.C. and sub coordinator Er. Shanker K.C. for their helpful
suggestions and instructions, during the field work, without which it was very
difficult to do the work in the field and to produce the report. We are equally
indebted to our respected teachers camp instructors, Er. Narayan Prashad
Dawadi and Er. Kishor Kumar Bhandari for their valuable instructions;
friendly behaviour and guiding any time during the field work and also providing
prompt comments and rectification necessary before finalization of the report.
We cannot proceed further without thanking Mr. Dil Bahadur Thapa (the
storekeeper sir) for his assistance.

PREFACE
This Report on Survey Camp is the brief Description of the works that were done in
the Camp site during the Period of 10 days. The Materials in this report are
the outcomes of the unbelievable works of each and every member of Group 8,
who gave their valuable time and knowledge for this report. This report is
compilation of great efforts from the group members. 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 indifferentenvironmentwithdifferentpeople.InthisSurveyCamp,
we are supposed to survey a given plot in all its aspect and work on road and bridge
alignment with proper cross-section and profile and its topography fulfilling
all technical requirements. This Report includes the entire description of the practical
carried out during the Survey Camp. This report includes the Topographic Map of the area
which we surveyed. It also includes the profile and cross-sections at different points of the
Road Alignment and Bridge Site Survey. Also, this report includes the determination of
various orientations and curve fitting problems. This Report helps us in our further
Engineering Practice. The number of problems and calculations done in this report helps us
todealwiththe similar problems in our further Engineering practice. Everyefforthas
been taken to ensure the accuracy in this report. However, some errors might have occurred.
We will be very much grateful to the viewers who go through this report for bringing such
errorsinournotice.Furthermore,wewouldbeverythankfulfortheexaminersorviewersfor
theirsuggestions in improving this report.
Survey Camp 2074
IOE, Pashchimanchal Campus
GROUP:8
GROUPLEADER:AnilBasnet
GROUPNAME:SABBAT
Aman K.C. 072/BGE/502
Anil Basnet 072/BGE/503
Bibek Dhakal 072/BGE/509
Bishal Ghimire 072/BGE/512
Sandhya Dhakal 072/BGE/529
Tejendra Kandel 072/BGE/544

ABSTRACT
Surveying is the process of determining the relative position of points on, above or
under the surface of the earth, and is the most important part of Geomatics Engineering. The
results of surveys are used to map the earth, prepare navigational charts, establish 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 the students 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 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 ample opportunity to the decision on planning
and execution of field works for the preparation of topographic map and detail road and
bridge site survey. This survey camp helps us to build in our confidence to conduct
engineering survey on required accuracy.
The summary of the conduction of whole report is presented as follows:
Project Title: Survey Camp 2074
Location: Pashchimanchal Campus periphery and Kali Khola
Duration: 11th
Kartik to 20th
Kartik 2074 (10 days)
Working Time: 07:00 am to 5:00 pm
Surveyed by: Group 8
(072 BGE [502, 503, 509, 512, 529, 544])
Working Schedule:
S.N. Day Survey Field Work
1. 11th Kartik Orientation, Reconnaissance for topographic survey, Establishment
of major and minor stations
2. 12th Angular measurements of major and minor stations
3. 13th Two Peg Test, RL transfer from PBM to TBM & Fly levelling
4. 14th Computation and Plotting of major and minor traverses & Detailing
by T.S.
5. 15th Detailing by T.S.
6. 16th Road Alignment Survey
7. 17th Cross-sectioning of road alignment
8. 18th Cross-sectioning of road alignment and fly levelling
9. 19th Bridge site survey
10. 20th Bridge site survey and cross sectioning of bridge site

GROUP pHOTOGAPHS
Bibek, Tejendra, Bishal, Anil, Sandhya & Aman (from left respectively).

TABLE OF CONTENTS
SECTION I: MAIN REPORT
Title Page No.
1. Salient Features of Survey Project 1
2. Introduction 3 - 6
2.1. Surveying definitions
2.2. Classification of Surveying
2.3. Principles of Surveying
2.4.Objectives of Surveying
3. Topographical Surveying 7 - 18
3.1.Introduction and objectives
3.2.Description of topographic surveyed area
3.3.Norms (Technical Specifications)
3.4.Equipment
3.5.Methodology
3.6.Total Station; Introduction and uses
3.7.Levelling
3.8.Contouring
3.9. Computations and Plotting
3.10. Comments and Conclusions
4. Road Alignment Survey 19 – 23
4.2.Description of project area
4.4.Equipment
4.5.Methodology
4.6.Curves
4.7.Comments and Conclusions
5. Bridge Site Survey 24 - 26
5.2.Description of project area
5.4.Equipment
5.5.Methodology
5.6.Fixing of control points and triangulation
6. Geographic Information System (GIS) 27 - 30
6.1.Introduction to GIS
6.2.Importance of GIS
6.3.Uses of GIS
6.4.ARC GIS software: Introduction
6.5.Importance and uses of ARC GIS Software

SECTION II: LIST OF TABLES
Title Page No.
7. Abbreviations 31
8. Topographic Survey Tables 32 – 46
8.1.Horizontal Angle observation of Major Traverse
8.2.Horizontal Angle observation of Minor Traverse
8.3.Major Traverse Coordinate Computation
8.4.Minor Traverse Coordinate Computation
8.5.Two peg test
8.6.Fly levelling from BM to TBM
8.7.Transfer of RL from TBM to Traverse Stations
8.8.Tachometric sheet (Detailing Coordinates)
9. Road Alignment Survey Tables 47 - 59
9.1.Road Alignment – Chainage of important points
9.2.Profile Levelling and Cross section levelling
9.3.Fly levelling in road Alignment
10. Bridge Site Survey Tables 61 - 70
10.1. Computation of Triangulation
10.2. Computation of Tacheometry
10.3. Reciprocal levelling
10.4. Detailing of river (coordinates of various points)
SECTION III: LIST OF PLOTTING AND FIGURES
11. Major and Minor Traverse at scale 1:
12. Topographic map in Color print form
13. L – section of the road
14. X- section of the road
15. Plan of road
16. Topographic survey map of bridge

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Salient Features of Survey Camp
Name of the project: Detail Survey, Design and Complete Report of Survey Camp 2074
Description of the project:
Location
i. Region: Lamachaur, Pokhara (metropolitan city)
ii. Zone: Gandaki
iii. District: Kaski
Sites
i. For topographic survey of area – Pashchimanchal Campus
ii. Bridge and Road alignment – Kali Stream (Kali Khola)
Geographical Features
i. Terrain: Hilly
ii. Climate: Mild Temperature
iii. Geology: Project area follows geomorphic form of Mahabharata range of Kaski district of
Western Nepal
Description of work:
1. Topographic Survey (Traversing + Detailing):
Traversing:
i. No. of major traverse stations: 10 (including CP1 and CP2)
ii. No. of minor traverse stations: 5
Detailing:
All the area enclosed by the traverse was detailed. It included both natural
and man-made features like buildings, parks, trees, spot heights, etc.
2. Road Alignment:
i. Starting point of the road: a point (say IP0) near the given PBM.
ii. Length of the road: 879.078m
iii. Cross-section: 6m left and 6m right on both sides from the center line
3. Bridge Site Survey:
i. Bridge span: 34.048 m
ii. Surveyed area for topography: 150m upstream and 50m downstream
iii. Cross-section: up to 150m upstream and 50m downstream

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Objectives of Survey Camp:
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
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 byothers.
 To tackle the mistake and incomplete data from the field during the office work.
 To make capable for the preparation of final report.

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INTRODUCTION
Surveying:
Surveying is the process of determining the relative position of natural and man-made
features on or under the earth’s surface, the presentation of this information either graphically in the
form of plans or numerically in the form of tables and the setting out of measurements on the earth’s
surface. It usually involves measurements, calculations, the production of plans, and the
determination of specific locations.
Surveyors work with elements of geometry, trigonometry, regression analysis, physics,
engineering, metrology, programming languages, and the law. They use equipment, such as total
stations, robotic total stations, GPS receivers, retroreflectors, 3D scanners, radios, handheld tablets,
digital levels, subsurface locators, drones, GIS, and surveying software.
Surveying has been an element in the development of the human environment since the
beginning of recorded history. The planning and execution of most forms of construction require it. It
is also used in transport, communications, mapping, and the definition of legal boundaries for land
ownership. It is an important tool for research in many other scientific disciplines.
The main objectives of surveying courses allocated for Geomatics engineering students is to
promote them the basic knowledge of different surveying techniques relevant to engineering works
in their professional practice. The completion of all surveying courses including 10 days’ survey camp
work organized by the Department of Civil and Geomatics Engineering, Pashchimanchal Campus,
Pokhara 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 8, have six members,
during the camp period. It briefly explains the working procedures and technique used by this group
during that camp period. In addition, it also contains observations, calculations, methods of

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adjustment of error, main problem faced during work and their solution, results of all calculations and
their assessments withsomecommentsispresentedinaconciseform.
Primary division of Surveying:
As to whether the surveyor must regard the earth surface as curved or may regard itis as plane
depends upon the character and magnitude of the survey, and upon the precision required. Primarily,
surveying can be divided into plane and geodetic.
In plane surveying, mean surface of the earth is considered as a plane and spheroidal shape is
neglected, all triangle formed are considered as plane triangles, level line is considered as straight and
plumb line are considered parallel. It is reasonable for the area involving less than 250 sq. km. since
length of an arc 12km. long lying on the earth surface is only 1 cm greater than the subs tended chord.
And the difference between the sum of angles in a plane triangle and sum of those in spherical triangle
is only 1 second for a triangle at the earth surface having area of195sq.km.
In geodetic surveying, the shape of the earth is taken into account. All lines are curved line, all
triangle are spherical triangle so it involves spherical trigonometry. The object of geodetic survey is to
determine the precise position on the surface of theearth,ofasystemofwidelydistantpointwhichformsthe
controlstationtowhich survey of less precision may be referred.
Keeping in view the above fact in our survey camp we conduct plane surveying since the
area to be surveyed is small and precision required is within the limit as that obtained by plane
surveying.
Classification of Surveying:
Survey may be classified on the different heading depending upon the uses or purposes of resulting
map.
 Based on nature of field
 Land Survey: includes topographical, cadastral and city survey.
 Hydrographic Survey
 Astronomical Survey
 Based on object of survey
 Engineering Survey
 Military Survey
 Mine Survey
 Geological Survey
 Archaeological Survey
 Based on instruments used
 Chain survey
 Theodolite survey
 Traverse survey
 Triangulation survey
 Tachometric survey
 Plane Table Survey
 Photogrammetric survey
 Aerial Survey
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 we perform theodolite traverse survey for fixing control points,
tachometric survey for detailing with the alliance of total station and triangulation survey for
establishing control points in bridge site survey.

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Principle of Surveying:
The fundamental principles of plane surveying are:
 Working from whole to part:
It is very essential to establish first a systemofcontrolpointswithhigherprecision.Minorcontrolpoints
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 in work:
The survey work should be performed by keeping consistency in method, instrument,
observer etc. to get desired level of accuracy.
 Independent Check:
An independent check should be applied on data when possible. For e.g. measuring all three
angles of triangle, even though third angle measurement is redundant.
 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.
In our survey camp, survey work is performed by considering the above fundamental
principle of surveying.
Accuracy and Errors:
Precision:
Precision is the degree of perfection of measuring instruments, the methods and the observations. It
is the degree to which the repeated observations under same condition shows the same result.
Accuracy:
Accuracy is the degree of perfection obtained as a result from observation. It is the degree of closeness
of observation near to true value. Accuracy depends upon precise instruments, pecise methods and
good planning.
A discrepancy is the difference between two measured values of the same quantity, it is not
an error.
Sources of error:
Error may arise from three sources:
 Instrumental errors: are those arising due to imperfection or faulty adjustment of the
instrument with which measurement is being taken. E.g., a tape too short
 Personal errors: are those arising due to want of perfection of human sight in observing and
of touch in manipulating instrument. E.g., error in taking level reading.
 Natural errors: are error due to variation in natural phenomenon such as temperature,
refraction, magnetic declination etc.
Type of error:
Error may be classified as:
 Mistakes: are errors arising from inattention, inexperience, carelessness and confusion in the
mind of observer. If undetected, it produces a serious effect. Hence, every measurement to be
recorded in the field must be checked by independent check.

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 Systematic error: are error that under the same condition will always be of same size and sign,
a correction can be determined and applied, these make the result too great or too small
accordingly treated as positive or negative error.
 Accidental error: are those which remain after mistake and systematic error have been
eliminated and caused by a combination of reason beyond the ability of observer to control.
They tend some times in one direction and sometimes in other. Accidental error represented
the limit of precision in the determination of value.
Permissible error:
It is the maximum allowable limit that a measurement may vary from the true value or from a value
previously adopted is correct. Its magnitude in any given case depends upon the scale, purpose of the
survey, the instrument available, class of the work etc. The limit of error cannot be given once for
all. The best surveyor is not he, who is extremely accurate in all his work, but he who does it just
accurately enough for the purpose without waste of time & money.
In our survey camp, all the computations were made within the permissible error limit.

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TOPOGRAPHICAL SURVEY
Topographical surveying is the process of determining the positions of natural and
artificial features of the locality by means of conventional signs up on a topographical map.
Topographic surveys are three-dimensional; they provide the techniques of plane surveying
and other special techniques to establish both horizontal and vertical control. Topographic
is simply the graphical representation of positions of the earth’s surface.
Hence, the fieldwork in a topographical surveying consists of three parts.
 It establishes both horizontal and vertical control.
 It locates the contours.
 It locates the details such as rivers, streams, lakes, roads, houses, trees etc.
Objectives:
The main objective is to prepare the topographic map of the given area with horizontal control and
vertical control with required accuracy. By topographic survey we can determine the position of both
on plan and elevation, of any features of a locality for the purpose of delineating them by means
of conventional sign and symbol upon the topographic map.

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Brief description of the area:
The area, where topographic surveying was performed, is situated at Pashchimanchal Campus,
Pokhara. The major traverse was run throughout the campus area, which cover the half area of the
campus. Our objective was to prepare a topographic map of the given small area, which is a part of
the campus area. So, we were assigned to prepare the topographic map of the area including
Library, Electronics and Computer Department, Science and Humanities Department, Administration
Building, Plumbing building, Welding Building, Geomatics Block, Civil Engineering Laboratory, Shahid
Abinash park, BP park, BEST park, Construction site, Saraswati Temple, Fountain, Water tanks, etc.
that includes the entire natural and man-made features that may come in the general survey work.
Location and Accessibility:
Pashchimanchal Campus is situated in Pokhara-16, Lamachaur which lies in the north-central
part of the Pokhara valley. The area allocated to us for survey is about 3.5 sq. km. The detail
of the area is:
Country: Nepal
Province: Province No. 4
Zone: Gandaki
District: Kaski
Municipality: Pokhara-Lekhnath
Ward No.: 16
Location: Pashchimanchal Campus
The major part of our survey was done in the compound of Pashchimanchal Campus,
established in 2044 B.S. for the purpose of providing technical education which is foremost
for producing skilled manpower for the development of our country, Nepal. It provides B.E.
education in Geomatics, Civil, Computer, Electronics, Electrical and Mechanical and also MSc
in Infrastructure Engineering and Management, Communication and Knowledge Engineering
and Electrical Engineering in distributed generations.
Topography and Geology:
Lamachaur, where Pashchimanchal Campus is situated has steep topography. It is said that Pokhara is
standing on porous ground. The porous underground of the Pokhara valley favours the formation of
caves and several caves can be found within city limits.
The latitude and longitude of Nepal are:
Latitude 26°22’N to 32°27’N
Longitude 80°04’E to 88°12’E
The latitude and longitude of Pokhara are:
Latitude 28°14’N
Longitude 83°59’E
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 2:1 for
majorand less than 3:1 for minor.
 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.

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 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 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 T.B.M 2 is 1322.580. The Permissible error for fly levelling 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 and ±√nx1.5minutesfor Minor Traverse
(n = no of traverse station). For major and minor traverse, the relative closing error should be
less than 1: 2000 and 1: 1000 respectively.
 Plot the traverse stations by coordinate method in appropriate scale, i.e. 1:1000 for major
traverse and 1:500 forminortraverses.
 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.
Equipment:
The equipment used in the survey during the preparation of topographic map are as follows:
1. Theodolite
2. Staffs
3. Ranging rods
4. Tapes
5. Levelling instruments
6. Nails, Pegs
7. Compass
8. Marker pen
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:
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 tominimumtraverselegless
than1:2forMajorTraverseand1:3forMinorTraverse.
 The steep slopes and badly broken ground should be avoided as far as possible, which may cause
inaccuracy in tapping.

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 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
recci.
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:
The traverse which either originates from a station and return to the same station completing a circuit
or runs between two known stations, is called a closed traverse.
(ii). Open traverse:
The traverse which neither returns to its starting station nor closes on any other known station is
called an open traverse.
Fig: Types of traverse
The traversing was performed with the help of Total Station, a modern electronic
surveying instrument.
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.

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Most modern total station instruments measure angles by means of electro-optical scanning
of extremely precise digital bar-codes etched on rotating glass cylinders or discs within the instrument.
The best quality total stations are capable of measuring angles down to 0.5 arc-second. Inexpensive
"construction grade" total stations can generally measure angles to 5 or 10 arc-seconds.
Measurement of distance is accomplished with a modulated microwave or infrared carrier signal,
generated by a small solid-state emitter within the instrument's optical path, and bounced off of the
object to be measured. The modulation pattern in the returning signal is read and interpreted by the
on board computer in the total station. The distance is determined by emitting and receiving multiple
frequencies, and determining the integer number of wavelengths to the target for each frequency.
Most total stations use a purpose-built glass Porro prism as the reflector for the EDM signal, and can
measure distances out to a few kilometres, but some instruments are
"reflector less", and can measure distances to any object that is reasonably light in colour, out to a few
hundred meters. The typical Total Station EDM can measure distances accurate to about 3 millimetres
or 1/100th of a foot.
The basic principle of Total Station is that the distance between any two points can be known
once the time light takes to travel the distance and back and the velocity of light is known. Then the
following relation, which is already programmed in the memory of the instrument along with
other correction factors, calculates the required horizontal distance and is displayedontheLCDscreen.

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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 0°0’0” for one set
and90°00’00” for the second.
In the Field Survey Camp, two traverses - major and minor had to be established. The major
traverse had 10 control stations including two given control points. The control stations were named
as M3, M4 …… M10 along with CP1 and CP2 (the two given control points). 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
1:1000. Two sets of readings were taken for measuring the horizontal traverse angles. The difference
between the mean angles of two sets of readings was within 20” for all the angles.
Minor Traverse
It is not sufficient to detail the area by enclosing with the help of major traverse. Minor traverse is that
one which runs through the area to make detailingeasy.MinorTraversecoversonlysmallarea.Lessprecisework
thanthat of major traverse is acceptable so that single set reading is sufficient. Theminor traverse had
5 control stations and enclosed maximum details. The control stations were named as m1, m2 ….. m5
along with the 1 control stations common for both the major and the minor traverses. The leg ratio of
maximum traverse leg to minimum traverse leg was maintained within 1:3. The discrepancy in length
between the forward measurements and the backward measurements of all the traverse legs was
within 1:1000.
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.
Computation of the coordinates:
According to the accuracy aimed and the nature of the ground,
the lengths of traverse legs are measured directly on the ground
either by chaining or taping. The traverse angles are measured
with a theodolite by setting up the instrument at each station in
turn and the vertical angle at each station measured will help to
find the tachometric distance and reduce level of that point.
The bearing of the any one of the traverse leg measured
and the entire traverse angle measured, the bearing of all
the legs can be calculated by:
Bearing of a line = (bearing of previous line +included angle) ± (180) or (540).
If θ is the bearing of line (c.p. A say), and l be the length of the line and provided that co-
ordinate of the control point(c.p) is known then the co-ordinate of
the point ‘A’ can be calculated as follow:
X-coordinate of A= x - coordinate of control point (c.p) + l*sinθ
Y-coordinate of A= y - coordinate of control point (c.p) + l*cosθ

13
R.L or z-coordinate of A=R.L of point (c.p) +H.I ±H*Tanθ -Height of signal.
where, H.I. = Height of instrument.
H = Horizontal distance.
Balancing the consecutive coordinate:
The process of adjusting consecutive co-ordinates of each line by applying correction to them in such
a way that each algebraic sum of the latitude and departure of a close circuit is equal to zero i.e. the
sum of the northing should be exactly equal to the sum of the southing and sum of the easting should
be exactly equal to the sum of the westing. The closing error however is distributed through-out the
whole traverse stations such that its effect is not apparent on the plotted location of the station. And
the error can be distributed among the stations if the closing error is within the permissible limit,
which is given by:-
Precision = (√ (ΔX2+ΔY2))/P = e/P
This should be greater than 1:2000.
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) = √ {(∑L)2+ (∑D)2}
Direction, tan θ = (∑D)/ (∑L)
The sign of ∑Land∑D will thus define the quadrant in which the closing error lies.
Relative error of closure = Error of Closure / Perimeter of the traverse
= e / p
= 1 / (p / e)
The error (e) in a closed traverse due to bearing may be determined by comparing the two
bearings of the last line as observed at the first and last stations of traverse. If the closed traverse, has
N number of sides then,
Correction for the first line = e/N
Correction for the second line = 2e/N
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.
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 Total Station (T.S.).
Tachometry:
Tachometry is a branch of angular surveying in which the horizontal and vertical distances of points
are obtained by optical means. Though it only has accuracy about 1/300 to 1/500, it is faster and
convenient than the measurements by tape or chain. 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. For the survey of high accuracy, it provides a check on the distances
measured by tape.
The formula for the horizontal distance is:
H= 100× S × cos2θ
The formula for the vertical distance is:

14
V= 100× S × (sin 2θ)/2
Where, S= staff intercept and θ= vertical angle
Levelling:
Levelling is a branch of surveying the object of 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.
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. To provide vertical controls in topographic map, the elevations of the
relevant points must be known so that complete topography of the area can be explored.
Two types of levelling were performed at the site, namely direct levelling (spirit levelling)
and indirect levelling (trigonometric levelling).
1. Direct levelling:
This is the most common method of levelling. In this method, a spirit fixed to the telescope of a
levelling instrument is used to make the line of sight horizontal. The surveyor is mainly concerned with
direct levelling.
Following are some special methods of direct (spirit levelling):
a) Differential levelling: It is the method of direct levelling 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 levelling is also known as fly levelling.
b) Profile levelling: It is the method of direct levelling 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.
c) Cross section levelling: 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.
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.
Adjustments of level:
1. Temporary Adjustments:
The adjustments which are made for every setting of a level are called temporary adjustments.
These include the following:
a. Setting up the level:

15
This operation includes fixing the instrument on the tripod and also levelling the
instrument approximately by leg adjustment.
b. Levelling up:
This operation includes the accurate levelling with the help of foot screws and by using
plate levels.
c. Elimination of the 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.
2. Permanent Adjustments:
To check for the permanent adjustments of level two-peg test method should be performed.
Two staffs were placed at A and B of known length (about 60m). First the instrument was
setup on the line near B and both staff readings (Top, Middle, and Bottom) were taken. Then,
the instrument was setup at the middle C on the line and again both staff readings on A and
B was taken. Then computation was done in order to check whether the adjustment was
within the required accuracy or not. The collimation error was found to be 1: 10000 which
satisfied the permissible error limit (1:10,000). No permanent adjustment was required since
the error was within the permissible value.
Booking and reducing levels:
There are two methods of booking and reducing the elevation of points from the observed staff
reading.
1. Height of the Instrument method
Arithmetic Check: ∑BS – ∑F.S. = Last R.L. – FirstR.L.
2. Rise and Fall method
Arithmetic Check: ∑ BS – ∑ F.S. = ∑ Rise – ∑fall = Last R.L. – FirstR.L.

16
Fly Levelling:
The RL of given TBM point was found by transferring the level from known BM located at entrance
gate of WRC BOYS HOSTEL by the process of fly levelling. In this method auto level was used and the
level was transferred directly by taking BS and FS at every Turning Point.
Level transfer to the major and minor traverse stations:
The R. L of the temporary benchmark was then transferred to the controlstations of the major and
minor traverse. The closing error was found to bewithin the permissible limits. The misclosure was
adjusted in each leg of the levelling path by using the following formula:
Permissible error = ±25 k1/2mm.where k is perimeter in Km
Actual Error (e) = ΣBS – ΣF.S. = Last R.L. – First R.L
Correction ith leg=-(e * (L1+ L2 +…. + Li)/P
Where L1, L2, Li = Length of 1st, 2nd, ….. ith leg. P is perimeter.
Relative Precision= 1/(p/e)
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.
 Contours equally spaced depict a uniform slope. When contours
are parallel, equidistant and straight, these represent an inclined planesurface.
 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 ridge line, 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 toward 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.
Computations and plotting:
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
Northing and it is negative when measured towards south, and termedSouthing. The departure (D) of
a line is positive when measured towards east, and termed Easting and it is negative when measured
towards south, and termed Westing.
The latitude and departures of each control station can be calculated using the relation:
Latitude = L Cosθ

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Departure=LSinθ
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) = √ {(L) 2 + (D)2}
Relative error of closure = e / p
The error (e) in a closed traverse due to bearing may be determined by comparing the two bearings
of the last line as observed at the first and last stations of traverse. If the closed traverse, has N number
of sides then,
Correction for the first line = e/N
Correction for the second line = 2e/N
And similarly, correction for the last line = Ne/N = e
In a closed traverse, by geometry, the sum of the interior angles should be equal to (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.
In the case of length, the difference in values obtained by forward and backward taping is called
discrepancy. In addition, the reciprocal of the discrepancy divided by the mean of the two
measurements is called precision. Both the discrepancy and the precision for each traverse leg should
be within the given limits.
Plotting of Major and Minor traverse:
After computing the co-ordinate of each of the control points, they
were plotted in A1 size grid paper. Both major and minor traverses were plotted to
1:1000 scales. The plotted traverse was made at the center of the sheet with the help of least co-
ordinates and highest co-ordinates.
Comments and Conclusions:
Comments:
The site for survey camping was the area Pashchimanchal Campus, Pokhara. The pattern was very
suitable because all the facilities for engineering work were available with the good environment of
doing work. The survey was conducted under the high skilled lecturers with proper guides and
warnings. Somehow, the arrangements of survey instruments were of best quality but due to
improper handling of the previous batch students and the old machines, some were defective which
made incorrect readings which affected whole data and the survey was laborious, time consuming
and created confusion among students. We hope that above mentioned problems will be solved and
the upcoming camps will run smoothly without any problems.

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Conclusions:
The given Topography survey camp work was finished satisfactorily within the given span of
time. The subject survey needs practice as much as possible. For surveying, theory can only
be taken as the introduction but if there is practice, there will be much gain of knowledge
about the techniques of surveying. Thus, this camp helps us by practicing the survey work to
gain the much essential knowledge as far as possible. It is better to say that it provides us a
confidence to perform survey and apply the techniques at any type of problem facing during
the actual work in the future career. All the groups prepared their topographic map of the
given area of the Pashchimanchal Campus areas in the same scale. The whole area was
divided in such a way that area allocated for one group contains some part of the area
allocated for another group. One traverse leg is also common to all groups and hence the
combination of all groups' effort will provide a perfect and complete topographic map of
Pashchimanchal Campus after combining it.

19
ROAD ALIGNMENT SURVEY
Introduction:
Road is an important infrastructure for development. It occupies a pivotal position in the growth of
developing countries. The various civilizations of the world that are known for their excellence and
attainments have left traces of their art of road construction. Roads can be constructed to penetrate
the interior of any region and to connect remote villages. The advantage becomes particularly evident
when planning the communications system in hilly regions & sparsely populated areas. Road
transport offers quick & assured deliveries, a flexible service free from fixed schedules, door to door
service, permits simpler packing, has a high employment potential etc. The safe, efficient and
economic operation of a highway is governed to a large extent by the care with which the geometric
design has been worked out. Geometric design includes the design elements of horizontal & vertical
alignment, sight distance, X-section components, lateral & vertical clearances, control of access, etc.
The general guide-lines in selecting the alignment & locating route are:
 Should handle the traffic most efficiently & serve inhabited localities.
 Should have minimum Gradients & curvature, necessary for terrain.
 Should involve least impact on the environment.
 Should be located along the edge of properties.
In case of hill road,
 Should attain change in elevation by adopting ruling gradient in most of length.
 Should avoid unstable hill features & areas prone to land-slides.
 Should avoid steep terrain.
 Should avoid hair-pin bends.
 Should align preferably on the side of hill exposed to sun during winter.
 Should avoid deep cuttings & costly tunnels.
 Should develop alignment to suit obligatory points like passes, saddles, valleys, crossing
points of major rivers.
In short, road should be short, easy, safe and economic as far as possible.
Roads are specially prepared ways between different places for the use of vehicles, people &
animals. In countries like Nepal, where there are less chances of airways & almost negligible chances of
waterway,roadsformamajorpartofthetransportation system. Therefore, it would not be an exaggeration
in saying that the roads have an almost importance.

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Brief Description of the project area:
The area where the road alignment survey was performed is situated in Pokhara-19, Batulechaur. The
road had to go along the bank of Kali stream (kali khola) on the side of a hill, whichwas very undulating.
Most of the places along the road were damp. There were many large stones and rocks along and on
the road.
Norms (Technical Specifications):
Recci alignment selection was carried out of the road corridor considering permissible gradient,
obligatory points and geometry of tentative horizontal and vertical curves. The road setting horizontal
curve, cross sectional detail in 20m interval and longitudinal profile were prepared. Geometriccurves,
road formation width, right of way, crossings and other details were shown in the map.
While performing the road alignment survey, the following norms were strictly followed:
 The road had to be designed starting near the given rock (which was PBM) and ending at the
bridge.
 If the external deflection angle at the I.P. of the road is less than 5°, curves need not be fitted.
 Simple horizontal curves had to be laid out where the road changed its direction, determining
and pegging three points on the curve - the beginning of the curve, the middle
point of the curve and the end of the curve along the center line of the road.
 The radius of the curve had to be chosen such that it was convenient and safe i.e. not less than
15 m radius.
 The gradient of the road had to be maintained below 12%.
 Cross sections had to be taken at 20 m intervals and at the beginning, middle and end of the
curve, along the center-line of the road -observations being taken for at least 6 moneitherside
ofthecenter line. If undulations are there, then section at that place should be taken.
 Plan of the road had to be prepared on a scale of 1:700
 L-Section of the road had to be plotted on a scale of 1:1000horizontally and 1: 100 vertically.
 The cross section of the road had to be plotted on a scale of 1:100(bothvertical and horizontal).
 The amount of cutting and filling required for the road construction had to be determined from
the L-Section and the cross sections. However, the volume of cutting had to be roughly equal
to the volume of filling.
Equipment:
The equipment used in the survey during the preparation of topographic map are as follows:
1. Theodolite
2. Staffs
3. Ranging rods
4. Tapes
6. Dumpy level, Abney level
7. Compass
9. Marker pen
Methodology:
Reconnaissance (recci):
First of all, reconnaissance was done by walking through the purposed road alignment, where the
actual alignment of road has to be run. After this pegging was done on the proper position for
instrument station for traversing ensuring that the preceding and succeeding pegs were visible and
simultaneously pegs were marked.

21
Horizontal Alignment:
Horizontal alignment is done for fixing the road direction in horizontal plane. The interior angles were
observed using 10" Theodolite at each IP and then deflection angles were calculated. The distance
between two traverse stations was measured in the desired precision by tape. Deflection angle = (360
or 180) - observed angle. If +ve, the survey line deflects right (clockwise) with the prolongation
of preceding line and deflects left if – ve (anti-clockwise). The radius was assumed according to the
deflection angle. Then the tangent length, BC, M.C EC, along with their Chainage were found by using
following formulae,
Tangent length (T L) = R * tan (Δ/2)
Length of curve (L.C) = (π* R *θ)/180
Apex distance = R * 1/ (Cos (Δ/2)-1)
Chain age of BC = Chainage of IP – TL
ChainageofMC=ChainageofBC+LC/2
ChainageofEC=ChainageofMC+LC/2
The BC and EC points were located along the line by measuring the tangent length from the apex and
the points were marked distinctly. The radius was chosen such that the tangent does not overlap. The
apex was fixed at the length of apex distance from IP along the line bisecting the interior angle.
Vertical Alignment
Vertical profile of the Road alignment is known by the vertical alignment. In the L-section of the Road
alignment, vertical alignment was fixed with maximum gradient of 12 %. According to Nepal Road
Standard, the minimum gradient of road is about 1% so as to facilitate the flow of drainage to specified
direction. However, the maximum of 12% was taken wherever not possible.
Levelling:
The method of fly levelling was applied in transferring the level from the given T.B.M.toalltheI.Ps.The
R.L.ofbeginnings,midpointsandendsofthecurvesaswell as to the points along the center line of the road
where the cross sections were taken, are taken by tachometry.
Longitudinal section:
For the longitudinal section of the road the staff reading was taken at the interval of every 20m along
the centre line of the road. Besides, these staff readings at beginning of the curve, ending
of the curve and apex were also taken. The RL of each point were calculated. The profile was plotted
on the graph at the horizontal scale of 1:1000 and vertical scale of 1:100.
Cross– section:
Cross section was run at right angles to the longitudinal profile at 20 m interval on either or both up
to 6m distances wherever possible. For this, staffs reading of respective points were taken
using theodolite. The cross section was plotted on graph paper using following scale. Horizontal scale
=1:100 Vertical scale =1:100

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Curves:
Curves are generally used on highways and railways where it is necessary to change the direction of
motion. A curve may be circular, parabola or spiral and is always tangential to two straight directions.
Circular curves may be simple, compound, & reverse.
Simple Circular Curves
A simple circular curve is the curve, which consists of a single arc of a circle. It is tangential to both the
straight lines. The elements of simple circular curves are tangent length, external distance, length of
curve, length of long chord, mid ordinate. The notations used are back tangent, forward tangent, point
of intersection, point of curve, point of tangency, external deflection angle, normal chord, sub chord
etc. The sharpness of the curve is either designated by its radius or by its degree of curvature.
Setting out of curves can be done by two methods depending upon the instrument used.
Linear method: In this method, only a chain or a tape is used. Linear methods are used when a high
degree of accuracy is not required and the curve is short.
The linear methods for setting out simple circular curves are:
a. By ordinate from long chord.
b. By successive bisection of arcs.
c. Byoffsetsfromtangents.
d. By offsets from chord produced.
.
Angular method: In this method, an instrument like Theodolite is used with or without chain or tape.
Before a curve is set out, it is essential to locate the tangents, point of intersection, point of curves
and point of tangent.
The angular methods for setting out simple circular curves are:
a. The Rankine’s method
b. The two Theodolite method
c. The tachometric method
In our road alignment survey, we used Rankine’s method for setting out curves.
Transition Curves:
Transition curve is a curve of varying radius introduced between a straight line and a circular curve.
While the vehicle moves on the straight line of infinite radius to the curve of finite radius, the
passenger feels uncomfortable and even the vehicle may overturn. This is due to the causes of the
centrifugal force couple with the inertia of the vehicle. To avoid these effects, a curve of changing
radius must be introduced between the straight and the circular curve, which is known as the
transition curve.
The main functions of the transition curve are as follows:
1. To accomplish gradually the transition curve from the tangent to the circular curve, so that
the curvature increased gradually from zero to a specific value.
2. To provide a medium for the gradual introduction or change of required super elevation.
Vertical Curves
A vertical curve is used to join two intersecting grade lines of railways, highways or other routes to
smooth out the chainage in vertical motion. The vertical curve contributes to the safety, increase sight
distance, give comfort in driving and have a good appearance. A grade, which is expressed as
percentage or 1 vertical in N horizontal, is said to be upgrade or + ve grade when elevation along it
increases, while it is termed as downgrade or -ve grade when the elevation decreases along the
direction of motion.
The vertical curves may be of following types:

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Summit curve: It is formed when an upgrade followed by a downgrade, an upgrade followed by
another upgrade, a down grade followed by another down grade..
Valley curve: It is formed when a down grade followed by an upgrade, an upgrade followed by another
upgrade, a down grade followed by another down grade. In vertical curve all distance along the curve
are measured horizontally and all offsets from the tangent to the curve are measured vertically.
The methods for setting out vertical curve are:
a. The tangent correction method
b. Elevation by chord gradient method
c. Co-ordinate method
The length of vertical method must be long enough to provide at least minimum required sight
distance throughout the vertical curve.
Comments and Conclusions:
Survey of the road alignment was done to make most economical, comfortable, safe and
durable. Extra care is taken to avoid any soil erosion and any other ecological damage. 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 minimum as far as possible. The task was
challengeable and tough due to the high altitude along the route.

24
BRIDGE SITE SURVEY
Introduction and Objectives:
The adequate functioning of a road depends to a large extent on the effectiveness of the cross
drainage like bridges etc. The main objective of the bridge site survey is to give the students the
preliminary knowledge on selection and planning of possible bridge site and axis for the future
construction of the bridge. The purpose of the bridge site survey was not only to prepare plan and
layout of the bridge site but also from the engineering point of view, the purpose is to
collect the preliminary data about the site such as normal water flow level, high flood level geological
features of the ground for planning and designing of the bridge from the details taken during the
surveying. Moreover, bridge construction is an important aspect in the development of transportation
network. Surveying is required for topographical mapping, knowledge of longitudinal sections of the
river and cross sections at both the upstream and downstream side of the river for the construction
of a bridge.
Brief Description of the Area:
Bridge site survey was conducted over a Kali spring (Kali Khola). The spring collects water coming
through different hill slopes. Our site was near the Pig Farm and the Bhalaam spring (Bhalaam khola).
The site was mossy and swampy. Huge boulders and rocks are to be found near the site. It was damp
and hilly.
Hydrology, Geology and Soil Condition:
Sloppy hills with trees surrounded the site. There are rocks also. The ground was damp and swampy.
The soil was soft and clayey. It was blackish brown in colour. The hill slopes on both sides are very
steep and are thus geologically stable. There is adequate water to be found on the bridge site. The
water is collected from rain and other sources like natural springs, etc.
Technical Specification (Norms):
A bridge site topographical survey was carried out and the alignment of the bridge axis was fixed by
triangulation. Two base lines were measured by tape with two-way linear measurement. Along with
these we are also supposed to take L-section and X-section of the river downstream and upstream. A
topographic map was prepared by tachometric surveying and longitudinal and cross-sectional
profile of the area was drawn.
Equipment:
The equipment used in the survey during the preparation of topographic map, are as follows:
1. Theodolite
2. Staffs
3. Ranging rods
4. Tapes
6. Dumpy level, Abney level
7. Compass
8. Marker pen
Methodology:
The various methods performed during the bridge site survey were triangulation, levelling,
tachometry, cross section, L-section etc. The brief descriptions of these methodologies are given
below:

25
Recce:
The bridge site was observed and the overview of the placement of axis was made.
Site Selection:
The selection of bridge site is an art and requires considerable investigations. There are various factors
for the selection of bridge site such as geological condition, socio-economic and ecological aspect etc.
Therefore, the site was chosen such that it should be at well-defined and stable banks and not affect
the ecological balance of the flora and fauna of the site area. The site should be on a straight reach of
the stream. The site which is sufficiently away from the confluences of large tributaries, which offers
a square crossing & more advantageous foundation conditions, which is sufficiently away from
landslides & subsidence’s should be preferred.
The bridge axis should be so located that it should be fairly perpendicular to the flow direction and at
the same time, the river width should be narrow from the economical point of view and the free board
should be at least 5m. The starting point of bridge axis should not in any way lie or touch the curve of
the road. A site which blends with the topography and landscape will be aesthetically pleasing.
Keeping in minds the above factors, the bridge site was selected. For the purpose of the
shortest span, the stations were set perpendicular to the river flow direction. The riverbanks were
not eroded and were suitable for bridge construction. The chance of change of direction of river on
the selected axis line was nominal.
Fixing of control points and triangulation:
For the topographic survey of the bridge site, triangulation was done. First the bridge axis was set and
horizontal control stations were fixed on either side for detailing. Distances between stations on the
same sides of river i.e. base line were measured with tape precisely. Then the interconnecting triangles
were formed and horizontal angles (two set) were measured with theodolite. While doing so, first
of all the entire polygon having six sides is considered, then two adjacent quadrilaterals are
considered, finally eight triangles are considered. For each case, they are adjusted to satisfy the
geometrical condition since the closing angular error is within the permissible limit. While applying
the correction, only unaffected angles are taken into account. The bridge axis length or span was
calculated by solving the triangles using the sine rule. From the measured bearing of the line,
the bearing of all traverse legs are computed, the coordinates of each leg is calculated, and the closing
error which is found to be within the permissible limit is adjusted using the Bowditch’s method. Thus
the horizontal control was set out.
For vertical control, the level was transferred from the TBM (located at north bank) to the
control points and was transferred to the stations on the next bank by reciprocal levelling. For the
same bank direct level transfer method was used. Triangulation was performed for the determination
of the approximate span of the bridge axis. The triangulation stations can be taken as the
control points for detailing. Two points on either bank of the river were fixed as control points and
one of the sides of the triangle was taken as the bridge axis. Then two triangles from each bank were
fixed. The base line was measured accurately by two ways linear measurement as well as tachometry
and interior angles were measured by taking two sets of HCR reading by theodolite. The accurate span
of bridge was computed by applying sine rule. To minimize the plotting error as far as possible well-
conditioned triangles were constructed i.e. the angles greater than 30 degrees, less than 120 degrees
and nearer to 60 degrees. The best triangle is equilateral triangle.
Topographic survey
The topographic survey of bridge site was done with the help of theodolite. The important details,
which were not included in the cross-section data, were taken. Trigonometric levelling may be
performed to find out the RL of the inaccessible points, but this situation was not arrived in the given
bridge site. All the detailing points were noted for the topographic view of the bridge site.

26
Longitudinal Section
The L-Section of the river is required to give an idea about the bed slope, nature of the riverbed, and
the variation in the elevations of the different points along the length of the river. Keeping the
instrument at the control (traverse) stations on the river banks, the staff readings were taken at
different points along the center line of the river up to a 150 meters upstream and 50 m downstream.
The R.L.s of the traverse stations being known previously; the levels of the different points on the river
were calculated.
Cross-Section
For the cross-section of the river, the staff readings were taken at an interval of 20m. This was done
up to 80m downstream and 80m upstream. While taking the reading the staff was erected on the bed
of river. Approximately, at every 20m chain age the readings were taken for cross sectioning. The spot
heights were taken where the change in slope was noticed or remarkable points were noticed such as
normal depth level flood depth level, riverbank, etc. Theodolite was used for this purpose.
Levelling:
Transferring R.L. from B.M. to control points:
The R.L of benchmark TBM= 1628.325m (located at north bank) was given and was transferred to the
triangulation stations by fly levelling along the turning points by taking the back sight reading
to the bench mark which should be within the given accuracy.
Reciprocal Levelling:
When it is required to carry levelling across a river, ravine or any obstacle requiring a long sight
between two points so situated that no place for the level can be found from which the lengths of
foresight & back sight will be even approximately equal, reciprocal levelling must be used to obtain
accuracy and to eliminate the error in instrument adjustment, combined effect of earth’s curvature &
the refraction of the atmosphere, and variations in the average refraction. Reciprocal levelling was
carried out to transfer the R.L. from TBM to A.
Computation and Plotting:
The following tachometric formulas were used for the calculation of the horizontal distance and R.L.
of different points:
Horizontal distance of any point from the traverse station,
D = 100 x S x cos2θ
Where, S = Staff intercept = Top - Bottom stadia reading
θ = Vertical Angle
And
R.L. of a point = R.L. of station + H.I + D x Tan θ - axial hair reading
Comments and Conclusion:
The bridge axis was set keeping in mind all the requisites that the proper site for the bridge has to be.
The result of the computations of the triangulation gave the axis span of 34.048m. During the selection
of the site all the considerations like geological, socio-economical and topographical considerations
were made and the best site was selected. The site was steep on one of the banks and there were
huge rocks in another bank. The site was deep and there was presence of trees along with bushes.
The bridge site survey was conducted to give broad knowledge about importance of reciprocal
levelling, necessities of triangulation concept for fixing bridge span &to give wide concept about
bridge site.

27
GEOGRAPHIC INFORMATION SYSTEM (GIS)
Introduction:
Geographic information system (GIS) is a system for capturing, storing, checking, and displaying data
related to positions on Earth’s surface. By relating seemingly unrelated data, GIS can help individuals
and organizations better understand spatial patterns and relationships.
GIS can use any information that includes location. The location can be expressed in many
different ways, such as latitude and longitude, address, or ZIP code. Many different types of
information can be compared and contrasted using GIS. The system can include data about people,
such as population, income, or education level. It can include information about the landscape, such
as the location of streams, different kinds of vegetation, and different kinds of soil. It can include
information about the sites of factories, farms, and schools; or storm drains, roads, and electric power
lines. With GIS technology, people can compare the locations of different things in order to discover
how they relate to each other. For example, using GIS, a single map could include sites that produce
pollution, such as factories, and sites that are sensitive to pollution, such as wetlands and rivers. Such
a map would help people determine where water supplies are most at risk.
GIS technology is a crucial part of spatial data infrastructure, which the White House
defines as “the technology, policies, standards, human resources, and related activities necessary to
acquire, process, distribute, use, maintain, and preserve spatial data.”
Importance of GIS:
GIS is an integration of several systems, methodologies and applications. Therefore, it has various
advantages and some of them are interrelated. A GIS has many advantages over the traditional manual
method of geographic data analysis.
Once a GIS is implemented, we achieve the following benefits:

28
 geospatial data are better maintained in a standard format
 revision and updating are easier
 geospatial data and info. are easier to search, analyse & represent
 more value added product
 geospatial data can be shared and exchanged freely
 productivity of the staff is improved and more efficient
 time and money are saved
 better decisions can be made
Uses of GIS:
Geographic Information Systems (GIS) can be used to display spatial data and to solve problems that
involve spatial factors. GIS is particularly useful for relating, integrating, and analysing information
from these different themes (or layers) of spatial information. Therefore, anything that can be placed
on a map is a candidate for GIS, and so the variety of uses are quite extensive. Common uses of GIS
include inventory and management of resources, crime mapping, establishing and monitoring routes,
managing networks, monitoring and managing vehicles, managing properties, locating and targeting
customers, locating properties that match specific criteria and managing agricultural crop data,
addressing public health concerns, mapping wildfire risk and preparedness, modelling hazmat risk,
first response, and mapping/monitoring/mitigating invasive species.
Some other field of applications of GIS are:
i. Agriculture
ii. Banking, Business and Commerce
iii. Climate Change and Weather
iv. Disaster Management
v. Defence/Military
vi. Ecology and environment

29
vii. Engineering and scientific Research
viii. Geology and Geo-statistics
ix. Hydrology and Land use planning and policy
x. Telecommunication, etc.

30
ARC GIS software:
ArcGIS is a geographic information system (GIS) for working with maps and geographic
information. It is used for creating and using maps, compiling geographic data, analysing mapped
information, sharing and discovering geographic information, using maps and geographic information
in a range of applications, and managing geographic information in a database. The system provides
an infrastructure for making maps and geographic information available throughout an organization,
across a community, and openly on the Web.
ArcGIS includes the following Windows desktop software:
 ArcReader, which allows one to view and query maps created with the other.
 ArcGIS productsArcGIS for Desktop, which is licensed under three functionality levels.
 ArcGIS for Desktop Basic (formerly known as ArcView), which allows one to view spatial
data, create layered maps, and perform basic spatial analysis.
 ArcGIS for Desktop Standard (formerly known as ArcEditor), which in addition to the
functionality of ArcView, includes more advanced tools for manipulation
of shapefiles and geodatabases.
 ArcGIS for Desktop Advanced (formerly known as ArcInfo), which includes capabilities for
data manipulation, editing, and analysis.
Importance of ARC GIS:

31
Arc GIS helps to:
 Solve problems
 Make better decisions
 Plan successfully
 Make better use of resources
 Anticipate and manage change
 Manage and run operations more efficiently
 Promote collaborations between teams, disciplines and institutions
 Increase understanding and knowledge
 Communicate more effectively
 Educate and motivate others
Arc GIS also enables us to:
 Create, share and use intelligent maps
 Compile Geographic information
 Create and geographical database
 Solve problems with spatial analysis
 Create map based applications
 Communicate and share Geographic information
COMMENTS AND CONCLUSIONS:
The software enables us to collect, organise, manage, analyse, communicate and distribute
geographic information. It helps in creating and sharing geographic information, compiling them and
solve problem with spatial analysis leading us to make better decisions and plans.

32
ABBREVATIONS
C.P. : Control Point
H.A. : Horizontal Angle
B.S. : Back Sight
F.S. : Fore Sight
R.L. : Reduced Level
B.M. : Bench Mark
P.B.M. : Permanent Bench Mark
T.B.M. : Temporary Bench Mark
T.P. : Turning Point
T. : Top
M. : Middle
B. : Bottom
I.P. : Intersection Point
B.C. : Beginning of Curve
E.C. : End of Curve
M.C. : Middle of Curve
S.S. : Stationary Station (Chainage points at 20m interval)
H.I. : Height of Instrument
H.C.R. : Horizontal Circle Reading
V.C.R. : Vertical Circle Reading
Detailing co-ordinates:-
R.C. : Road Corner
W.B. : Workshop Building
F.P. : Foot Path
S.H. : Spot Height
S.H.B. : Science and Humanities Building
T.C. : Toilet Corner
S.C. : Store Corner
L.B. : Library Building

33
Tribhuvan University
Institute of Engineering
Pashchimanchal Campus, Pokhara
BGE Survey Camp 2074
Observer: Group 8 Date: 2074-07-11
Recorder: Group 8 Weather: Sunny
Instrument: Total station, prism and clamp Temperature: 20 – 25C
Table: Horizontal angle observation sheet of major traverse
Station Face
Horizontal Angle Readings
Distance Mean
Distance
RemarksSet-I (0° set) Set-II (90° set) Mean H.A.
From To HCR HA HCR HA
CP1
CP2
L 0°0'0"
100°19'20"
90°0'0"
100°19'16"
100°19'25"
98.092
98.092
Known
control
point
R 179°59'59" 269°59'46" 98.093
M10
L 100°19'20"
100°19'36"
190°19'16"
100°19'27"
48.906
48.906
R 280°19'23" 10°19'19" 48.906
M10
CP1
L 0°0'0"
87°30'30"
90°0'0"
87°30'34"
87°30'29"
48.924
48.923
R 179°59'43" 270°0'15" 48.923
M9
L 87°30'30"
87°30'22"
177°30'34"
87°30'30"
46.932
46.932
R 267°30'21" 357°30'45" 46.932
M9
M10
L 0°0'0"
243°32'16"
90°0'0" 243°32'19"
243°32'17"
46.066
46.515
R 180°0'19" 269°59'42" 46.965
M8
L 243°32'16"
243°32'0"
333°32'19" 243°32'30" 79.796
79.796
R 63°32'19" 153°32'12" 79.797

34
M8
M9
L 0°0'0"
163°32'26"
90°0'0"
163°32'25"
163°32'33"
79.808
79.808
R 179°59'54" 269°59'55" 79.808
M7
L 163°32'26"
163°32'43"
253°32'25"
163°32'36"
46.455
46.455
R 343°32'11" 73°32'19" 46.456
M7
M8
L 0°0'0"
205°16'12"
90°0'0"
205°16'20"
205°16'18"
46.478
46.478
R 180°0'3" 269°59'51" 46.478
M6
L 205°16'12"
205°16'0"
295°16'20"
205°16'40"
52.636
52.636
R 25°16'3" 115°16'11" 52.636
M6
M7
L 0°0'0"
96°28'29"
90°0'0"
96°28'20"
96°28'24"
52.657
52.657
R 179°59'50" 270°0'6" 52.657
M5
L 96°28'29"
96°28'40"
186°28'20"
96°28'6"
52.203
52.203
R 276°28'10" 6°28'12" 52.203
M5
M6
L 0°0'0"
124°32'38"
90°0'0"
124°32'38"
124°32'30"
52.2
52.2
R 179°59'57" 270°0'0" 52.2
M4
L 124°32'38"
124°32'17"
214°32'38"
124°32'27"
119.862
119.862
R 304°32'40" 34°32'27" 119.863
M4
M5
L 0°0'0"
148°47'14"
90°0'0"
148°47'19"
148°47'26"
119.862
119.862
R 179°59'53" 269°59'48" 119.863
M3
L 148°47'14"
148°47'30"
238°47'19"
148°47'39"
71.925
71.925
R 328°47'23" 58°47'9" 71.926
M3
M4
L 0°0'0"
110°18'2"
90°0'0"
110°18'16"
110°18'27"
71.924
71.923
R 179°59'52" 269°59'48" 71.923
M2
L 110°18'2"
110°18'41"
200°18'16"
110°18'46"
122.575
122.575
R 290°18'11" 20°18'2" 122.575
CP2
M3
L 0°0'0"
159°40'40"
90°0'0"
159°40'31"
159°40'28"
122.575
122.577
Known
control
point
R 179°59'59" 269°59'50" 122.58
CP1
L 159°40'40"
159°40'18"
249°40'31"
159°40'22"
98.074
98.074
R 339°40'41" 69°40'28" 98.074

35
Table: Horizontal angle observation sheet of minor traverse
Station Face
Horizontal Angle Readings
Distance Mean
Distance
RemarksSet-I (0° set) Set-II (90° set) Mean H.A.
From To HCR HA HCR HA
m1
M3
L 0°0'0"
160°24'30"
90°0'0"
160°24'20"
160°24'26.5"
49.367
49.367
R 179°59'50" 269°59'46" 49.367
m2
L 160°24'30"
160°24'29"
250°24'20"
160°24'29"
35.405
35.405
R 340°24'21" 70°24'17" 35.406
m2
m1
L 0°0'0"
207°10'44"
90°0'0"
207°10'33"
207°10'41"
35.406
35.406
R 179°59'51" 269°59'51" 35.406
m3
L 207°10'44"
207°10'46"
297°10'33"
207°10'47"
56.381
56.381
R 27°10'37" 117°10'38" 56.381
m3
m2
L 0°0'0"
88°33'37"
90°0'0" 88°33'37"
88°33'42.75"
56.382
56.381
R 179°59'49" 269°59'42" 56.381
m4
L 88°33'37"
88°33'13"
178°33'37" 88°33'5" 36.915
36.915
R 268°33'36" 358°33'37" 36.915
m4
m3
L 0°0'0"
143°12'56"
90°0'0"
143°12'41"
143°12'46"
36.91
36.91
R 179°59'57" 269°59'47" 36.91
m5
L 143°12'56"
143°12'16"
233°12'41"
143°12'17"
40.705
40.705
R 323°12'41" 53°12'30" 40.706
m5
m4
L 0°0'0"
232°9'55"
90°0'0"
232°10'4"
232°06'39"
40.706
40.706
R 179°59'45" 269°59'44" 40.706
M5
L 232°9'55"
232°10'6"
322°10'4"
232°10'41"
48.941
48.941
R 52°9'51" 142°10'3" 48.941
M5
m5
L 0°0'0"
39°6'24"
90°0'0"
39°6'15"
39°06'17"
48.924
48.924
Major
Traverse
Station
R 179°59'58" 269°59'59" 48.924
M3
L 39°6'24"
39°6'38"
129°6'15"
39°6'53"
119.86
119.86
R 219°6'20" 309°6'6" 119.86
M3
M5
L 0°0'0"
60°38'29"
90°0'0"
60°38'29"
60°38'23"
119.86
119.88
Major
Traverse
Station
R 180°0'18" 269°59'58" 119.9
m1
L 60°38'29"
60°38'1"
150°38'29"
60°38'37"
49.371
49.371
R 240°38'19" 330°38'21" 49.371

36
Instrument: Total Station and Prism Temperature: 20 – 25C
Table: Major Traverse Coordinate Calculation
Lat Dep Lat Dep Lat Dep Lat Dep length Bearing angle
CP1
CP2 CP1CP2 98.07 159°40'37.75" 13 159°40'50.75" 20°0'0" 92.156 33.542 0.015 0.01 92.17 33.552 9089.2 998.552 98.088 20°0'8.89" 159°41'8.51"
M3 CP2M3 122.6 110°18'17.25" 13 110°18'30.25" 40°19'9.25" 93.454 79.309 0.019 0.01 93.47 79.322 9182.6 1077.87 122.59 40°19'5.61" 110°18'57.03"
M4 M3M4 71.92 148°47'21" 13 148°47'34" 110°0'39" -24.61 67.578 0.011 0.01 -24.6 67.586 9158 1145.46 71.924 110°0'1.91" 148°47'39.95"
M5 M4M5 119.9 124°32'36.5" 13 124°32'49.5" 141°13'5" -93.44 75.075 0.018 0.01 -93.42 75.088 9064.6 1220.55 119.86 141°12'29.51"124°32'25.15"
M6 M5M6 52.2 96°28'18.75" 13 96°28'31.75" 196°40'15.5" -50.01 -14.975 0.008 0.01 -50 -14.97 9014.6 1205.58 52.191 196°40'2.2" 96°27'45.35"
M7 M6M7 52.65 205°16'13" 13 205°16'26" 280°11'43.75" 9.32 -51.819 0.008 0.01 9.328 -51.81 9024 1153.77 52.646 280°12'20.71" 205°16'36.1"
M8 M7M8 46.47 163°32'23" 13 163°32'36" 254°55'17.75" -12.09 -44.87 0.007 0.01 -12.08 -44.87 9011.9 1108.9 46.463 254°55'45.03"163°32'28.65"
M9 M8M9 79.8 243°32'18.75" 12 243°32'30.25" 271°22'41.75" 1.92 -79.777 0.012 0.01 1.932 -79.77 9013.8 1029.13 79.791 271°23'14.81"243°32'58.94"
M10 M9M10 46.95 87°30'33" 12 87°30'45" 207°50'11.5" -41.52 -21.924 0.007 0.01 -41.51 -21.92 8972.3 1007.21 46.942 207°50'9.28" 87°30'10.4"
CP1 M10CP1 48.91 100°19'14.5" 12 100°19'26.5" 300°19'26.5" 24.695 -42.218 0.007 0.01 24.7 -42.21 8997 965.001 48.909 300°20'6.4" 100°19'49.92"
739.4 -0.113 -0.079 -0.001 0.001
RemBearing
Cons. Coordinate Correction Corr cons. Coor Independent Coor Corrected
St Line Dist H.A. Cor Correct Angle

37
Table: Minor Traverse coordinate computation
Station Line Distance
H.A. Bearing Correction
(in sec)
Corrected
Bearing
Consecutive Coordinate Independent Coordinates
Latitude Departure Northing Easting
M4
M3 M4M3 71.924 60°38'23" 290°0'7.3" 9182.644 1077.875
m1 M3m1 49.367 160°24'26.5" 170°38'30.3" -5 170°38'25.3" -48.71 8.029 9133.934 1085.904
m2 m1m2 35.4053 207°10'41" 151°2'56.8" -10 151°2'46.8" -30.98 17.14 9102.954 1103.044
m3 m2m3 58.3815 88°33'42.75" 178°13'37.8" -15 178°13'22.8" -58.353 1.811 9044.601 1104.855
m4 m3m4 36.907 143°12'46" 86°47'20.55" -20 86°47'0.55" 2.071 36.849 9046.672 1141.704
m5 m4m5 40.7055 232°6'39" 50°0'6.55" -25 49°59'41.55" 26.168 31.18 9072.84 1172.884
M5 m5M5 48.9325 39°6'17" 102°6'45.55" -30 102°6'15.55" -10.261 47.845 9062.579 1220.729

38
Table: Two Peg Test

39
Table: Fly levelling from BM to TBM
Points
Backsight Reading (B.S) Foresight Reading (F.S)
Rise Fall
Reduced
level (R.L)
Distance
Total Remarks
T M B T M B BS FS
1 1.52 1.42 1.32 950 30 30 BM
2 3.075 2.975 2.875 0.956 0.956 0.856 0.464 - 950.464 30 30 60 TP1
3 2.405 2.305 2.205 0.205 0.205 0.105 2.77 - 953.234 30 30 60 TP2
4 1.3 1.203 1.105 1.556 1.354 1.152 0.951 - 954.185 30 30 60 TP3
5 1.556 1.306 1.056 1.683 1.583 1.483 - 0.38 953.805 30 30 60 TP4
6 1.545 1.445 1.345 1.451 1.351 1.251 - 0.045 953.76 30 30 60 TP5
7 1.728 1.629 1.53 0.924 0.824 0.724 0.621 - 954.381 30 30 60 TP6
8 1.708 1.609 1.51 1.235 1.135 1.35 0.494 - 954.875 30 30 60 TP7
9 1.685 1.631 1.575 1.12 1.02 0.92 0.589 - 955.464 21.17 30 51.17 TP8
10 0.942 0.956 0.83 0.675 - 956.139 21.17 21.17 TBM
522.34

40
Table: Fly levelling from TBM to BM
Points
Backsight Reading (B.S) Foresight Reading (F.S)
Rise Fall
Reduced
level (R.L)
Distance
Total Remarks
T M B T M B BS FS
1 0.837 0.737 0.637 956.139 30 30 TBM
2 1.209 1.109 1.009 1.741 1.727 1.627 - 0.99 955.149 30 30 60 TP1
3 1.288 1.189 109 1.868 1.643 1.545 - 0.534 954.615 30 30 60 TP2
4 1.115 1.015 0.915 1.293 1.768 1.668 - 0.579 954.036 30 30 60 TP3
5 1.382 1.282 1.182 1.239 1.193 1.093 - 0.178 953.858 30 30 60 TP4
6 1.999 1.499 1.399 1.454 1.139 1.039 0.143 - 954.001 30 30 60 TP5
7 0.43 0.33 0.23 2.393 1.354 1.254 0.145 - 954.146 30 30 60 TP6
8 0.234 0.159 0.084 2.01 2.294 2.195 - 1.964 952.182 15 30 45 TP7
9 1.021 0.913 0.805 1.409 1.935 1.86 - 1.776 950.406 16.67 15 31.67 TP8
10 1.326 1.243 - 0.413 949.993 16.67 16.67 BM
483.34

41
Tables: Transfer of RL from TBM to nearest Major Traverse Stations
Point Backsight Reading (B.S) Foresight Reading (F.S)
Rise Fall
Reduced_level
(R.L) RemarksT M B T M B
1 1.321 1.276 1.231 956 TBM
2 0.981 .936 .892 0.34 - 956.34 M6
Reduced level of TBM was transferred to Major Station M6.
Point Backsight Reading (B.S) Foresight Reading (F.S)
Rise Fall
Reduced_level
(R.L) RemarksT M B T M B
1 1.431 1.303 1.175 956 TBM
2 0.512 .384 .256 0.919 - 956.919 M5
Reduced level of TBM was transferred to Major Station M5.

42
Observer: Group 8 Date: 2074-07-14 & 15
Recorder: Group 8 Weather: Cloudy
Instrument: Theodolite, Ranging rods and staffs Temperature: 20 – 25
Table: Detailing coordinates
SN Easting Northing Elevation Code SN Easting Northing Elevation Code
1 9014.628 1205.58 956.482 M 21 9020.845 1180.281 957.349 FP
2 9064.635 1220.55 957.054 M 22 9019.987 1196.351 956.837 SH
3 9011.873 1108.902 959.106 M 23 9018.668 1196.469 956.716 SH
4 9015.366 1225.33 955.761 RC 24 9022.153 1206.203 957.209 SH
5 9024.745 1223.79 955.947 RC 25 9021.123 1198.311 956.851 SH
6 9021.941 1218.826 955.979 RC 26 9018.521 1203.776 956.498 SH
7 9015.583 1219.792 955.875 RC 27 9024.025 1213.636 956.768 SH
8 9017.371 1196.554 956.676 RC 28 9021.143 1190.047 956.934 SH
9 9017.088 1194.121 956.783 RC 29 9034.444 1221.862 956.109 WT
10 9024.273 1195.963 957.548 WB 30 9036.915 1221.389 956.12 WT
11 9023.955 1193.422 957.6 WB 31 9034.656 1222.959 956.307 WT
12 9022.094 1181.145 957.075 WB 32 9037.048 1222.567 956.378 WT
13 9015.698 1181.456 957.33 WB 33 9027.232 1212.417 956.832 SH
14 9012.621 1181.896 957.347 WB 34 9017.937 1200.306 956.597 SH
15 9026.016 1208.909 956.877 WB 35 9022.082 1211.352 956.35 SH
16 9023.695 1208.955 957.122 T 36 9030.132 1149.42 958.082 TC
17 9022.698 1203.646 957.034 T 37 9023.989 1150.292 958.032 TC
18 9025.543 1205.303 956.928 WB 38 9022.74 1140.473 958.101 TC
19 9012.345 1179.739 957.367 FP 39 9021.237 1132.051 958.843 SC
20 9017.257 1179.142 957.36 FP 40 9020.776 1128.225 958.814 SC

43
41 9020.019 1126.844 958.666 SHB 72 9018.285 1148.5 958.027 T
42 9019.313 1135.836 958.227 FP 73 9019.836 1155.756 958.214 T
43 9018.17 1136.063 958.218 FP 74 9016.096 1140.014 958.64 T
44 9019.582 1136.925 958.213 FP 75 9017.696 1134.032 958.823 T
45 9018.403 1137.18 958.211 FP 76 9019.648 1158.106 957.476 SH
46 9011.956 1138.463 958.211 FP 77 9015.284 1150.388 957.684 SH
47 9011.646 1137.293 958.221 FP 78 9011.873 1108.902 959.106 M
48 9017.048 1128.656 958.729 FP 79 9018.768 1117.429 958.754 SHB
49 9016.683 1126.243 958.736 FP 80 9021.769 1116.939 958.87 SHB
50 9010.492 1129.7 958.661 FP 81 9013.798 1029.132 960.863 SHB
51 9010.148 1127.284 958.735 FP 82 9016.918 1104.052 958.82 SHB
52 9036.775 1174.959 957.314 FP 83 9015.731 1093.754 958.76 SHB
53 9035.378 1176.612 957.334 FP 84 9024.594 1092.548 958.866 SHB
54 9034.095 1178.456 957.338 FP 85 9012.928 1074.013 958.884 SHB
55 9038.374 1175.137 957.29 FP 86 9011.771 1070.95 959.06 TAP
56 9039.492 1175.087 957.367 BC 87 9014.948 1102.442 958.764 LP
57 9033.113 1151.611 957.382 FP 88 9013.987 1117.362 959.156 LP
58 9032.835 1150.019 957.439 FP 89 9013.398 1092.864 958.732 FP
59 9033.074 1148.915 958.149 FP 90 9012.184 1093.046 958.751 FP
60 9034.261 1148.63 958.178 FP 91 9014.086 1095.952 958.865 T
61 9054.965 1148.372 957.597 FP 92 9011.574 1101.22 959.167 T
62 9054.741 1146.811 957.586 FP 93 9020.017 1096.123 960.108 SH
63 9029.067 1160.04 958.256 SH 94 9015.666 1098.851 959.037 SH
64 9025.431 1160.102 958.397 SH 95 9018.946 1098.534 959.046 SH
65 9028.294 1163.812 957.435 SH 96 9018.649 1115.473 959.034 SH
66 9022.576 1160.252 958.056 SH 97 9012.86 1119.875 959.538 T
67 9030.062 1161.277 957.823 SH 98 9015.32 1105.405 958.802 FP
68 9023.473 1162.252 957.384 SH 99 9013.944 1105.593 958.823 FP
69 9030.335 1173.654 957.337 SH 100 9012.278 1105.12 958.953 SH
70 9021.633 1169.837 957.205 SH 101 9014.417 1032.88 961.003 LB
71 9018.995 1146.814 958.115 SH 102 9012.825 1020.378 961.021 LB

44
103 8999.046 1010.948 960.877 LB 138 9016.189 1042.95 960.201 SH
104 9000.135 1016.566 960.256 LB 139 9009.367 1036.718 960.464 SH
105 8991.573 1017.893 960.309 LB 140 9012.147 1054.358 960.037 SH
106 9004.473 1018.211 960.821 FP 141 8972.294 1007.212 959.705 SH
107 9004.935 1020.935 960.755 FP 144 8982.825 990.03 960.018 LB
108 9012.108 1017.3 960.912 FP 145 8978.025 999.725 960.109 LB
109 9012.482 1019.898 960.888 FP 146 8979.318 1008.573 960.182 LB
110 9000.274 1012.687 960.453 FP 147 8979.43 1028.963 959.66 PARK
111 9001.938 1012.324 960.456 FP 148 8982.941 1053.718 959.671 PARK
112 9003.19 1034.277 960.247 FP 149 8981.474 1019.38 959.841 PARK
113 9004.809 1034.011 960.161 FP 150 8988.782 1017.643 960.242 PARK
114 9010.521 1074.584 958.921 FP 151 8979.948 1010.922 960.298 PARK
115 9010.923 1076.318 958.869 FP 152 8976.986 1011.854 960.222 SH
116 9007.641 1076.494 959.495 FP 153 8975.957 1016.979 959.771 SH
117 9007.489 1075.081 959.485 FP 154 8973.705 1018.012 958.967 SH
118 9005.987 1053.847 960.104 FP 155 8971.897 1015.107 958.261 SH
119 9005.716 1052.166 960.1 FP 156 8974.995 1009.967 959.616 SH
120 9010.521 1070.578 959.937 LP 157 8968.702 1010.326 958.27 SH
121 9005.731 1034.599 960.603 LP 158 8967.969 1006.688 958.573 SH
122 9007.021 1035.715 960.296 TAP 159 8970.665 1002.326 958.837 SH
123 9004.915 1051.139 960 PARK 160 8971.625 995.783 958.517 SH
124 9001.513 1026.173 960.248 PARK 161 8975.153 1000.368 960.045 T
125 9015.215 1043.926 960.237 PARK 162 8972.951 994.158 958.057 T
126 9012.464 1048.275 960.261 PARK 163 8978.706 1025.563 959.572 T
127 9008.168 1044.905 960.222 PARK 164 8997 965 960.824 M
128 9010.669 1039.469 960.922 PARK 166 8996.287 988.45 960.288 LB
129 9020.859 1062.125 959.825 PARK 167 8996.663 990.546 960.344 LB
130 9019.645 1052.736 960.137 PARK 168 9002.964 990.146 960.421 LB
131 9013.132 1058.433 959.938 PARK 169 9007.64 1004.615 961.017 LB
132 9007.332 1028.816 961.053 PARK 170 9006.922 998.456 961.014 LB
133 9005.127 1023.259 960.558 SH 171 9020.647 996.71 961.039 LB
134 9005.872 1014.883 960.813 SH 172 8992.143 983.038 960.145 RC
135 9003.142 1013.771 960.82 T 173 8992.312 985.961 960.145 RC
136 9010.765 1034.939 960.402 SH 174 9009.251 983.555 960.519 RC
137 9016.535 1036.021 960.657 SH 175 9008.826 979.728 960.509 RC

45
176 9026.856 974.936 961.216 RC 214 9120.922 1044.919 960.933 CS
177 9034.929 979.919 961.245 RC 215 9143.734 1044.178 960.631 CS
178 9029.657 969.534 961.013 RC 216 9110.155 959.716 960.935 CS
179 9038.623 974.835 961.22 RC 217 9125.138 971.595 960.949 CS
180 9003.371 951.38 959.498 RC 218 9132.758 978.707 961.335 CS
181 9001.019 956.136 959.61 RC 219 9144.847 973.059 960.464 CS
182 8997.415 958.355 960.39 PARK 220 9115.068 929.663 960.812 RC
183 9018.074 973.495 961.183 PARK 221 9117.462 927.984 960.724 RC
184 8986.162 977.899 960.512 PARK 222 9120.268 913.946 960.812 PARK
185 8992.777 976.828 960.715 T 223 9119.254 945.416 961.219 TEMP
186 8998.021 960.655 960.535 T 224 9125.491 942.764 961.206 TEMP
187 9006.645 975.47 960.99 T 225 9076.846 990.29 961.658 LH
188 9005.62 966.075 960.817 T 226 9073.801 1014.068 961.858 LH
189 9005.381 972.068 960.898 SH 227 9116.057 932.077 960.757 T
190 9013.749 988.486 960.987 SH 228 9093.846 983.983 961.604 T
191 8985.044 986.809 960.061 SH 229 9092.662 990.024 961.7 T
192 9005.798 993.932 960.737 SH 230 9110.588 955.021 961.143 T
193 9009.185 984.221 960.497 LP 231 9094.532 979.12 961.384 T
194 9021.191 987.228 961.134 SH 232 9095.641 959.322 960.963 T
195 9089.171 998.554 961.772 M 233 9087.791 967.228 961.023 T
198 9070.142 999.609 961.268 RC 234 9086.262 1022.862 962.038 T
199 9087.048 1003.387 961.616 LP 235 9084.701 990.698 961.465 SH
200 9089.171 998.554 961.772 M 236 9085.319 1018.694 961.909 SH
201 9140.656 1044.555 960.834 LB 237 9091.299 988.145 961.615 SH
202 9131.1 1049.608 961.058 LB 238 9085.715 1001.999 961.785 SH
203 9127.64 1054.623 961.075 LB 239 9091.717 975.734 961.157 SH
204 9129.054 1057.427 961.112 LB 240 9085.787 985.79 961.429 SH
205 9125.259 1055.91 961.038 LB 241 9182.644 1077.875 960.892 M
206 9091.728 1018.344 961.263 RC 244 9166.817 1064.949 960.675 PARK
207 9098.713 980.955 961.204 RC 245 9158.203 1068.176 960.574 PARK
208 9103.477 981.154 961.147 RC 246 9233.742 1114.483 960.51 RC
209 9100.507 967.012 961.515 LP 247 9230.586 1117.937 960.501 RC
210 9083.635 1052.553 961.741 LP 248 9210.041 1094.198 960.541 RC
211 9091.38 1042.614 961.274 CS 249 9207.15 1098.065 960.521 RC
212 9100.409 997.01 961.182 CS 250 9206.478 1091.11 960.543 RC

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