survey camp report at nea, kharapati - bhaktapur

Council for Technical Education and Vocational Training (CTEVT)

MADAN ASHRIT MEMORIAL TECHNICAL SCHOOL

Tel: +01-4991748 , Website: www.mamts.edu.np

Gothatar, Kathmandu

Survey Camp Report – 2017

SUBMITTED BY: Suman Jyoti ([email protected])

Group Members

1. Suman Jyoti

2. Sunita Khatiwada

3. Bishnu Pd. Bhandari

4. Dipesh Jung Shai

5. Dubdorje Tamang

6. Dinesh Moktan

7. Dhurba Thapa

SUBMITTED TO:

Department of Civil Engineering

Madan Ashrit Memorial Technical School

Kathmandu, Nepal

Date:- 2017-Nov-29 to December-05

mailto:[email protected]

ACKNOWLEDGEMENT

This Report is the outcome result of survey camp of Madan Ashrit Memorial Technical

School (Kageswori Manahara, Gothatar-Kathmandu) carried by the Group B, which is held up

to the date of 2017-Nov-29 to 2017-Dec-05.

The purpose of this fieldwork was to make the each student independent to carry out the work

in real problem in the field. We think, the purpose is suitable for further work and which make

us to produce the report of the fieldwork in time. We are sincerely indebted to our collage

MAMTS, for providing opportunity to consolidate our theoretical and practical knowledge in

engineering surveying.

I would like to extend my heartfelt gratitude to Er. Niraj Pudasaini and Er. Sanjaya Subedhi

for their vital encouragement and support in the completion of this project report. This survey

camp meant a lot to me as it gave me a lot of field experience. I would like to thank for, Mr.

Manoj Khadka, who co-operated with me in the matter of guidance to providing instruments.

I would like to express our sincere gratitude to our camp teacher for their helpful suggestions,

friendly behavior and guiding any time during the field work an also providing prompt

comments and rectification necessary before finalization of the report for their

valuable instructions, during the fieldwork, without which it was very difficult to do the work

in the field and to produce the report.

Our camp Instructor:-

1. Er. Niraj Pudasaini (Vice Principle)

2. Er. Sanjaya Subedi (Instructor)

3. Er. Ashma Pokhrel (Instructor)

4. Er. Nita Khadka (Instructor)

5. Er. Sushanta Subedi (Instructor)

6. Mr. Manoj Khadka (Store Keeper)

7. Mr. Anish Bomjom (Teaching Aid)

PREFACE

This Report on Survey Camp is the brief Description of the works that were done in the one weeks during the

election time. The main objective of this survey camp is to provide an opportunity to

consolidate and update the practical knowledge in engineering.

Surveying in the actual field condition and habituate to work in different environment with different

people. In this Survey Camp, We are supposed to survey a given plot in all its aspect and work on road

alignment, topographic map and bridge alignment with proper X-section, L-Section and its

topography fulfilling all technical requirements.

This Report includes the entire description of the practical carried out during the Survey Camp. 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 to deal with the similar problems in our further Engineering practice. Every effort has

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 errors in our notice. Furthermore we

would be very thankful for the examiners or viewers for their suggestions in improving this report.

Our Surveying Team:

1. Suman Jyoti

2. Sunita Khatiwada

3. Bishnu Pd. Bhandari

4. Dipesh Jung Shai

5. Dubdorje Tamang

6. Dhurba Thapa

7. Dinesh Moktan

ABSTRACT

Surveying is the science and art of determining the relative positions of above, on, or beneath

the surface of earth, and is the most important part of Civil Engineering. The results of surveys

are used to map the earth, prepare navigational charts, established property boundaries.

Develop data of land used and natural resource information etc. Further survey maintains

highways, railroads, buildings, bridges, tunnels, canals, dams and many more.

Thus, the objective of survey camp was to make us gain the experience in this field by

performing topographic survey in a large area, learning to propose road alignment and select

suitable site for bridge axis.

The report reflects the methodology, observations, and calculations made by thestudents in

the Camp with the corresponding drawings. The large portion of the course covered with

elements of topographic surveying, and then those of road alignment and bridge site survey f

follow it. The main objective of the Survey Camp organized for us is to take an opportunity to

consolidate and update our practical and theoretical knowledge in engineering surveying in the

actual field condition.

In this survey camp we have to prepare a topographic map of the given area, road and bridge

site survey fulfilling all technical requirements. In this regard, we are required to carry out the

necessary field works in our sub-group so that we will get opportunity to the decision on

planning and execution of field works for the preparation of topographic map, road alignment

and bridge site survey. This survey camp helps us to build in our confidence to conduct

engineering survey on required accuracy.

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Survey Camp Report 2017-Nov-29 to Dec-05 Prepared by:- Suman Jyoti

CONTENTS

S.N TITLE PAGE

1 Introduction

1.1 Background………………………………………………………..…. 1-1

1.1.1 Location…………………………………………………….…... 1-1

1.1.2 Site………………………………………………………….…. 1-1

1.1.3 Topography and Geology…………………………………….…. 2-2

1.1.4 Rainfall, Climate and Vegetation………………………………..... 2-2

1.1.5 Description of Work……………………………………….……. 3-3

1.1.6 Works details and Schedule…………………………………….... 3-3

1.2 Introduction…………………………………………………………...4-4

1.2.1 Surveying………………………………………………………. 4-4

1.2.2 Defination of terms……………………………………………… 5-6

2 Topographic Surveying

2.1 Linear Measurement……………………………………………….... ….7-7

2.2 Theodolite Traversing ………………………………………….…........... 8-9

2.3 Methodology……………………………………………………….…..9-11

2.3.1 Balancing the Traverse………………………………………….10-11

2.3.2 Closing Error…………………………………………………... 11-11

2.4 Detailing……………………………………………………………... 11-11

2.5 Tachometry Detailing ……………………………………………..…. 12-13

2.6 Levelling…………………………………………………………....... 14-15

2.7 Contouring………………………………………………………...….15-16

2.8 Total Station……………………………………………………...…....17-18

2.9 Calculation…………………………………………………....…...…..19-47

3 Bridge Site Survey

3.1 Overview……………………………………………………………...49-49

3.2 Brief description of Area……………………………………………….50-50

3.3Technical Specifications………………………………………………..50-50

3.4 Methodology………………………………………………………….50-52

3.5 Calculation….…………………………………………………………53-60

4 Road Alignment Survey

4.1 Introduction……………………………………………………………61-61

4.2 Curves………………………………………………………………....61-62

4.3 Equipment Require………………………………………..…………..62-62

4.4 Norms……………………………………………………………...….63-63

4.5 Methodology…………………………………………………………..63-65

4.6 Calculation…………………………………………………………….66-74

4.7 Comments and Conclusion……………………………………………..75-75

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Chapter One

Introduction

1.1 Background

1.1.1 Location:

Nepal Electricity Authority Training Center, Kharipati,Bhaktapur is about 18 km North East

of Kathmandu. The area to us for survey is about 200 ropanis of land with varieties of land.

The details of the area is as follows;

Country: ‐ Nepal

Region: ‐ Central Development Region

Zone: ‐ Bagmati

District: ‐ Bhaktapur

Our Survey Camp site was located near about 27º41'16"N and 85º27'20"E, at the altitude of

1362 m and about 18 km East of Kathmandu. The area allocated to us for survey is about

292065.62 sq m. of land with variable land features and almost all the man-made mentors like

road, sports ground building and pond etc.

It took about 1.5 hour drive to reach Kharipati from Madan Ashrit Memorial Technical School

(Gothatar). The project site is situated in the range of about 1332 m. above mean sea level.

1.1.2 Site:

i) For Topographic Survey and Road

Alignment

- NEA Training Center

ii) For Bridge site Survey

- Near Chaukote Tole River, Bansbari

1.1.3 Topography and Geology:

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Nepal Electricity Authority (NEA), Kharipati is located in the eastern part of Kathmandu valley, It lies

in Bhaktapur districts of Nepal. At the time of the 2011 Nepal census Kharipati had a

population of 8,129 with 1,817 houses in it. It is situated at about a distance of 18 kilometers

from the capital city Kathmandu.

Kharipati has gentle and steep topography differing from places to places. The area contains

ground features ranging from steep slopes to flat grounds. These features were shown by

contours. The geological structure is in good condition, so there is no any geological disasters

and eruption. Soil types are found similar to any other part of Bhaktapur i.e. soft clay, irrigated

by river and well suitable for cultivation.

Especially the low land below the NEA boundary is found to be good for the agricultural

product. The area contains ground features ranging from step slopes to almost flat grounds.

These features were shown by contours. The area also shows a variation in the elevation.

The latitude and longitude of Nepal is as following:

Latitude = 26°22' N to 30°27'

Longitude = 80°04' E to 88°12'

The latitude and longitude of NEA Training Center (Kharipati) is as follow:

Latitude = 27°41'16" N

Longitude = 85°27'20" E

Temperature = Normal

1.1.4 Rainfall, Climate and Vegetation:

The weather is moderate between autumn seasons. During the camp period temperature was

fluctuating from maximum to minimum of it just similar to the annual temperature variation

and rain fall around Kathmandu valley is:-

Temperature: maximum 25oC to minimum 9oC. The atmosphere was cool in the morning with

high value of humidity. Most of the empty spaces of the project area were full of vegetation

but without cultivated land except for some land around canteen area. Ordinary grassland

covered most of the areas. Presence of few plants, trees and bushes made environment green

and pleasant.

https://en.wikipedia.org/wiki/Districts_of_Nepal

https://en.wikipedia.org/wiki/Nepal

https://en.wikipedia.org/wiki/2011_Nepal_census

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1.1.5 Description of work:

1. Traversing:

No. of major Station = 10 (including CP1 and CP2)

No. of minor Station = 0

2. Detailing:

Area = From NEA training Canteen to bottom gate of boundary.

3. Fly Levelling:

Starting Point = Top gate of NEA Training Center (B.M = 1336.000m)

Ending Point = Bottom gate of NEA Training Center (T.B.M = 1310.525m)

4. Road Alignment:

Starting point of the road = IP1 (Near boys hostel Junction)

Length of the road = 229.252m = 0.23 km

Cross Section = 3 and 6m left and right of 20m interval on both side from center line.

5. Bridge Site Survey:

Bridge Span = 13.901 m

Cross Section = 10m up stream and 10m down-stream.

1.1.6 Work Details and Schedule

The brief description of works done in the survey camp are as presented follows:

Project Title: Survey Camp 2017

Location: NEA-Kharipati, Bhaktapur

Duration: 7 days/ 1 weeks (2017-Nov-29 to Dec-05)

Working Time: 05:30am to 06:00 pm

Surveyed by: Group B

Working Schedule :

S.N Day Survey Field Work

1 2017-29th -November Reconnaissance for topographic survey and linear

measurement of traverse.

2 2017-30th –November Linear measurement of Traverse and Fly levelling

3 2017-01th –December Angular Measurement and Level transfer to Traverse

4 2017-02th –December Topography Survey (Detailing)

5 2017-03th –December Bridge Site Survey (X-section and L-Section detailing)

6 2017-04th –December Road Alignment Survey

7 2017-05th -December Presentation / Viva and complete incomplete work

1.2 Introduction

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1.2.1 Surveying:

Surveying is defined as the science and technique of determining three dimensional position of

point on above or beneath the surface of the earth by means of angular and

linear measurements. The application of surveying requires skills as well as knowledge of

mathematics, physics, to some extent, astronomy.

The knowledge of surveying is advantageous to many phase of engineering. The earliest

surveys were made in connection with the land surveying. Surveying is the most essential

subject matter before and during all engineering works like civil engineering works such as

designing and construction of highways, water supply systems, irrigation projects, buildings

etc. Land area surveys are made to determine the relative horizontal and vertical position of

topographic features and to establish reference mark to guide construction. In surveying, all

measurement of lengths is horizontal, or else is subsequently reduce to horizontal distance. The

object of survey is to prepare plan or map so that it may represent the area on a horizontal

plane. Vertical distances between the points are shown on map by contour lines and are usually

represented by means of vertical sections drawn separately. A plan or map is

horizontal projection of an area and show only horizontal distance of the points.

The main objectives of surveying courses allocated for civil engineering students is to promote

them the basic knowledge of different surveying techniques relevant to civil engineering works

in their professional practice. The completion of all surveying courses including one week

survey camp work organized by Madan Ashrit Memorial Technical School and will give better

enhancement to students to use all surveying technique covered in lecture classes.

This is a detail report of the works, which were performed by Group B, have seven members,

during the camp period. Briefly explains of the working procedures and technique used by this

group during that camp period. In addition, it also contain observations, calculations, methods

of adjustment of error, main problem during work and their solution, results of all calculations

and their assessments with some comments is presented in a concise form:-

In our survey camp, the type of survey that we performed is engineering survey which

includes the preparation of topographic map, in which both horizontal and vertical

controls are necessary. As per instrument used form theodolite traverse survey for fixing

control points, tachometric (Instrument either Total Station or Theodolite) survey for

detailing and triangulation survey for establishing control points in bridge site survey.

1.2.2 Principle of Surveying

The fundamental principles of plane surveying are:

Working from whole to part:

It is very essential to establish first a system of control points with higher precision. Minor control points can

then be established by less precise method and details can then be located using minor control

points by running minor traverse. This principle is applied to prevent the accumulation of error

and to control and localize minor error.

Location of point by measurement from two points of reference: The relative position of points to be surveyed should be located by measurement from at least

two (preferably three) points of reference, the position of which have already been fixed.

Consistency of work:

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The survey work should performed by keeping consistency in method, instrument, observer

etc. to get desired level of accuracy.

Independent check: Every measurement taken in the field must be checked by some independent field observation so that

the mistake is not passed unnoticely.

Accuracy required:

Proper method and proper instrument should be used depending upon amount of accuracy

required. Accuracy of angular and linear values should be compatible.

Thus, in our survey camp, survey work is performed by considering the above

fundamental principle of surveying.

1.2.3 Defination of Terms:

1. Bench mark:

A survey mark made on a monument having a known location and elevation, serving as a

reference point for surveying.

2. Traversing:

A traverse may be defined as the course taken measuring a connected series of straight

lines, each joining two points on the ground; these points are called traverse stations.

3. Levelling:

Leveling is the branch of surveying, which is used to find the elevation of given points

with respect to given or assumed datum to establish points at a given elevation or at

different elevations with respect to a given or assumed datum.

4. Contouring:

Contour lines are imaginary lines exposing the ground features and joining the points of

equal elevations.

5. Transition curve:

A transition curve is a curve of varying radius introduced between a straight line and a

circular curve.

6. Triangulation:

The process of determining the location of a point by measuring angles to it from known

points at either end of a fixed baseline, rather than measuring distances to the point

directly.

7. Reduced level:

The vertical distance of a point above or below the datum line is called as reduced level.

8. Back sight reading:

This is the first staff reading that is taken in any set of the instrument after the leveling is

perfectly done. The point is normally taken on the bench mark.

9. Foresight reading:

It is the last reading that in any set of instrument and indicates the shifting of the latter.

10. Intermediate sight reading:

The staff reading between the back sight and foresight.

11. Cross levelling:

The operation of taking level transverse to the direction of longitudinal leveling.

1.2.4 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

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knowledge thereby implementing different work and in other side it involves self-assured

feeling everlastingly. It guides to tread on the path ending with success. The main objectives

of the survey camp are as follows:

To become familiar with the problems that may arise during the fieldworks.

To became familiar with proper handling of instrument and their functions.

To become familiar with the spirit and importance of teamwork, as surveying is not a

single person work.

To complete the given project in scheduled time and thus knows the value of time.

To collect required data in the field in systematic ways.

To compute and manipulate the observed data in the required accuracy

and present it in diagrammatic and tabular form in order to understand by others.

To make capable for the preparation of final report.

Two Peg Test for Checking the Levelling instrument

STEP : 1

Setup 1 Station 1

Station 2

STEP : 2

Station 1 Setup 2

Station 2

Figure : Two Peg Test

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Here,

Total Distance = 30m

Setup 1 = Approx. 2 m and Setup 2 = 15 m

For Setup 1

Now, The Level machine is shifted from Setup 1 to Approx. 2m far distance from Station 1

Then,

Sighted 1,

Top reading = 1.646 m

Middle reading = 1.482 m

Bottom reading = 1.318 m

Average Height = 𝑇+𝑀+𝐵

3 =

𝑇+𝐵

2 = 1.482 m

Sighted 2,





3 =

𝑇+𝐵

2 = 1.402 m

Level difference between 1 and 2 = 1.482-1.402=0.080m

For Setup 2

Now, The level is shifted between the distance of Station 1 and Station 2 in exact middle

portion of given distance 30 m. Then,

Sighted 1,





3 =

𝑇+𝐵

2 = 1.406 m

Sighted 2,





3 =

𝑇+𝐵

2 = 1.325 m

Now,

Level difference between 1 and 2 = 1.406-1.325=0.081m

Thus,

Error between setup 1 and setup 2 = 0.081 -0.080 = 0.001 m

Precision = 𝟏

𝐓𝐨𝐭𝐚𝐥 𝐃𝐬𝐢𝐬𝐭𝐚𝐧𝐜𝐞

𝐄𝐫𝐫𝐨𝐫 =

𝟏𝟑𝟎

𝟎.𝟎𝟎𝟏 = 3.33*10-5

I.e. 1 in 30000.

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Chapter Two

Topographic Surveying

2.1 Linear Measurement

Objectives:-

To determine accurate distance of two or more segments by ranging process.

To conduct a survey of a small area by applying techniques of linear measurement and

also work out the area of irregular shape at the site.

Instrument Required:-

Ranging rod

Arrow / Peg

Theory:-

The process of determining the distance between one station to another station is termed as

Linear Measurement, i.e. at either horizontal or steeped/inclined surface. The process of

establishing or developing intermediate points between two terminal points or end points on a

straight line is known as ranging.

Procedure:-

First ranging rods are fixed at start and end station, i.e. exactly in vertical position.

Then another assistant was standing between (Intermediate station) start and end

station.

The surveyors placed his eye at the near ranging rod of start station and by looking the

direction of end ranging rods.

Then after surveyors directed the assistant to move right or left with the help of hand

sight.

Finally, when these rods are parallel to the start and end station of rods. Now start the

measure distance by tape/chain.

Again, above same process is repeated after while the traverse cannot complete.

This process is done by two ways. (start-end and end- start)

Calculate the average and error distance of two ways measurement.

After complete measurement, Check the precision which lies in 1 in 1000.

Error = 𝐷1 – 𝐷2

Average =𝐷1+𝐷2

2

Precision = 𝟏

𝑨𝒗𝒆𝒓𝒂𝒈𝒆

𝑬𝒓𝒓𝒐𝒓

Conclusion:-

We know that direct ranging is possible only when the end stations are inter visible and indirect

ranging is done where end points are not visible and the ground is high.

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2.2 Tachometry Surveying

Objectives:-

Produce the topographic map and detailed plan of the proposed area by using surveying

software (Theodolite, Total Station)

Instrument Required:-

Total Station or Theodolite

Stadia Rod

Peg

Reflected Prism (i.e. only for total station)

Tripod Stand

Introduction:-

Tachometry survey is a branch of surveying in which horizontal and vertical distance of points

are obtained by optical measurement avoiding ordinary and slower process of measurement

tape. Tachometric surveys are usually performed to produce contour and details plans for

further work, or to produce coordinates for area and volume calculations. Observation are

usually performed from known survey stations, often established by traversing.

Theory:-

Used a Total Station, able to read distance by reflecting off a prism.

It is now possible to produce plans of large areas that previously would have taken weeks, in a

matter of days. This instrumentation has facilitated the development of this method of detail

and contour surveying into a very slick operation.

Used a Theodolite, able to read distance by sighting from instrument at Stadia rods.

It is also possible now to detailing but it is slowest process than Total Station.

Field work for Traversing:-

a. Reconnaissance: It is done to-

To locate suitable positions for stations, poorly executed reconnaissance can

result from difficulties at later stages leading waste of time and inaccurate work.

To obtain overall picture of the area.

b. During selection of station following points should be noted-

Number of station should be kept minimum as possible.

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Length of traverse legs should be kept as long as possible to minimize effect of

centering error, however too long leg can also result from refraction error.

Station should be located such that they are clearly inter visible.

Station should be placed on firm, level ground so that the theodolite/total station

and tripod are supported adequately during measurement.

Interior angle of the station between traverse legs should not be less than 30° or

should not be around 180° to minimize error during plotting

c. Station marking-

Station marking needs to be done by the permanent marker for easy allocation

of station throughout the survey period.

Generally for traverse purpose, wooden pegs are flush into the ground, a nail is

tapped into the top of peg to define exact position of station

A reference or witnessing sketch of the features surrounding each station should

be prepared especially if the stations are to be left for any time before used or if

they are required again

d. Linear measurement-

Linear measurement of traverse line will normally be measured by EDM or by

measuring tape.

During Linear measurement, for precision both way (forward and backward

direction) measurement is carried out and discrepancy should be better than

1:2000

e. For Angular measurement-

If the internal angles are being read, it is usual to proceed from station to station

round the traverse in an anticlockwise direction

Generally, more than one set of reading is preferred for higher accuracy

measurement along with both face (right and left face) reading

If external angles are observed then one should occupy the stations in a

clockwise direction

When all internal angles are measured, sum of internal angle should be equal to

(2n-4)*90, for external angle (2n+4)*90.

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Requirements of Field notes:-

Accuracy: Field data and reference data should be accurately noted

Integrity: A single omitted measurement or detail can nullify the use of notes for

plotting. So Notes should be checked carefully for completeness before leaving

Legibility: Notes can be used only if they are legible. A professional-looking set of

notes is likely to be professional in quality

Arrangement: Note forms appropriate to the particular survey contribute to accuracy,

integrity, and legibility

Clarity: Advance planning and proper field procedures are necessary to ensure clarity

of sketches and tabulations and to minimize the possibility of mistakes and omission.

Conclusion:-

We know that when the stations have been sighted, a sketch of the traverse should be prepared

approximately to scale. The stations are given reference letters or numbers. This greatly assists

in planning and checking of field work.

Result:-

Making topographic map and detailed plan of proposed area.

2.3 Theodolite Traversing

Objectives:

To know the advantages of bearing and their use in various survey works.

To be familiar with the checks and errors in a closed traverse and solve them.

To be familiar with various types and methods of traverse surveying for detailing.

To know well about the traverse computation and be fluent in it.

Instrument Required:

Theodolite with Tripod Stand

Tape

Ranging rod

Pegs and Hammer

Prismatic Compass with Stand.

Theory:

Traversing is that type of survey in which member of connected survey lines from the frame

work and the direction and lengths of the survey lines are measured with the help of an angle

measuring instrument and a tape. When the lines form a circuit which ends at the starting points,

it is known as closed traverse. It the circuit ends else. where, it is said to be an open traverse.

The close traverse is suitable for locating the boundaries of lakes, grounds, city maps etc. and

for the survey of large areas, whereas open traverse is suitable for surveying a long narrow strip

of land as required for a road or canal or the coast line.

The main principle of traverse is that a series of the straight line are connected to each other

and the length and direction of each lines are known. The joins of two points of each lines is

known as traverse station and the angle at any station between two consecutive traverse legs is

known as traverse angle.

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TheodoliteTraversing:-

Theodolite traversing is a method of establishing control points, their position being determined

by measuring the distances between the traverse stations (which serve as control points) and

the angles subtended at the various stations by their adjacent stations. The traversing in which

the length between two stations of the traverse is measured directly by chaining or taping in

the ground and angle of the station is measured by the theodolite is called theodolite traversing.

Procedure: - First of all the traverse stations were fixed around the given area to the surveyed keeping

in the ratio of traverse legs 1:2 for major and 1:3 for minor traverse. The stations were

chosen in this place where instrument is easy to setup.

- Measurement of the horizontal distance between one station to another station by using

the tape. And also measure the nearby permanent structure for reference when

unfortunately traverse station is missing.

- Now, with the help of theodolite two sets of horizontal angle between the traverse legs

were measured. i.e. face left and face right.

- The height of the instrument in every set up of theodolite was also measured.

- With the help of prismatic compass, magnetic bearing of one traverse line was

measured.

Norms (Technical specifications):

Conduct reconnaissance survey of the given area. Form a close traverse (major and

minor) around the perimeter of the area by making traverse station. In the selection of

the traverse station maintain the ratio of maximum traverse leg to minimum traverse

leg less than 1:2for major traverse.

Measure the traverse legs in the forward and reverse directions by means of a tape

calibrated against the standard length provided in the field, note that discrepancy

between forward and backward measurements should be better than 1:2000.

Measure traverse angle on two sets of reading by theodolite. Note that difference

between the mean angles of two sets reading should be within the square root of no of

station times least count of the instrument.

Determine the R.L. of traverse stations by fly leveling from the given B.M. Perform

two-peg test before the start of fly leveling. Note that collimation error should be less

than 1:10000.

Maintain equal fore sight and back sight distances to eliminate collimation error. R.L.

of .B.M is 1336

The Permissible error for fly leveling is (±25√k) mm

Balance the traverse. The permissible angular error for the sum of interior angles of the

traverse should be less than±√n x 1 minutes for Major Traverse ±√n x 1.5 minutes for

Minor Traverse (n = no. of traverse station).

For major and minor traverse the relative closing error should be less than 1: 2000

and1: 1000 respectively.

Plot the traverse stations by coordinate method in appropriate scale, i.e. 1:1000 for

major traverse and 1:500 for minor traverses.

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2.4 Methodology:

The methodology of surveying is based on the principle of surveying. They are as follows:

1. Working from whole to part.

2. Independent check.

3. Consistency of work

4. Accuracy Required

The different methodologies were used in surveying to solve the problems arise in the field.

These methodologies are as follows:

a) Reconnaissance (recci):

Reconnaissance (recci) means the exploration or scouting of an area. In survey, it involves

walking around the survey area and roughly planning the number of stations and the position

of the traverse stations. Recci is primarily done to get an overall idea of the site. This helps to

make the necessary observations regarding the total area, type of land, topography, vegetation,

climate, geology and indivisibility conditions that help in detailed planning.

The following points have to be taken into consideration for fixing traverse stations:

The adjacent stations should be clearly inter visible.

The whole area should include the least number of stations possible.

The traverse station should maintain the ratio of maximum traverse leg to minimum

traverse leg less than 1:2 for Major Traverse and 1:3 for Minor Traverse.

The steep slopes and badly broken ground should be avoided as far as possible, which

may cause inaccuracy in tapping.

The stations should provide minimum level surface required for setting up

the instrument.

The traverse line of sight should not be near the ground level to avoid the refraction.

Taking the above given points into consideration, the traverse stations were fixed. Then two

way taping was done for each traverse leg. Thus, permanent fixing of the control points

completes reconnaissance.

b) Traversing: Traversing is a type of surveying in which a number of connected survey lines form the

framework. It is also a method of control surveying. The survey consists of the measurement

of

Angles between successive lines or bearings of each line.

The length of each line.

There are two types of traverse. They are as follows:

(i) Closed traverse:

If the figure formed by the lines closes at a station i.e. if they form

a polygon or it starts and finishes at the points of known co-

ordinatesthen the traverse is called closed traverse.

(ii) Open traverse:

If a traverse starts and finishes at points other than the starting point or

point of unknown co-ordinates, then the traverse is called open traverse.

Measurement of horizontal and vertical angle:

Two set of horizontal angle was measured at each station and one set of vertical angle. And it

was done in the following way:-

P a g e | 20


i) One the face left temporary adjustment was done.

ii) After setting zero to the first station the second station was sighted by unclamping

the upper screw.

iii) For better accuracy and exact bisection horizontal angle was measured at the bottom

of the arrow.

iv) And on the same setting or same face vertical angle at both the station was taken.

v) Now again changing the face the horizontal angle was taken and vertical angle too.

vi) Now setting the reading to ninety at the first station again one set of horizontal

angle was taken but the vertical angle is enough, taken earlier.

vii) Before shifting the instrument to the next station the height of instrument was taken.

viii) Similarly the instrument was shifted to other station and in each station one set of

vertical angle and two set of horizontal angle and height of instrument was

measured.

ix) For comparison of the tape distance and the Tachometric distance the stadia reading

(top, mid, bottom) was taken at each station and for the calculation of the reduce

level of each station we need to read mid reading which can be compared with the

level transferred using auto level.

2.4.1 Balancing the traverse: There are different methods of adjusting a traverse such as Bow ditch’s method, Transit

method, Graphical method, and Axis method. Among them during the survey camp, Bow

ditch’s method was used to adjust the traverse.

The basis of this method is on the assumptions that the errors in linear measurements are

proportional to L and that the errors in angular measurements are inversely proportional to L,

where L is the length of a line. The Bow ditch’s rule is mostly used to balance a traverse where

linear and angular measurements are of equal precision. The total error in latitude and in the

departure is distributed in proportion to the lengths of the sides.

The Bowditch’s Rule is commonly used to balance a traverse where linear and angular

measurements are of equal precision. The total error in latitude and in the departure is

distributed in proportion to the lengths of sides. The Bowditch rule gives the correction as,

TraversethatofPerimeter

LegThatofLengthDeptorLatinErrorTotalDeptorLatToCorrection

___

)___(*.)_.(_____.__

2.4.2 Closing error: If a closed traverse is plotted according to the field measurements, the end of the traverse will

not coincide exactly with the starting point. Such and error is known as closing error.

Mathematically,

Closing error (e) = √ {(Ʃ𝐿)2+(Ʃ𝐷)2}

Direction, tan θ =ƩD/ƩL

The sign of ƩL and ƩD will thus define the quadrant in which the closing error lies.

The relative error of closure = Error of Closure / Perimeter of the traverse

= e / p

= 1 / (p / e)

The error (e) in a closed traverse due to bearing may be determined by comparing the two

bearings of the last line as observed at the first and last stations of traverse. If the closed

traverse, has N number of sides then,

P a g e | 21


Correction for the first line = e/N

Correction for the second line = 2e/N

And similarly, correction for the last line = Ne/N = e

In a closed traverse, by geometry, the sum of the interior angles should be (2n-4) x 90˚. Where,

n is the number of traverse sides. If the angles are measured with the same degree of precision,

the error in the sum of the angles may be distributed equally among each angle of the traverse.

2.5 Detailing: Detailing means locating and plotting relief in a topographic map. Detailing can be done by

either plane table surveying or tachometric surveying. Plane tabling needs less office work than

tachometric survey. Nevertheless, during our camp, we used the tachometric method.

Tachometry Tachometry is a branch of angular surveying in which the horizontal and vertical

distances of points are obtained by optical means. It is very suitable for steep or broken ground,

deep ravines, and stretches of water or swamp where taping is impossible and unreliable.

The objective of the tachometric survey is to prepare of contour maps or plans with both

horizontal and vertical controls.

The formula for the horizontal distance is (H) = 100*S*cos2θ

The formula for the vertical distance is (V) = 100 *S*(Sin2θ

2) where, S = Staff intercept.

θ = Vertical Angle.

If the angle used is zenithal angle then, θ = Zenithal Angle.

2.6 Levelling: Leveling is a branch of surveying the object of which is:

(i) To find the elevation of given points with respect to given or assumed

datum.

(ii) To establish points at a given elevation or at different elevations with respect

to a given or assumed datum.

(iii) The first operation is required to enable the works to be designed while the

second operation is required in the setting out of all kinds of engineering

works.

(iv) Leveling deals with measurements in a vertical plane.

(v) To provide vertical controls in topographic map, the elevations of the

relevant points must be known so that complete topography of the area.

Two types of leveling were performed at the site, namely direct leveling (spirit leveling)

and indirect leveling (trigonometric leveling).

Direct leveling: It is the branch of leveling in which the vertical distances with respect to a horizontal line

(perpendicular to the direction of gravity) may be used to determine the relative difference in

elevation between two adjacent points. A level provides horizontal line of sight, i.e. a line

tangential to a level surface at the point where the instrument stands. The difference in elevation

between two points is the vertical distance between two level lines. With a level set up at any

place, the difference in elevation between any two points within proper lengths of sight is given

by the difference between the rod readings taken on these points. By a succession of instrument

stations and related readings, the difference in elevation between widely separated points is

thus obtained.

Following are some special methods of direct (spirit) leveling:

1. Differential leveling:

P a g e | 22


It is the method of direct leveling the object of which is solely to determine the difference in

elevation of two points regardless of the horizontal positions of the points with respect of each

other. This type of leveling is also known as fly leveling.

2. Profile leveling:

It is the method of direct leveling the object of which is to determine the elevations of points

at measured intervals along a given line in order to obtain a profile of the surface along that

line.

3. Cross-sectioning:

Cross-sectioning or cross leveling is the process of taking levels on each side of main line at

right angles to that line, in order to determine a vertical cross-section of the surface of the

ground, or of underlying strata, or of both.

4. Reciprocal leveling:

It is the method of leveling in which the difference in elevation between two points is accurately

determined by two sets of reciprocal observations when it is not possible to set up the level

between the two points.

Indirect leveling:

Indirect method or trigonometric leveling is the process of leveling in which the elevations of

points are computed from the vertical angles and horizontal distances measured in the field,

just as the length of any side in any triangle can be computed from proper trigonometric

relations.

Two Peg Test:

Before starting the fly leveling, two peg test was carried out to check the accuracy of the level

used. The collimation error was found to be 1: 10000 which satisfied the permissible error limit

(1:10,000).

Temporary adjustments of Level:

a) Set t ing up t he l ev e l: The operation of setting up includes fixing the

instrument on the stand and leveling the instrument approximately.

b) L e v e l i n g u p : Accurate leveling is done with the help of foot screws and

with reference to the plate levels. The purpose of leveling is to make the vertical

axis truly vertical and horizontal line of sight truly horizontal.

c) R e m o v a l o f p a r a l l a x : Parallax is a condition when the image formed

by the objective is not in the plane of the cross hairs. Parallax is

eliminated by focusing the eyepiece for distinct vision of the cross hairs and b

yfocusing the objective to bring the image of the object in the plane of cross

hairs.

Booking and reducing levels:

There are two methods of booking and reducing the elevation of points from the observed staff

reading.

Height of the Instrument method:

Arithmetic Check: ∑BS – ∑F.S. = Last R.L. – First R.L.

Rise and Fall method:

Arithmetic Check: ∑ BS – ∑ F.S. = ∑ Rise – ∑fall = Last R.L. – First R.L.

Level transfer to the major and minor traverse stations:

P a g e | 23


The R. L of the temporary benchmark was then transferred to the control stations of the major

and minor traverse. The closing error was found to be within the permissible limits. The

misclosure was adjusted in each leg of the leveling path by using the following formula:

Permissible error = ±25k mm.

Where, k is perimeter in Km

Actual Error (e) = ∑B.S – ∑F.S= Last R.L. – First R.L.

Correction ith leg = -(e x (𝐿1+𝐿2+….+𝐿𝑖)P

Where,𝐿1,𝐿2, 𝐿𝑖 is the length of 1st,2nd,ith leg.

P is perimeter.

Relative Precision= 1/(p/e)

2.7 Contouring: A contour is an imaginary line, which passes through the points of equal elevation. It is a line

in which the surface of ground is intersected by a level surface. Every fifth contour lines must

be made darken. While drawing the contour lines, the characteristics of the contours should be

approached. The characteristics are as follows:

Two contours of different elevations do not cross each other except in the case of

an overhanging cliff.

Contours of different elevations do not unite to form one contour except in the case of

a vertical cliff.

Contours drawn closer depict a steep slope and if drawn apart, represent a gentle slope.

Contour at any point is perpendicular to the line of the steepest slope at the point.

A contour line must close itself but need not be necessarily within the limits of the map

itself.

U-shape contours indicates the ridge.

V-shape contours indicates the valley

Contours lines does not passes through permanent structure.

Taking the reading at the change point on the ground does the indirect method of locating

contours. The interpolation method is used to draw the contour lines. Interpolation of contours

is done by estimation, by arithmetic calculations or by graphical method. The eye estimation

method is extremely rough and is used for small-scale work only. Generally, arithmetic

calculation method of interpolation is used to draw the contour lines and is performed as

follows:

X= (H/V) * Y

where, X= Horizontal distance of the point to be located.

H = Horizontal distance between two guide points.

V = Vertical distance between the two guide points.

Y = Vertical distance between lower elevation point and the point to be located.

P a g e | 24


2.8 Total station: Introduction:

A total station is an optical instrument used a lot in

modern surveying and archaeology and, in a minor way,

as well as by police, crime scene investigators, private

accident reconstructionist and insurance companies to

take measurements of scenes. It is a combination of an

electronic theodolite (transit), an electronic distance

meter (EDM) and software running on an external

computer known as a data collector.

With a total station one may determine angles and

distances from the instrument to points to be surveyed.

With the aid of trigonometry and triangulation, the angles

and distances may be used to calculate the coordinates of

actual positions (X, Y, and Z or northing, easting and

elevation) of surveyed points, or the position of the

instrument from known points, in absolute terms.

Computation 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 as Northing and it is negative when measured towards south, and termed as

Southing. The departure (D) of a line is positive when measured towards east and termed as

Easting and it is negative when measured towards south, and termed as Westing. The latitude

and departures of each control station can be calculated using the relation:

Latitude = L Cos θ

Departure = L Sin θ

Where, L=distance of the traverse legs

θ =Reduced bearing

If a closed traverse is plotted according to the field measurements, the end of the traverse will

not coincide exactly with the starting point. Such and error is known as closing error.

Mathematically,

Closing error (e) = √ {(Ʃ𝐿)2+(Ʃ𝐷)2}

Direction, tan θ = ƩD/ƩL

The sign of ƩL and ƩD will thus define the quadrant in which the closing error lies.

The relative error of closure = Error of Closure / Perimeter of the traverse

= e / p

= 1 / (p / e)

The error (e) in a closed traverse due to bearing may be determined by comparing the two

bearings of the last line as observed at the first and last stations of traverse. If the closed

traverse, has N number of sides then,

Correction for the first line = e/N

P a g e | 25


Correction for the second line = 2e/N

And similarly, correction for the last line = Ne/N = e

In a closed traverse, by geometry, the sum of the interior angles should be (2n-4) x 90˚. Where,

n is the number of traverse sides. If the angles are measured with the same degree of precision,

the error in the sum of the angles may be distributed equally among each angle of the traverse.

Mathematically,

a) Correction in departure of a side of traverse = - (Total departure misclosure / traverse

perimeter) x length of that side.

b) Correction in latitude of a side of traverse = - (Total latitude misclosure / traverse

perimeter) x length of that side.

Computation Steps:

Here the traverse computation is done in above tabular form. For complete traverse

computations, following steps were carried out:

- The interior angles were adjusted to satisfy the geometrical conditions, ie sum of

interior angles to be equal to (2n-4)x90

- Starting with observed bearing of one line the bearings of all the others lines were

calculated.

- Consecutive co-ordinates (latitude and departure) were calculated. i.e. ∑ L and ∑ D

- Necessary corrections were applied to the latitudes and departures of the lines so that

∑ L=0 and ∑ D=0. The corrections were applied by the transit rule.

Using the corrected consecutive co-ordinates, the independent value were calculated.

- The correct lengths and the correct bearings of the traverse lines were also calculated

using the corrected consecutive co-ordinates.

i.e. True length (l) = √(L^2+D^2) and True bearing (θ) = tan-1( D/L ).

- The traverse lines or legs should be passed through the area to be surveyed.

P a g e | 26


2.9 Calculation:

Distance measurement Sheet

SURVEY CAMP – 2017

S.N Station Distances (m) Total length

Mean length

Error (m)

Precision

Remarks From To

1. 𝐶𝑝2 𝐵𝑚1 13.70+11.201+11.5+9.67+10.9+9.55+8.64+6.11+8.83

90.010 90.072

5

0.057

1 in

1580.27

Check Point

𝐵𝑚1 𝐶𝑝2 16.68+8.204+8.28+12.97+10.71+9.72+7.59+8.23+7.66

90.044

2. 𝐵𝑚1 𝐵𝑚2 10.4+2.88+9.03+5.27+6.4+10.21+8.61+9.23+7.59+5.8+9.37

84.790

84.83

0.08

1 in

1060.37

𝐵𝑚2 𝐵𝑚1 8.37+3.13+10.91+11.19+6.74+3.89+8.2+11.19+10.13+11.12

84.870

3. 𝐵𝑚2 𝐵𝑚3 8.79+9.34+7.11+8.72+7.7+7.12+7.32

56.100 56.08

0.04

1 in

1402.53

Short

Distance 𝐵𝑚3 𝐵𝑚2 8.48+7.16+9.64+7.61+7.7+9.34+6.13

56.06

4. 𝐵𝑚3 𝐵𝑚4 9.75+13.67+21.4+11.12+12.5+10.48+15.8

94.72 94.705

0.03

1 in

3156.6

Long

distance 𝐵𝑚4 𝐵𝑚3 15.21+19.53+9095+12.10+12.6+11.6+13.7

94.69

5. 𝐵𝑚4 𝐵𝑚5 8.04+12.86+20.55+10.99+7.7+8.7

68.84 68.845

0.01

1 in

6882.32

𝐵𝑚5 𝐵𝑚4 17.3+11.92+13.10+8.49+10.61+7.43

68.85

6. 𝐵𝑚5 𝐵𝑚6 14.63+13.70+16.83+9.81+6.31+1.53+3.17

65.98 65.965

0.03

1 in

2198.7

𝐵𝑚6 𝐵𝑚5 12.34+18.27+13.62+11.38+1.67+6.52+2.16

65.95

7. 𝐵𝑚6 𝐵𝑚7 5.97+8.83+7.49+8.0+6.160+8.96+7.96+7.93+8.49

69.79 69.76

0.06

1 in

1162.67

𝐵𝑚7 𝐵𝑚6 6.48+7.96+8.12+7.49+8.76+6.12+8.42+9.61+6.77

69.73

8. 𝐵𝑚7 𝐵𝑚8 7.86+9.8+15.15+12.0+7.0+13.9 65.71 65.685

0.05

1 in

1312.3

𝐵𝑚8 𝐵𝑚7 8.13+7.32+16.28+11.37+9.67

+12.89 65.67

9. 𝐵𝑚8 𝐶𝑝1 10.53+7.56+2.7+9.4+6.94+6.12+4.94+4.81+6.72+4.94+4.07

+3.59+6.83

79.25 79.28

0.06

1 in

1321.3

𝐶𝑝1 𝐵𝑚8 3.53+9.49+7.71+7.05+7.3+7.8

1+6.16+4.94+5.34+7.4+3.48+4.29+4.79

79.31

10. 𝐶𝑝1 𝐶𝑝2 4.29+6.67+8.42+9.49+5.86+11.18+9.23

58.46 58.46

0.04

1 in

1461.5

Check Point 𝐶𝑝2 𝐶𝑝1 10.52+9.94+5.72+5.71+5.36

+8.34+6.24+6.65 58.48


P a g e | 27


Kageshwori Manahara, Kathmandu

THEODOLITE FIELD OBSERVATION SHEET


Instrument at:- 𝑩𝒎𝟏 Height of Instrument:-…..

Sighted To

Face HCR HA Mean H.A Remarks 0 ' '' 0 ' '' 0 ' ''

𝑪𝒑𝟐 L 0° 00' 00''

197°

37'

25''

𝑩𝒎𝟐 L 197° 37' 20'' 197° 37' 20'' 𝑩𝒎𝟐 R 17° 37' 30'' 𝑪𝒑𝟐 R 180° 00' 00'' 197° 37' 30''

Instrument at:- 𝑩𝒎𝟐 Height of Instrument:-…..

Sighted To


𝑩𝒎𝟏 L 0° 00' 00''

142°

22'

20''

𝑩𝒎𝟑 L 142° 22' 30'' 142° 22' 30'' 𝑩𝒎𝟑 R 322° 22' 20'' 𝑩𝒎𝟏 R 180° 00' 10'' 142° 22' 10''

Instrument at:- 𝑩𝒎𝟑 Height of Instrument:-…..

Sighted To


𝑩𝒎𝟐 L 0° 00' 00''

88°

54'

05''

𝑩𝒎𝟒 L 88° 54' 10'' 88° 54' 10'' 𝑩𝒎𝟒 R 268° 54' 00'' 𝑩𝒎𝟐 R 180° 00' 00'' 88° 54' 00''

Instrument at:- 𝑩𝒎𝟒 Height of Instrument:-…..

Sighted To


𝑩𝒎𝟑 L 0° 00' 00''

201°

42'

20''

𝑩𝒎𝟓 L 201° 42' 30'' 201° 42' 30'' 𝑩𝒎𝟓 R 21° 42' 20'' 𝑩𝒎𝟑 R 180° 00' 10'' 201° 42' 10''

Instrument at:- 𝑩𝒎𝟓 Height of Instrument:-….

Sighted To


𝑩𝒎𝟒 L 0° 00' 00''

157°

30'

35''

𝑩𝒎𝟔 L 157° 30' 30'' 157° 30' 30'' 𝑩𝒎𝟔 R 337° 30' 40'' 𝑩𝒎𝟒 R 180° 00' 00'' 157° 30' 40''


P a g e | 28


Kageshwori Manahara, Kathmandu THEODOLITE FIELD OBSERVATION SHEET


Instrument at:- 𝑩𝒎𝟔 Height of Instrument:-

Sighted To


𝑩𝒎𝟓 L 0° 00' 00''

86°

26'

15''

𝑩𝒎𝟕 L 86° 26' 10'' 86° 26' 10'' 𝑩𝒎𝟕 R 266° 26' 20'' 𝑩𝒎𝟓 R 180° 00' 00'' 86° 26' 20''

Instrument at:- 𝑩𝒎𝟕 Height of Instrument:-

Sighted To


𝑩𝒎𝟔 L 0° 00' 00''

148°

43'

10''

𝑩𝒎𝟖 L 148° 43' 20'' 148° 43' 20'' 𝑩𝒎𝟖 R 328° 43' 10'' 𝑩𝒎𝟔 R 180° 00' 00'' 148° 43' 00''

Instrument at:- 𝑩𝒎𝟖 Height of Instrument:-

Sighted To


𝑩𝒎𝟕 L 0° 00' 00''

162°

14'

30''

𝑪𝒑𝟏 L 162° 14' 40'' 162° 14' 40'' 𝑪𝒑𝟏 R 342° 14' 30'' 𝑩𝒎𝟕 R 180° 00' 10'' 162° 14' 20''

Instrument at:- 𝑪𝒑𝟏 Height of Instrument:-

Sighted To


𝑩𝒎𝟖 L 0° 00' 00''

209°

27'

55''

𝑪𝒑𝟐 L 209° 28' 00'' 209° 28' 00'' 𝑪𝒑𝟐 R 29° 28' 00'' 𝑩𝒎𝟖 R 180° 00' 10'' 209° 27' 50''

Instrument at:- 𝑪𝒑𝟐 Height of Instrument:-

Sighted To


𝑪𝒑𝟏 L 0° 00' 00''

45°

03'

25''

𝑩𝒎𝟏 L 45° 03' 20'' 45° 03' 20'' 𝑩𝒎𝟏 R 225° 03' 30'' 𝑪𝒑𝟏 R 180° 00' 00'' 45° 03' 30''

P a g e | 21


Theodolite Field Observation Data and its Calculation STA

TIO

N

LINE LENGTH INTERIOR

ANGLE

CORRECTED

INTERIOR

ANGLE

BEARINGS CALCULATED CORRECTED TOTAL CO-

ORDINATES LATITUD

E

DEPARTUR

E

LATITUDE DEPARTUR

E

LATITUDE DEPARTURE

1 𝐶𝑃1 − 𝐶𝑃2 58.460 197°37'25'' 197°37'14'' 052°00'00'' 35.990 46.067 36.625 46.497

2 𝐶𝑃2 − 𝐵𝑀1 90.072 142°22'20'' 142°22'09'' 217°03'14'' 11.061 -89.390 12.040 -88.730

3 𝐵𝑀1 − 𝐵𝑀2 84.830 088°54'05'' 088°53'54'' 294°40'28'' 35.413 -77.084 36.335 -76.460

4 𝐵𝑀2 − 𝐵𝑀3 56.080 201°42'20'' 201°42'09'' 257°02'37'' -12.573 -54.652 -11.963 -54.221

5 𝐵𝑀3 − 𝐵𝑀4 94.075 157°30'35'' 157°30'24'' 165°56'31'' -91.257 22.851 -90.234 23.543

6 𝐵𝑀4 − 𝐵𝑀5 68.845 086°26'15'' 086°26'04'' 187°38'40'' -68.233 -9.158 -67.485 -8.651

7 𝐵𝑀5 − 𝐵𝑀6 65.965 148°43'10'' 148°42'59'' 165°09'04'' -63.762 16.904 -63.045 17.389

8 𝐵𝑀6 − 𝐵𝑀7 69.760 162°14'20'' 162°14'09'' 071°35'08'' 22.036 66.188 22.794 66.701

9 𝐵𝑀7 − 𝐵𝑀8 65.685 209°27'55'' 209°27'44'' 040°18'07'' 50.094 42.486 50.808 42.969

10 𝐵𝑀8 − 𝐶𝑃1 79.280 045°03'25'' 045°03'14'' 022°32'16'' 73.255 30.387 74.117 30.970

733.352 m 1440°01'50'' 1440°00'00'' -------------- -7.976 -5.401 ƩL = -0.008 ƩD = 0.007

Correction in 𝑪𝑷𝟏 − 𝑪𝑷𝟐:

𝑪𝑳= 7.976 X 𝟓𝟖.𝟒𝟔𝟎

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.635

𝑪𝑫= 5.401 X 𝟓𝟖.𝟒𝟔𝟎

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.430

Correction in 𝑪𝑷𝟐 − 𝑩𝑴𝟏 :

𝑪𝑳= 7.976 X 𝟗𝟎.𝟎𝟕𝟐

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.979

𝑪𝑫= 5.401 X 𝟗𝟎.𝟎𝟕𝟐

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.663

Correction in 𝑩𝑴𝟏 − 𝑩𝑴𝟐:

𝑪𝑳= 7.976 X 𝟖𝟒.𝟖𝟑𝟎

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.922

𝑪𝑫= 5.401 X 𝟖𝟒.𝟖𝟑𝟎

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.624

Correction in 𝑩𝑴𝟐 − 𝑩𝑴𝟑:

𝑪𝑳= 7.976 X 𝟓𝟔.𝟎𝟖𝟎

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.610

𝑪𝑫= 5.401 X 𝟓𝟔.𝟎𝟖𝟎

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.431

Correction in 𝑩𝑴𝟑 − 𝑩𝑴𝟒 :

𝑪𝑳=7.976 X 𝟗𝟒.𝟎𝟕𝟓

𝟕𝟑𝟑.𝟑𝟓𝟐 = 1.023

𝑪𝑫= 5.401 X 𝟗𝟒.𝟎𝟕𝟓

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.692

Correction in 𝑩𝑴𝟒 − 𝑩𝑴𝟓:

𝑪𝑳= 7.976 X 𝟔𝟖.𝟖𝟒𝟓

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.748

𝑪𝑫= 5.401 X 𝟔𝟖.𝟖𝟒𝟓

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.507

Correction in 𝑩𝑴𝟓 − 𝑩𝑴𝟔 :

𝑪𝑳= 7.976 X 𝟔𝟓.𝟗𝟔𝟓

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.717

𝑪𝑫= 5.401 X 𝟔𝟓.𝟗𝟔𝟓

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.485

Correction in 𝑩𝑴𝟔 − 𝑩𝑴𝟕:

𝑪𝑳= 7.976 X 𝟔𝟗.𝟕𝟔𝟎

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.758

𝑪𝑫= 5.401 X 𝟔𝟗.𝟕𝟔𝟎

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.513

Correction in 𝑩𝑴𝟕 − 𝑩𝑴𝟖:

𝑪𝑳= 7.976 X 𝟔𝟓.𝟔𝟖𝟓

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.714

𝑪𝑫= 05.401 X 𝟔𝟓.𝟔𝟖𝟓

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.483

Correction in 𝑩𝑴𝟖 − 𝑪𝑷𝟏:

𝑪𝑳= 7.976 X 𝟕𝟗.𝟐𝟖𝟎

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.870

𝑪𝑫= 5.401 X 𝟕𝟗.𝟐𝟖𝟎

𝟕𝟑𝟑.𝟑𝟓𝟐 = 0.583

*Calculation of Interior Angle*

Theoretically,

Total Interior angle = (2n - 4) x 90

=(2 x 10 - 4) x 90 = 1440°

Error in Interior angle = 1440°01’50”-1440”

= - 0°1’50”

Thus, Error in interior angle is equally

distributed in all stations,

.:.Correction in each station = - 0°1’50”

10

= - 0°00’11”

P a g e | 22


MADAN ASHRIT MEMORIAL TECHNICAL SCHOOL FLY LEVEL FIELD BOOK


Observer:-Suman Jyoti Date:- 2017- Dec-05

Booker:- Bishnu p. Bhandari Location:- NEA-Kharipati, Bhaktapur

Station

Distance BS FS Rise Fall RL Remarks

BS FS Total T M B T M B

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

P a g e | 23



FLY LEVEL FIELD BOOK


Observer:- Suman Jyoti Date:- 2017-Dec-05


Station

Distance BS FS Rise Fall RL Remarks

BS FS Total T M B T M B 22. 8.4 7.2 15.8 1.100 1.058 1.016 1.816 1.780 1.744 -------- 0.635 1320.878 23. 8.0 4.0 12.4 1.400 1.360 1.320 1.558 1.552 1.518 -------- 0.494 1320.384 24. 8.0 8.0 16.0 1.622 1.582 1.542 1.514 1.474 1.434 -------- 0.114 1320.270 25. 7.4 8.0 16.0 1.746 1.708 1.672 1.338 1.298 1.258 0.284 -------- 1320.554 26. 8.0 8.2 15.6 1.660 1.620 1.580 1.200 1.158 1.118 0.550 -------- 1321.104 27. 7.6 7.6 15.6 1.574 1.536 1.498 1.300 1.262 1.224 0.358 -------- 1321.462 28. 7.6 6.6 13.2 1.148 1.110 1.072 1.930 1.898 1.864 -------- 0.362 1321.100 29. 6.0 8.0 15.6 0.930 0.900 0.870 1.752 1.712 1.672 -------- 0.602 1320.498 30. 8.2 8.9 14.9 0.980 0.939 0.898 1.795 1.750 1.706 -------- 0.850 1319.648 31. 7.6 7.1 15.3 0.853 0.815 0.777 1.727 1.691 1.656 -------- 0.752 1318.896 32. 6.4 7.8 15.4 1.088 1.056 1.024 1.564 1.525 1.486 -------- 0.710 1318.186 33. 7.0 8.0 14.4 1.498 1.462 1.428 1.682 1.642 1.602 -------- 0.586 1317.600 34. 7.5 8.0 15.0 1.558 1.520 1.483 1.240 1.200 1.160 0.262 -------- 1317.862 35. 5.6 8.0 15.5 1.023 0.995 0.967 1.574 1.534 1.494 -------- 0.014 1317.848 36. 6.4 6.0 11.6 1.057 1.024 0.993 1.806 1.776 1.746 -------- 0.781 1317.067 37. 5.8 6.0 12.4 0.853 0.824 0.795 1.980 1.950 1.920 -------- 0.926 1316.141 38. 5.6 4.4 10.2 0.766 0.739 0.710 1.914 1.892 1.870 -------- 1.068 1315.073 39. 5.5 5.8 11.4 1.048 1.020 0.993 1.989 1.960 1.931 -------- 1.221 1313.852

40. 5.0 4.8 10.3 0.890 0.866 0.840 1.932 1.908 1.884 -------- 0.888 1312.964

41. 6.0 4.4 9.4 0.640 0.610 0.580 1.838 1.841 1.794 -------- 0.948 1312.016

42. 6.0 3.3 9.3 0.900 0.870 0.840 1.622 1.606 1.589 -------- 0.996 1311.020

TBM -------- 4.4 10.4 -------- -------- -------- 1.387 1.316 1.343 -------- 0.495 1310.525

P a g e | 24





Observer:- Suman Jyoti Date:- 2017-Dec-05


Station Distance BS FS Rise Fall RL Remarks

BS FS Total T M B T M B

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

P a g e | 25




Observer:- Suman Jyoti Date:- 2017-Dec-05 Booker:- Bishnu p. Bhandari Location:- NEA-Kharipati, Bhaktapur


BS FS Total T M B T M B 22. 8.0 7.0 15.0 1.606 1.566 1.526 1.236 1.202 1.166 0.350 -------- 1320.698 23. 8.0 6.8 14.8 1.754 1.714 1.674 1.074 1.040 1.006 0.526 -------- 1321.218 24. 7.2 6.5 14.5 1.764 1.728 1.692 1.029 0.997 0.964 0.717 -------- 1321.935 25. 6.5 6.6 13.8 1.830 1.798 1.765 0.956 0.923 0.890 0.805 -------- 1322.740 26. 6.2 6.8 13.3 1.926 1.895 1.864 0.841 0.807 0.773 0.991 -------- 1323.731 27. 6.5 5.5 11.7 1.879 1.846 1.814 0.885 0.857 0.830 1.038 -------- 1324.769 28. 4.4 6.3 12.8 1.338 1.316 1.294 0.764 0.732 0.701 1.114 -------- 1325.883 29. 5.7 4.8 9.20 1.801 1.772 1.744 1.022 0.998 0.974 0.318 -------- 1326.201 30. 7.6 5.3 11.0 1.826 1.788 1.750 0.998 0.972 0.945 0.800 -------- 1327.001 31. 8.7 8.2 15.8 1.639 1.596 1.552 1.011 0..970 0.929 0.818 -------- 1327.819 32. 8.5 8.8 17.5 1.588 1.545 1.503 1.302 1.259 1.214 0.337 -------- 1328.156 33. 7.7 6.7 15.2 1.570 1.531 1.493 1.304 1.270 1.237 0.275 -------- 1328.431 34. 8.0 8.4 16.1 1.514 1.474 1.434 1.282 1.240 1.198 0.291 -------- 1328.722 35. 6.9 8.9 16.9 1.488 1.453 1.419 1.301 1.256 1.212 0.218 -------- 1328.940 36. 7.3 7.0 13.9 1.602 1.565 1.527 1.314 1.279 1.244 0.174 --------- 1329.114 37. 7.2 8.0 15.3 1.736 1.700 1.664 1.198 1.158 1.118 0.207 -------- 1329.321 38. 7.6 8.2 15.4 1.809 1.771 1.733 1.230 1.189 1.148 0.511 -------- 1329.832 39. 8.6 8.2 15.8 1.882 1.839 1.796 1.195 1.154 1.113 0.617 -------- 1330.449

40. 7.5 7.0 15.6 1.806 1.769 1.731 1.020 0.985 0.950 0.854 -------- 1331.303

41. 7.5 8.0 15.5 1.764 1.726 1.689 1.050 1.010 0.970 0.759 -------- 1332.062

42. 7.0 8.8 16.3 1.690 1.655 1.620 0.988 0.944 0.900 0.782 -------- 1332.844

43. 6.4 7.5 14.5 1.864 1.832 1.800 0.715 0.677 0.640 0.977 -------- 1333.821

44. 7.0 6.8 13.2 1.990 1.955 1.920 0.810 0.776 0.742 1.056 -------- 1334.877

B.M ------ 7.8 14.8 --------- -------- --------- 0.831 0.792 0.753 1.163 -------- 1336.040

P a g e | 26


Thus,

Total Distance (k) = 1206.1 m

= 1.2061 km

Given,

R.L of B.M = 1336.000 m

Calculated R.L of B.M = 1336.040 m

R.L difference of B.M = Calculated R.L - Given R.L

= 1336.040 m - 1336.000 m

= 0.040 m

Precision =25√k = 25√1.2061 = 27.45 mm

The finding R.L of T.B.M = 1310.525 m

R.L of C.P = 1326.565 (B.M to T.B.M)

R.L of C.P = 1326.201 (T.B.M to B.M)

Mean R.L of C.P = 1326.383 m

P a g e | 27


Gale’s Table for Major Traverse

Stn Observed

Angle

Corrn.

in '' Corr. Angle Line Length WCB

Consecutive coordinates, m

Bowditch Corr.

Corr. Consecutive Coordinates

Corr. Independent Coordinates

Latitude Departure ∆L ∆D Latitude Departure Northing Easting

𝐶𝑃1 209°27'55'' - 11'' 209°27'44'' 3068556.230 648198.403

𝐶𝑃1 𝐶𝑃2 58.460 052°00'00'' 35.990 46.067 0.635 0.430 36.625 46.497

𝐶𝑃2 045°03'25'' - 11'' 045°03'14'' 3068592.855 648244.900

𝐶𝑃2 𝐵𝑀1 90.072 277°03'14'' 11.061 -89.390 0.979 0.663 12.040 -88.730

𝐵𝑀1 197°37'25'' - 11'' 197°37'14'' 3068604.895 648156.170

𝐵𝑀1 𝐵𝑀2 84.830 294°40'28'' 35.413 -77.084 0.922 0.624 36.335 -76.460

𝐵𝑀2 142°22'20'' - 11'' 142°22'09'' 3068641.230 648079.710

𝐵𝑀2 𝐵𝑀3 56.080 257°02'37'' -12.573 -54.652 0.610 0.431 -11.963 -54.221

𝐵𝑀3 088°54'05'' - 11'' 088°53'54'' 3068629.267 648025.489

𝐵𝑀3 𝐵𝑀4 94.075 165°56'31'' -91.257 22.851 1.023 0.692 -90.234 23.543

𝐵𝑀4 201°42'20'' - 11'' 201°42'09'' 3068539.033 648049.032

𝐵𝑀4 𝐵𝑀5 68.845 187°38'40'' -68.233 -9.158 0.748 0.507 -67.485 -8.651

𝐵𝑀5 157°30'35'' - 11'' 157°30'24'' 3068471.548 648040.381

𝐵𝑀5 𝐵𝑀6 65.965 165°09'04'' -63.762 16.904 0.717 0.485 -63.045 17.389

𝐵𝑀6 086°26'15'' - 11'' 086°26'04'' 3068408.503 648057.770

𝐵𝑀6 𝐵𝑀7 69.760 071°35'08'' 22.036 66.188 0.758 0.513 22.794 66.701

𝐵𝑀7 148°43'10'' - 11'' 148°42'59'' 3068431.297 648124.471

𝐵𝑀7 𝐵𝑀8 65.685 040°18'07'' 50.094 42.486 0.714 0.483 50.808 42.969

𝐵𝑀8 162°14'20'' - 11'' 162°14'09'' 3068482.105 648167.440

𝐵𝑀8 𝐶𝑃1 79.280 022°32'16'' 73.255 30.387 0.870 0.583 74.117 30.970

TOTAL 733.352 -7.976 -5.401 ƩL=-0.008 ƩD = 0.007 3068556.222 648198.410

Summarize of Gale’s Table

Perimeter of the Traverse, p = 733.352 m

Error in Northing, ∆L = -7.976 m

Error in Easting, ∆D = -5.401 m

e = √ [ (∆L)^2 + (∆D)^2 ] = 9.63262

Precision = e/p = 9.63262/733.352 = 1 in 76.13

P a g e | 28




LEVEL FIELD BOOK


Observer:- Suman Jyoti Date:- 2017-Dec-05 Booker:- Bishnu p. Bhandari Location:- NEA, Kharipati-Bhaktapur

CP to 𝑩𝑴𝟑 ( R.L transfer Process)

Station

Distance

BS FS Distanc

e

Rise

Fall

RL

Remarks T M B T M B

CP 6.6 0.690 0.657 0.624 ------- ------- ------- -------

---- ------ 1326.383 CP

1 7.0 0.872 0.747 0.712 1.855 1.802 1.770 6.5 ---- 1.145 1325.238

2 7.6 0.771 0.733 0.695 1.838 1.807 1.777 6.1 ---- 1.060 1324.178

3 6.3 0.966 0.934 0.903 1.765 1.735 1.713 5.2 ---- 1.002 1323.176

𝐵𝑀3 ------- ------- ------- ------- 1.823 1.786 1.749 7.4 ---- 0.852 1322.324 𝐵𝑀3

𝑩𝑴𝟑 𝒕𝒐 𝑪𝑷 𝐵𝑀3 6.3 1.732 1.701 1.669 ------- ------- ------- -----

-- ------ ---- 1322.324 𝐵𝑀3

1 6.9 1.861 1.826 1.792 0.932 0.899 0.866 6.6 0.802 1323.126

2 6.0 1.904 1.874 1.844 0.821 0.784 0.749 7.2 0.042 1324.168

3 6.4 1.897 1.865 1.833 0.820 0.781 0.755 6.5 0.087 1325.255

CP ------- ------- ------- ------- 0.762 0.729 0.695 6.7 1.136 1326.391 CP

Thus,

Total Distance (k) = 105.3 m = 0.1053 km Given, R.L of C.P = 1326.383 m Calculated R.L of B.M = 1336.040 m Error = 1326.391 – 1326.383 =0.008m =8mm Precision =25√k = 25√0.1053 = 8.11 mm

Thus, R.L of 𝐵𝑀3 = 1322.324 m 𝑩𝑴𝟑 𝒕𝒐 𝑩𝑴𝟒 ( R.L transfer Process) Station

Distance

BS FS Distanc

e

Rise

Fall

RL

Remarks T M B T M B

𝐵𝑀3 12.0 0.860 0.800 0.740 ------- ------- ------- 11.3 ------ ------ 1322.324 𝐵𝑀3

1 12.4 1.224 1.162 1.000 1.892 1.835 1.779 12.6 ------ 1.035 1321.289

2 16.0 1.679 1.599 1.519 1.418 1.355 1.292 13.4 ------ 0.193 1321.096

3 10.0 1.690 1.640 1.590 1.168 1.100 1.034 09.8 0.499 ------ 1321.595

𝐵𝑀4 ------ ------- ------- ------- 1.356 1.307 1.258 ----- 0.335 ------ 1321.930 𝐵𝑀4

𝑩𝑴𝟒 𝒕𝒐 𝑩𝑴𝟓( R.L transfer Process)

𝐵𝑀4 7.8 1.089 1.050 1.011 ------ ------- ------- ----- ------ ------ 1321.930 𝐵𝑀4

1 8.0 0.730 0.690 0.650 1.723 1.681 1.641 8.2 ------ 0.631 1321.299

2 5.8 0.571 0.542 0.513 1.840 1.810 1.780 6.0 1.120 ------ 1322.419

3 6.2 1.313 1.282 1.251 1.730 1.696 1.661 6.9 ------ 1.154 1321.265

4 6.6 0.986 0.952 0.920 1.965 1.937 1.909 5.6 ------ 0.655 1320.61

𝐵𝑀5 ------ ------- ------- ------- 2.190 2.160 2.130 6.0 ------ 1.208 1319.402 𝐵𝑀5

Measured by: Bishnu P. Bhandari

Computed by: Suman Jyoti

Checked by:……………….

P a g e | 29




LEVEL FIELD BOOK



𝑩𝑴𝟓 𝒕𝒐 𝑩𝑴𝟔( R.L transfer Process)

Station

Distance

BS FS Distanc

e

Rise

Fall

RL

Remarks T M B T M B

𝐵𝑀5 8.4 0.850 0.808 0.766 ------- ------- ------- ---- ---- ---- 1319.402 𝐵𝑀5

1 16.6 1.361 1.278 1.195 1.588 1.548 1.508 8.0 ---- 0.740 1318.662

2 09.0 1.670 1.625 1.580 1.029 0.928 0.827 20.2 0.350 ---- 1319.012

𝐵𝑀6 ------- ------- ------- ------- 1.180 1.120 1.060 12.0 0.505 ---- 1319.517 𝐵𝑀6

𝑩𝑴𝟔 𝒕𝒐 𝑩𝑴𝟕( R.L transfer Process) 𝐵𝑀6 08.0 0.340 0.300 0.260 ------- ------- ------- ---- ------ ---- 1319.517 𝐵𝑀6

1 10.0 1.910 1.860 1.810 1.260 1.220 1.180 8.0 ---- 0.920 1318.597

2 08.0 1.993 1.953 1.913 0.824 0.776 0.729 9.5 1.084 ---- 1319.681

3 10.2 1.747 1.696 1.645 0.874 0.837 0.804 7.0 1.116 ---- 1320.797

𝐵𝑀7 ------- ------- ------- ------- 0.856 0.797 0.738 11.8 0.899 ---- 1321.696 𝐵𝑀7

𝑩𝑴𝟕 𝒕𝒐 𝑩𝑴𝟖( R.L transfer Process) Station

Distance

BS FS Distanc

e

Rise

Fall

RL

Remarks T M B T M B

𝐵𝑀7 9.7 1.856 1.807 1.759 ------- ------- ------- ---- ------ ------ 1321.696 𝐵𝑀7

1 16.0 2.050 1.970 1.890 0.890 0.845 0.800 9.0 0.962 ------ 1322.658

2 14.0 1.628 1.558 1.488 0.721 0.650 0.579 14.2 1.320 ------ 1323.978

𝐵𝑀8 ------- ------- ------- ------- 0.913 0.851 0.790 12.3 0.707 ------ 1324.685 𝐵𝑀8

𝑩𝑴𝟖 𝒕𝒐 𝑪𝑷𝟏( R.L transfer Process)

𝐵𝑀8 13.4 1.722 1.655 1.588 ------- ------- ------- ---- ------ ------ 1324.685 𝐵𝑀8

1 7.0 2.130 2.095 2.060 0.818 0.738 0.658 16.0 0.917 ------ 1325.602

2 8.0 2.220 2.180 2.140 0.730 0.685 0.640 9.0 1.410 ------ 1327.012

3 3.4 2.002 1.985 1.968 0.992 0.952 0.912 8.0 1.228 ------ 1328.240

4 4.0 2.052 2.032 2.012 0.838 0.795 0.752 8.6 1.190 ------ 1329.430

5 6.6 1.896 1.863 1.830 0.900 0.867 0.834 6.6 1.165 ------ 1330.595

6 6.6 2.134 2.101 2.068 0.796 0.748 0.702 9.4 1.115 ------ 1331.710

7 6.0 1.772 1.742 1.712 1.244 1.211 1.178 6.6 0.890 ------ 1332.600

8 4.3 1.774 1.752 1.731 0.780 0.750 0.720 6.0 0.992 ------ 1333.592

9 7.2 1.740 1.704 1.668 0.732 0.702 0.672 6.0 1.050 ------ 1334.642

𝐶𝑃1 ------- ------- ------- ------- 0.898 0.855 0.812 8.6 0.849 ------ 1335.491 𝐶𝑃1

𝑪𝑷𝟏 𝒕𝒐 𝑪𝑷𝟐( R.L transfer Process) 𝐶𝑃1 22.0 1.710 1.610 1.490 ------- ------- ------- ---- ------ ------ 1335.491 𝐶𝑃1

𝐶𝑃2 ------- ------- ------- ------- 1.250 1.075 0.900 35.0 0.535 ------- 1336.026 𝐶𝑃2

𝑪𝑷𝟐 𝒕𝒐 𝑩𝑴𝟏( R.L transfer Process)

𝐶𝑃2 30.0 0.740 0.590 0.440 ------- ------- ------- ---- ------ ------ 1336.026 𝐶𝑃2

1 15.0 0.910 0.836 0.760 1.780 1.640 1.500 28.0 ------ 1.050 1334.976

2 9.4 1.347 1.300 1.253 2.252 2.196 2.141 11.1 ------ 1.360 1333.616

𝐵𝑀2 ------- ------- ------- ------- 1.898 1.846 1.794 10.4 ------ 0.456 1333.160 𝐵𝑀1

Measured by: Bishnu P. Bhandari


Checked by:……………….

P a g e | 30




LEVEL FIELD BOOK



𝑩𝑴𝟏 𝒕𝒐 𝑩𝑴𝟐( R.L transfer Process)

Station

Distance

BS FS Distan

ce

Rise

Fall

RL

Remarks

T M B T M B

𝑩𝑴𝟏 1.057 1.023 0.989 ------- ------- ------- 1333.160 xx

1 0.400 1.050 0.650 xx

2 0.364 0.327 0.290 1327.673

3 1.136 1.067 0.99 2.875 2.830 2.785 2.503 1325.170

4 0.250 0.180 0.110 1.730 1.675 1.620 0.608 1324.562

𝐵𝑀2 ------- ------- ------- 1.550 1.480 1.410 1.300 1323.262 𝐵𝑀3

𝑩𝑴𝟐 𝒕𝒐 𝑩𝑴𝟑( R.L transfer Process) 𝐵𝑀2 12.7 1.080 1.016 0.953 ------- ------- ------- ------- ---- ------- 1323.262 𝐵𝑀2

1 16.0 0.800 0.720 0.640 1.890 1.824 1.758 13.2 ---- 0.808 1322.454 𝐵𝑀3 ------- ------- ------- ------- 0.928 0.850 0.772 15.2 ---- 0.130 1322.324 𝐵𝑀3

P a g e | 31



Tachometric Surveying Field Book


Observer:- Suman Jyoti Date:- 2017-Dec-05 Booker:- Bishnu p. Bhandari Instrument at:- 𝑪𝒑𝟏 Height of Instrument: 1.35 m

Location:- NEA-Kharipati, Bhaktapur Zero set at:- 𝑩𝒎𝟖

Sighted To Horizontal Angle (HA)

Distances (m) Target/Prism Height(m)

RL of Point (m)

Sketch Horizontal (H) Vertical (±V)

𝐵𝑚8 000°00'00'' 78.989 -10.420 1.6 m 1324.685 R.L of Instrument Station = 1335.491 m Here, R.L of other target point = R.L of instrument station ± Vertical Height –

Prism height

Tree 330°22'43'' 5.668 0.284 '''' 1334.175 Start solar panel 079°20'25'' 6.460 -0.110 '''' 1333.781 End solar panel 096°09'58'' 9.108 -0.133 '''' 1333.758 'Mid solar panel 198°53'06'' 9.108 0.233 '''' 1334.124 Mid solar panel 097°06'02'' 17.184 -0.122 1.8 m 1333.569 Tree 051°14'24'' 24.188 -0.480 '''' 1333.211 Building Corner 038°29'18'' 28.084 -2.522 '''' 1331.169 Building Corner 029°80'08'' 20.716 -2.216 1.9 m 1331.377 Tree 045°38'13'' 34.141 -1.399 '''' 1332.192 Edge of road 045°08'13'' 38.112 -2.591 '''' 1331.000 Truss way 049°31'11'' 38.163 -0.666 1.7 m 1331.125 Building Portion 056°53'00'' 41.339 -0.893 '''' 1332.898 Building Portion 066°50'39'' 37.600 -0.975 '''' 1332.816 Tree 069°30'35'' 31.259 -0.559 '''' 1333.232 Tree 077°17'47'' 28.443 -0.476 '''' 1333.315 Tree 074°10'17'' 26.010 -0.367 '''' 1333.424 Canteen 096°54'43'' 30.729 0.040 '''' 1333.831 Canteen Corner 295°52'40'' 5.583 0.179 '''' 1333.970 Canteen Corner 240°58'55'' 8.103 0.028 '''' 1333.819 Canteen Corner 224°11'46'' 13.941 0.120 '''' 1333.911 Canteen Corner 217°44'52'' 20.478 0.171 '''' 1333.962 Canteen Corner 215°17'03'' 27.130 -0.392 '''' 1333.399 Tree 212°01'11'' 20.622 0.252 '''' 1334.043 𝐵𝑚7 197°30'01'' 14.166 0.121 '''' 1321.696

P a g e | 32





Observer:- Suman Jyoti Date:- 2017-Dec-05 Booker:- Bishnu p. Bhandari Instrument at:- 𝑩𝑴𝟐 Height of Instrument: 1.495 m

Location:-EA-Kharipati, Bhaktapur Zero set at:- 𝑩𝒎𝟏



RL of Point Sketch Horizontal (H) Vertical (±V)

𝐵𝑚1 000°00'00'' 92.250 8.230 2.150

Road Edge 349°19'19'' 80.983 8.075 '''' Tree 347°42'51'' 79.319 7.704 '''' Road Edge 356°43'23'' 76.834 8.067 '''' Electric Pole 005°34'36'' 75.312 7.603 '''' Tree 010°16'35'' 71.409 7.363 '''' Tree 015°16'31'' 71.822 7.434 2.000 m Ground Level 023°08'30'' 71.252 7.296 '''' Ground Level 016°26'42'' 62.169 5.428 '''' Ground Level 009°52'48'' 61.065 5.023 '''' Tree 027°03'56'' 59.100 4.531 '''' Tree 037°48'16'' 62.243 5.385 1.700 m Tree 035°10'00'' 62.331 5.377 '''' Tree 034°01'35'' 54.968 3.752 '''' Tree 050°50'09'' 58.010 3.770 '''' Tree 060°30'10'' 60.864 3.179 '''' Tree 058°01'46'' 64.699 4.198 '''' Tree 061°08''14'' 72.259 5.644 1.550 m Tree 064°17'46'' 71.525 3.709 '''' Ground Level 067°35'27'' 66.636 2.599 '''' Ground Level 069°32'25'' 69.216 2.664 '''' Ground Level 069°02'25'' 65.273 2.087 '''' Ground Level 062°35'54'' 62.347 1.688 '''' Ground Level 049°23'05'' 54.833 2.532 '''' Ground Level 037°29'05'' 47.149 1.864 ''''

P a g e | 33







Location:- NEA-Kharipati, Bhaktapur Zero set at:- 𝑩𝒎𝟏




Ground Level 025°49'01'' 45.336 2.128 1.750 m Ground Level 009°49'08'' 50.205 2.887 '''' Ground Level 000°55'39'' 53.878 3.432 '''' Ground Level 006°37'21'' 43.924 2.169 '''' Ground Level 019°03'12'' 42.158 1.733 '''' Ground Level 030°39'10'' 38.150 0.681 1.300 m Ground Level 022°48'41'' 27.507 -0.155 '''' Ground Level 002°21'44'' 24.721 0.205 '''' Ground Level 348°55'06'' 21.926 0.245 '''' Ground Level 359°45'48'' 21.372 -0.012 1.400 m Ground Level 024°53'24'' 16.446 -0.084 '''' Ground Level 061°52'02'' 20.518 -0.456 '''' Ground Level 078°08'38'' 23.736 -0.931 '''' Ground Level 086°45'20'' 27.281 -1.038 '''' Ground Level 094°18'12'' 32.809 -1.154 1.800 m Ground Level 079°03'55'' 51.853 -0.358 '''' Ground Level 094°45'16'' 45.218 -1.218 '''' Ground Level 102°12'57'' 45.218 -1.395 '''' Ground Level 105°50'11'' 33.171 -1.284 1.700 m Ground Level 106°56'54'' 25.175 -0.879 '''' Ground Level 131°22'37'' 29.195 -1.258 '''' Building Corner 157°12'00'' 31.864 -0.741 ''''

Surveyed by:- Suman Jyoti Computed by:- Suman Jyoti Checked By:-

P a g e | 34







Location:- NEA-Kharipati, Bhaktapur Zero set at:- 𝑩𝑴𝟏




Middle of BC 179°10'00'' 31.864 0.779 1.700 m Ground Point 187°54'06'' 35.540 0.876 '''' Well Slab 179°35'12'' 23.581 -0.377 '''' Building Corner 216°41'42'' 13.934 0.331 '''' Ground Point 239°30'00'' 18.485 0.943 '''' Ground Point 289°01'06'' 05.129 0.253 '''' Ground Point 291°21'44'' 08.097 0.025 1.550 m Ground Point 057°52'46'' 08.097 0.123 '''' Ground Point 093°46'40'' 04.845 -0.286 '''' Soak Pit 136°45'46'' 07.017 -0.252 ''''


P a g e | 35






Observer:- Suman Jyoti Date:- 2017-Dec-05 Booker:- Bishnu p. Bhandari Instrument at:- 𝑩𝑴𝟔 Height of Instrument: 1.953 m

Location:- NEA-Kharipati, Bhaktapur Zero set at:- 𝑩𝑴𝟓




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


P a g e | 36











Boundary Corner 115°03'37'' 86.016 -6.653 2.150 m 1312.552 R.L of instrument station = 1319.402 m

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


P a g e | 37











Fence Boundary 202°18'29'' 46.338 -7.708 2.150 m

Fence Boundary 191°58'25'' 46.338 -10.007 '''' Sewer Line 191°40'43'' 28.627 -5.555 '''' Ground Point 200°57'35'' 28.627 -7.134 '''' Ground Point 225°45'49'' 17.580 -0.955 '''' Ground Point 227°31'11'' 14.574 -2.064 '''' Tree 235°05'54'' 09.883 0.657 '''' Ground Point 241°35'22'' 01.710 -0.175 '''' Boundary Corner 313°59'51'' 11.272 -2.052 '''' Boundary Corner 303°14'54'' 10.348 -2.487 ''''

Height of Instrument: 1.440 m 𝐵𝑀5 000°00''00'' 66.046 0.142 1.700 m Ground Point 005°25''21'' 63.629 0.469 '''' Ground Point 010°40''01'' 63.939 1.995 '''' Boundary Corner 004°29''54'' 83.859 1.854 '''' Boundary Corner 001°23''29'' 79.168 1.005 '''' Tree 355°00''53'' 66.059 -0.423 '''' Boundary Corner 350°23''21'' 64.709 -1.175 '''' Boundary Corner 347°46''09'' 62.310 -2.057 '''' Boundary Corner 342°38''33'' 59.015 -1.002 2.150 m Boundary Corner 344°35''07'' 50.256 -1.973 '''' Ground Point 351°13''58'' 43.319 -1.959 ''''


P a g e | 38











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


P a g e | 39











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


P a g e | 40











Building Corner 55°23'39'' 105.420 7.574 2.150 m Building Corner 55°38'29'' 97.421 7.398 '''' Ground Level 53°32'15'' 97.566 7.489 '''' Ground Level 60°37'39'' 91.836 7.429 '''' Building Corner 63°09'37'' 103.164 7.347 '''' Building Corner 34°07'57'' 102.091 7.324 '''' Building Corner 60°39'14'' 85.780 5.327 '''' Building Corner 63°36'35'' 78.085 3.694 ''''


P a g e | 41






Observer:- Suman Jyoti Date:- 2017-Dec-05 Booker:- Bishnu p. Bhandari Instrument at:- 𝑩𝑴𝟑 (R.L = 1322.324) Height of Instrument: 1.430 m

Location:- NEA-Kharipati, Bhaktapur Zero set at:- 𝑩𝑴𝟐

Staff Point

HCR VCR V.A Stadia readings Horz. Distance

Vertical Distance

R.L Target Top Mid Bot

𝑩𝑴𝟐 000°00'00'' 089°56'50'' 0°03'10'' 0.860 0.580 0.300 56.000 +0.052 1323.262 𝐵𝑀2

1 013°05'30'' 092°08'20'' -2°08'20'' 1.135 1.002 0.870 26.463 -0.988 1321.764 Tree

2 024°20'50'' 092°22'30'' -2°22'30'' 1.399 1.296 1.194 20.464 -0.849 1321.609 Ground Point

3 041°55'50'' 091°02'40'' -1°02'40'' 1.523 1.356 1.190 33.288 -0.607 1321.791 Ground Point

4 045°45'00'' 094°48'40'' -4°48'40'' 1.256 1.149 1.004 25.022 -2.106 1320.499 Ground Point

5 058°38'50'' 095°20'50'' -5°20'50'' 1.295 1.155 1.016 27.657 -2.589 1320.010 Ground Point

6 055°53'10'' 094°04'00'' -4°04'00'' 0.646 0.465 0.286 35.818 -2.547 1320.742 Ground Point

7 057°44'50'' 091°15'50'' -1°15'50'' 1.220 1.000 0.800 41.979 -0.926 1321.828 Ground Point

8 084°21'40'' 094°10'40'' -4°10'40'' 1.157 1.010 0.865 29.045 -2.122 1320.622 Tree

9 090°38'20'' 095°05'40'' -5°05'40'' 1.257 1.201 1.143 11.310 -1.008 1321.545 Pole

10 048°51'10'' 096°45'40'' -6°45'40'' 1.038 1.006 0.974 40.037 -4.747 1327.495 Road Edge

11 110°13'20'' 101°16'00'' -11°16'00'' 1.645 1.601 1.558 08.367 -1.667 1320.486 Bamboo

12 193°05'20'' 098°34'20'' -8°34'20'' 1.200 1.100 1.000 19.555 -2.948 1319.706 Boundary

13 214°41'20'' 101°31'10'' -11°31'10'' 1.440 1.391 1.342 09.409 -1.918 1320.445 Tree

14 257°56'20'' 097°11'00'' -7°11'00'' 0.213 0.179 0.146 06.595 -0.831 1322.744 Pole

15 306°17'40'' 093°02'30'' -3°02'30'' 1.263 1.201 1.140 12.265 -0.652 1321.901 Ground Point

16 294°01'10'' 086°59'10'' 3°00'50'' 1.521 1.341 1.161 35.900 +1.890 1323.205 Ground Point

17 304°38'50'' 086°59'00'' 3°01'00'' 1.565 1.397 1.229 33.506 +1.766 1323.385 Building Edge

18 336°11'50'' 090°45'40'' -0°45'40'' 1.169 1.031 0.893 27.595 -0.367 1322.356 Ground Point

Surveyed by:- Computed by:- Checked By:-

P a g e | 42






Observer:- Suman Jyoti Date:- 2017-Dec-05 Booker:- Bishnu p. Bhandari Instrument at:- 𝑩𝑴𝟒 Height of Instrument: 1.450 m

Location:- NEA-Kharipati, Bhaktapur Zero set at:- 𝑩𝑴𝟑

Staff Point


Vertical Distance


𝑩𝑴𝟑 00°00'00'' 89°42'00'' 0°18'00'' 1.957 1.505 1.053 90.152 +0.473 1321.930 𝐵𝑀3

1 05°56'10'' 90°32'20'' -0°32'20'' 1.900 1.660 1.421 47.895 -0.450 Pole

2 03°21'50'' 90°48'50'' -0°48'50'' 1.230 1.001 0.772 54.189 -0.770 Tree

3 44°53'30'' 85°52'20'' 4°07'40'' 0.629 0.480 0.332 29.546 +2.132 Ground Point

4 57°15'30'' 84°56'20'' 5°03'40'' 0.849 0.727 0.605 24.210 +2.144 Ground Point

5 59°26'50'' 83°36'50'' 6°23'10'' 1.182 1.003 0.824 35.357 +3.957 Ground Point

6 64°35'40'' 83°12'20'' 6°47'40'' 1.422 1.210 1.000 41.609 +4.957 Ground Point

7 75°04'50'' 82°57'40'' 7°02'20'' 1.551 1.321 0.091 14.380 +1.776 Ground Point

8 84°31'40'' 83°20'20'' 6°39'40'' 1.660 1.367 1.125 52.780 +6.164 Ground Point

9 109°13'00'' 81°53'50'' 8°06'10'' 0.720 0.670 0.620 09.801 +1.395 Ground Point

10 123°14'00'' 85°21'30'' 4°38'30'' 1.940 1.820 1.720 21.855 +1.774 Tree 11 134°42'50'' 85°12'50'' 4°47'10'' 1.330 1.300 1.270 05.958 +0.499 Ground Point

12 164°13'00'' 93°35'30'' -3°35'30'' 0.970 0.940 0.910 05.976 -0.375 Ground Point

13 196°22'20'' 91°49'40'' -1°49'40'' 1.442 1.380 1.318 12.387 -0.395 Ground Point

14 172°38'00'' 89°45'20'' 0°14'40'' 1.456 1.380 1.304 15.199 +0.065 Ground Point

15 188°03'40'' 90°40'10'' -0°40'10'' 1.746 1.658 1.572 17.397 -0.203 Ground Point

16 194°37'20'' 94°33'20'' -4°33'20'' 0.990 0.900 0.810 11.725 -0.934 Ground Point

17 209°32'50'' 93°18'30'' -3°18'30'' 1.850 1.740 1.630 21.926 -1.267 Ground Point

18 202°43'30'' 93°18'10'' -3°18'10'' 1.700 1.152 1.228 47.043 -2.715 Boundary wall


P a g e | 43




Tacheometric Surveying Field Book


Observer:- Suman Jyoti Date:- 2017-Dec-05 Booker:- Bishnu p. Bhandari Instrument at:- 𝑩𝑴𝟒 Height of Instrument: 1.450 m

Location:- NEA-Kharipati, Bhaktapur Zero set at:- 𝑩𝑴𝟑

Staff Point


Vertical Distance


19 241°33'10'' 97°40'30'' -7°40'30'' 0.712 0.674 0.636 7.464 -1.006 Ground Point

20 258°33'10'' 97°41'10'' -7°41'10'' 1.715 1.690 1.665 4.910 -0.663 Ground Point

21 279°39'00'' 87°24'00'' 2°36'00'' 1.310 1.250 1.190 11.975 +0.544 Tree 22 288°57'50'' 90°40'10'' -0°40'10'' 1.430 1.370 1.310 11.998 -0.140 Ground Level 23 244°36'40'' 94°40'30'' -4°40'30'' 0.895 0.800 0.705 18.748 -1.543 Ground Level 24 241°23'10'' 94°33'10'' -4°33'10'' 0.520 0.420 0.320 19.873 -1.583 Ground Level 25 142°09'10'' 81°56'20'' 8°03'40'' 1.800 1.746 1.680 11.764 +1.666 Ground Level 26 110°01'00'' 85°35'00'' 4°25'00'' 1.920 1.840 1.760 15.905 +1.228 Fence Pole 27 338°30'40'' 97°38'40'' -7°38'40'' 1.080 1.060 1.040 3.929 -0.527 Ground Level 28 347°02'50'' 98°31'50'' -8°31'50'' 0.900 0.850 0.800 9.779 -1.467 Ground Level 29 333°19'30'' 95°32'40'' -5°32'40'' 1.300 1.215 1.130 16.841 -1.635 Ground Level 30 355°09'20'' 93°04'10'' -3°04'10'' 1.820 1.730 1.640 17.948 -0.962 Ground Level 31 296°58'20'' 94°08'20'' -4°08'20'' 1.510 1.450 1.390 11.937 -0.864 Ground Level


P a g e | 44






Observer:- Suman Jyoti Date:- 2017-Dec-05 Booker:- Bishnu p. Bhandari Instrument at:- 𝑩𝑴𝟖 Height of Instrument: 1.215 m

Location:- NEA-Kharipati, Bhaktapur Zero set at:- 𝑩𝑴𝟕

Staff Point


Vertical Distance


𝑩𝑴𝟕 000°00'00'' 92°13'10'' -2°13'10'' 1.621 1.252 0.882 73.789 -2.860 𝐵𝑀7 1 345°27'50'' 92°13'20'' -2°13'20'' 1.082 0.956 0.835 24.662 -0.957 Tree 2 017°59'10'' 83°57'40'' 6°02'20'' 1.776 1.695 1.617 15.724 +1.663 Ground Point 3 27°39'20'' 84°03'00'' 5°57'00'' 1.580 1.490 1.401 17.707 +1.846 Building Corner 4 50°51'00'' 85°04'00'' 4°56'00'' 1.555 1.465 1.376 17.767 +1.534 Building Corner 5 79°22'40'' 84°03'00'' 5°57'00'' 0.914 0.824 0.734 17.806 +1.856 Ground Point 6 65°28'50'' 91°02'00'' -1°02'00'' 1.057 1.003 0.948 10.896 -0.197 Tree 7 99°27'50'' 91°04'00'' -1°04'00'' 0.497 0.433 0.369 12.795 -0.238 Ground Point 8 96°38'00'' 79°36'30'' 10°23'30'' 1.800 0.670 1.542 24.960 +4.577 Building Corner 9 109°41'10'' 79°40'40'' 10°19'20'' 1.210 1.100 0.991 21.196 +3.860 Ground Point

10 97°56'10'' 82°13'50'' 7°46'10'' 0.800 0.701 0.603 19.519 +2.639 Ground Point 11 126°13'40'' 80°23'50'' 9°36'10'' 0.483 0.381 0.278 19.929 +3.372 Septic tank 12 133°47'10'' 81°08'30'' 8°51'30'' 0.752 0.627 0.502 24.407 +3.800 Ground Point 13 145°53'30'' 83°29'30'' 6°30'30'' 1.404 1.240 1.078 32.181 +3.671 Tree 14 143°58'40'' 84°20'30'' 5°39'30'' 1.267 1.081 0.895 36.838 +3.650 Tree 15 195°36'10'' 81°39'40'' 8°20'20'' 1.344 1.100 0.854 44.640 +6.543 Lamp post 16 142°43'00'' 82°11'00'' 7°49'00'' 0.800 0.550 0.300 49.075 +6.737 Ground Point 17 157°37'50'' 82°07'50'' 7°52'10'' 1.786 1.534 1.281 49.553 +6.850 Ground Point 18 162°03'02'' 84°37'40'' 5°22'20'' 1.125 0.890 0.655 46.588 +4.381 Ground Point 19 151°16'10'' 83°22'50'' 6°37'10'' 1.584 1.474 1.364 21.707 +2.520 Ground Point 20 182°01'30'' 86°25'40'' 3°34'20'' 1.715 1.461 1.205 50.802 +3.171 Boundary corner


P a g e | 45






Observer:- Suman Jyoti Date:- 2017-Dec-05 Booker:- Bishnu p. Bhandari Instrument at:- 𝑩𝑴𝟖 Height of Instrument: 1.215 m

Location:- NEA-Kharipati, Bhaktapur Zero set at:- 𝑩𝑴𝟕

Staff Point


Vertical Distance


𝑩𝑴𝟕 185°49'40'' 87°33'50'' 2°26'10'' 1.612 1.360 1.105 50.608 +2.153 Boundary corner

1 190°57'30'' 90°13'30'' -0°13'30'' 1.476 1.351 1.223 25.299 -0.099 Tree

2 194°43'30'' 90°19'20'' -0°19'20'' 1.781 1.645 1.511 26.999 -0.152 Boundary corner

3 188°42'20'' 90°12'20'' -0°12'20'' 1.616 1.536 1.456 15.999 -0.057 Tree

4 207°58'00'' 93°58'40'' -3°58'40'' 1.477 1.441 1.404 7.264 -0.505 Boundary corner

5 239°54'00'' 97°53'50'' -7°53'50'' 1.293 1.274 1.254 3.826 -0.531 Boundary corner

6 331°49'10'' 92°51'00'' -2°51'00'' 1.945 1.901 1.856 8.877 -0.442 Boundary corner

7 356°08'00'' 90°50'00'' -0°50'00'' 1.489 1.454 1.420 3.399 -0.050 Ground Point


P a g e | 46


Comments:

The site for survey camping was the NEA Training Center area of Kharipati, Bhaktapur. The

pattern was very suitable because all the facilities for engineering work were available with the

good environment. In morning time the climate is unsuitable for doing work except due to the

cause of frozen, due and cool at least 2 hours. The fooding facilities were hygienic and fresh.

The scheduled was not followed then the teachers and the students were tired of their days

work and could not concentrate on the briefing. In the field, even though the teachers helped

us a lot, we felt that their visiting is not sufficient. We hope that above mentioned problems

will be solved and the upcoming camps will run smoothly without any problems. Some other

problems during the field works were during fly leveling during transferring the R.L. from

given benchmark to the T.B.M. due to the disturbance by climatic condition.

Conclusion: The given Topography survey camp work was finished satisfactorily within the given span of

time. For surveying, theory can only taken as the introduction but if there

is practice, there will be much gain of knowledge about the techniques of surveying. The

subject survey needs practice as much as possible. Thus, this camp helps us by practicing the

survey work to gain the much essential knowledge as far as possible. It is better to say that it

provides us a confidence to perform survey and apply the techniques at any type of problem

facing during the actual work in the future career.

P a g e | 47


Chapter Three

BRIDGE SITE SURVEY

3.1 Overview

Introduction:

Bridge construction is an important aspect in the development of transportation network and

in the development of the national economy. Surveying is required for topographical

mapping, while the knowledge of longitudinal section of the river and cross-sections at both

the upstream and in downstream side of the river are essential. Also the river flow level in

different seasons should be taken in consideration before the designing of bridge.

Objectives:

The adequate functioning of a road depends to a large extent on the effectiveness of the cross

drainage like bridges etc. The main objective of the bridge site survey is to give the students

the preliminary knowledge on selection and planning of possible bridge site and axis for the

future construction of the bridge.

The purpose of the bridge site survey was not only to prepare plan and layout of the bridge

site but also from the engineering point of view, the purpose is to collect the preliminary

data about the site such as normal water flow level, high flood level, geological features of the

ground for planning and designing of the bridge from the details taken during the surveying.

Moreover bridge construction is an important aspect in the development of transportation

network. Surveying is required for topographical mapping, knowledge of longitudinal sections

of the river and cross sections at both the upstream and downstream side of the river for the

construction of a bridge. The following were the main objectives of the bridge site survey.

a. To develop an idea of proper selection of the site for bridges such that the bridge axis

should be as short as possible and should be stable, safe and economic.

b. To prepare the topographical map for the river site by carrying out topographical

survey and hence draw the longitudinal and cross sections of the rivers at required

upstream and downstream of the river.

c. To depict the nature of river flow.

Instruments required:


Tape/ Chain

Auto Level with Tripod Stand

Ranging rod

Staff/Stadia Rods

Pegs/Arrows and Hammer


Marker or Enamel

P a g e | 48


3.2 Brief description of area: Bridge site survey was conducted over a small spring stream on the Near Chaukote Tole River,

Bansbari -Bhaktapur. The spring collects water etc. coming from the departments and flows

through a ravine formed by hill slopes. Our site was lie below the NEA training departments.

The site was small so easily to crossing river from water level. No huge construction are to be

found near the site. It was plain area/near of terrace field but so many vehicles were obstruct

to our work.

Hydrology, Geology and Soil Condition Trees surrounded the site. There are no rocks. The nearest ground is suitable for agriculture.

The soil was soft and sandy. It was gray in color. The hill slopes on all sides are not very steep

and are thus geologically stable. There is not much water to be found on the bridge site. The

water is collected only from spring sources.

3.3 Technical Specification (Norms):

A bridge site topographical survey was carried out and the alignment of the bridge axis

was fixed by triangulation.

Two base lines were measured by tape with two way linear measurement.

Along with these we are also supposed to take L-section and X-section of the river downstream

and upstream.

A topographic map was prepared by tachometric surveying and longitudinal and cross-

sectional profile of the area was drawn.

3.4 Methodology: The various methods performed during the bridge site survey were triangulation, leveling,

tachometry, cross section, L-section etc. The brief descriptions of the some methodologies were

given below:-

Recce:

The bridge site was observed and the overview of the placement of axis was made.

Site Selection:

The selection of bridge site is an art and requires considerable investigations. There are various

factors for the selection of bridge site such as geological condition, socio-economic and

ecological aspect etc. Therefore, the sites was chosen such that it should be at well-defined and

stable banks. The site should be on a straight reach of the stream. The site which is sufficiently

away from the confluences of large tributaries, which offers a square crossing & more

advantageous foundation conditions, which is sufficiently away from landslides & flood should

be preferred.

The bridge axis should be so located that it should be fairly perpendicular to the

flow direction and at the same time, the river width should be narrow from the economical

point of view and the free board should be at least 5m.The starting point of bridge axis should

not in any way lie or touch the curve of the road. A site which blends with the topography and

landscape will be aesthetically pleasing. Keeping in minds the above factors, the bridge site

was selected. For the purpose of the shortest span, the stations were set perpendicular to the

river flow direction. The riverbanks were not eroded and were suitable for bridge construction.

The chance of change of direction of river on the selected axis line was nominal.

P a g e | 49


Fixing of control points and triangulation

First bridge axis was set and horizontal control stations were fixed on either side for detailing.

Distances between stations on the same sides of river i.e. base line were measured with tape

precisely. Then the interconnecting triangles were formed and horizontal angles (two set) were

measured with theodolite. Thus the horizontal control was set out. For vertical control, the level

was transferred from the TBM (located at right bank)to the control points and was transferred

to the stations on the next bank by reciprocal leveling. Triangulation was performed for the

determination of the approximate span of the bridge axis.

The triangulation stations can be taken as the control points for detailing. Two points on either

bank of the river were fixed as control points and one of the sides of the triangle was taken as

the bridge axis. Then two triangles from each bank were fixed. The base line was measured

accurately by two ways linear measurement as well as tachometry and interior angles were

measured by taking two sets of HCR reading by theodolite. The accurate span of bridge was

computed by applying sine rule. To minimize the plotting error as far as possible well-

conditioned triangles were constructed i.e. the angles greater than 30 degree, less then 120

degree and nearer to 60 degree. The best triangle is equilateral triangle.

Topographic survey

The topographic survey of bridge site was done with the help of theodolite. The important

details, which were not included in the cross-section data, were taken. Trigonometric leveling

may be performed to find out the RL of the inaccessible points, but this situation was

not arrived in the given bridge site. All the detailing points were noted for the topographic

view of the bridge site.

Longitudinal Section

The L-Section of the river is required to give an idea about the bed slope, nature of the riverbed,

and the variation in the elevations of the different points along the length of the river. Keeping

the instrument at the control (traverse) stations on the river banks, the staff readings were taken

at different points along the center line of the river up to a 80 meters upstream and 80 m

downstream. The R.L of the traverse stations being known previously; the levels of the

different points on the river were calculated. Then the L-Section of the riverbed was plotted on

a graph paper on scale 1:100 for vertical and 1:1000 for horizontal.

Leveling: Transferring R.L. from B.M. to control points: The R.L of benchmark TBM= 1628.325m(located at

right bank) was given and was transferred to the triangulation stations by fly leveling along the

turning,points by taking the back sight reading to the bench mark which should be within the

given accuracy.

Cross-Section

For the cross-section of the river, the staff readings were taken at an interval of 20m. This was

done up to 80m downstream and 80m upstream. While taking the reading the staff was erected

on the bed of river. At every 20m chain age the readings were taken for cross sectioning. The

spot heights were taken where the change in slope was noticed or remarkable points were

noticed such as normal depth level flood depth level, riverbank, etc. Theodolite was used for

this purpose.

P a g e | 50


Reciprocal Leveling: When it is required to carry leveling across a river, ravine or any obstacle requiring a long sight

between two points so situated that no place for the level can be found from which the lengths

of foresight & back sight will be even approximately equal, reciprocal leveling must be used

to obtain accuracy and to eliminate the error in instrument adjustment, combined effect of

earth’s curvature & the refraction of the atmosphere, and Variations in the average refraction.

Reciprocal leveling was carried out to transfer the R.L. from BM to A.

True difference in elevation between A and B = H = ha- (hb-e)

Also the true difference in elevation = H = (ha '- e)-hb'

Taking the average of the two differences we get the difference in elevation between A and B.

P a g e | 51


3.5 Calculation:

Linear Measurement B D

From A to C 4.885+3.400 = 8.285

From C to A 4.690+3.596 = 8.286 Error = 0.001 Average = 8.2855 Precision = 1 in 8285.5m

From B to D 2.535+5.990 = 8.525

From D to B 4.960+3.563 = 8.523 Error = 0.002 Average = 8.524 Precision = 1 in 4265m

Downstream Upstream C A

Fig:- Bridge site Survey

Reciprocal Levelling

Fly Levelling

P a g e | 52






Instrument at:- A Height of Instrument:-…..

Sighted To


C L 0° 00' 00''

90°

10'

10''

B L 90° 10' 10'' 90° 10' 10'' B R 270° 10' 10'' C R 180° 00' 00'' 90° 10' 10''

Instrument at:- 𝑨 Height of Instrument:-…..

Sighted To


C L 0° 00' 00''

127°

27'

50''

D L 127° 27' 50'' 127° 27' 50'' D R 307° 27' 50'' C R 180° 00' 00'' 127° 27' 50''

Instrument at:- 𝑩 Height of Instrument:-…..

Sighted To


D L 0° 00' 00''

73°

19'

15''

A L 73° 19' 10'' 73° 19' 10'' A R 253° 19' 20'' D R 180° 00' 00'' 73° 19' 20''

Instrument at:- B Height of Instrument:-…..

Sighted To


D L 0° 00' 00''

105°

18'

45''

C L 105° 18' 50'' 105° 18' 50'' C R 285° 18' 50'' D R 180° 00' 10'' 105° 18' 40''

Instrument at:- D Height of Instrument:-….

Sighted To


B L 0° 00' 00''

69°

23'

10''

A L 69° 23' 10'' 69° 23' 10'' A R 249° 23' 10'' B R 180° 00' 00'' 69° 23' 10''

Measured by: Suman Jyoti


Checked by:……………………..

P a g e | 53






Instrument at:- C Height of Instrument:- 1.95 m

Sighted To


B L 0° 00' 00''

57°

50'

35''

A L 57° 50' 30'' 57° 50' 30'' A R 237° 50' 40'' B R 180° 00' 00'' 57° 50' 40''

Angular Measurement

⦨CAB = 90°10'10''

⦨CAD = 127°27'50''

⦨ABD = 73°19'15'' ⦨CBD = 105°18'50''

⦨BAD = 37°17'40''

⦨ADB = 69°23'10''

⦨ABC = 31°59'40'' ⦨ACB = 57°50'30''

Sum of ⧍CAB = 180°00'20'' and Sum of ⧍ABD = 180°00'05''

Now,

By using sine law:-

At ⧍ABD,

𝑨𝑩

𝑺𝒊𝒏 𝑫 =

𝑩𝑫

𝑺𝒊𝒏 𝑨

𝑨𝑩

𝑺𝒊𝒏 𝟔𝟗°𝟐𝟑′𝟏𝟎′′ =

𝟖.𝟓𝟐𝟒

𝑺𝒊𝒏 𝟑𝟕°𝟏𝟕′𝟒𝟎′′

AB = 13.1673 m

At ⧍ABC,

𝑨𝑩

𝑺𝒊𝒏 𝑫 =

𝑨𝑪

𝑺𝒊𝒏 𝑩

𝑨𝑩

𝑺𝒊𝒏 𝟔𝟗°𝟐𝟑′𝟏𝟎′′ =

𝟖.𝟐𝟖𝟓𝟓

𝑺𝒊𝒏 𝟑𝟏°𝟓𝟗′𝟒𝟎′′

AB = 14.636 m

Thus, Mean distance of estimated bridge =13.902 m

P a g e | 54






Observer:- Suman Jyoti Date:- 2017-Dec-05 Booker:- Bishnu p. Bhandari Location:- NEA-Kharipati, Bhaktapur


BS FS Total T M B T M B B.M 4.0 ------ -------- 0.280 0.300 0.320 ---------- --------- ---------- --------- --------- 1285.000 B.M

01 8.5 3.0 7.0 1.235 1.192 1.150 0.890 0.875 0.860 --------- 1.175 1283.825 02 8.8 7.6 16.1 1.370 1.326 1.282 0.462 1.424 1.386 --------- 0.232 1283.593 03 7.6 7.3 16.1 1.248 1.210 1.172 1.436 1.308 1.272 0.018 --------- 1283.611 04 5.7 8.4 16.0 1.302 1.273 1.245 1.106 1.064 1.022 0.146 -------- 1283.757 Setup A ---- 6.0 12.7 ---------- --------- ---------- 1.400 1.370 1.340 --------- 0.097 1283.660 Setup A

Setup A 5.3 ------ -------- 1.393 1.366 1.340 ---------- --------- ---------- ---------- --------- 1283.660 Setup A

01 8.5 5.9 11.2 1.499 1.456 1.414 1.340 1.310 1.281 0.056 --------- 1283.716 02 9.8 7.9 16.4 1.452 1.403 1.354 1.324 1.284 1.245 0.172 --------- 1283.888 03 9.4 9.2 19.0 0.818 0.771 0.724 1.197 1.151 1.105 0.252 --------- 1284.140 B.M ---- 8.3 17.7 ---------- --------- ---------- 0.416 0.457 0.499 1.228 --------- 1285.008 B.M

Now,

Total distance = 131.12 m

Error = 0.008 m

Precision =25√k = 25√0.01312 = 9.05 mm

P a g e | 55





Observer:- Suman Jyoti Date:- 2017-Dec-05 Booker:- Bishnu p. Bhandari

Location:- NEA-Kharipati, Bhaktapur

Reciprocal Levelling Field Book At Setup 1

Station A Top = 1.134 m Middle = 1.290 m Bottom = 1.267 m Mean readings(𝑀𝐴) =1.290 m

Station B Top = 1.789 m Middle = 1.6985 m Bottom =1.608 m Mean readings(𝑀𝐵)= 1.6985 m

𝒉𝒂= 𝑴𝑨 - 𝑴𝑩 = -0.4085 m At Setup 2

Station B Top = 1.225 m Middle = 1.145 m Bottom = 1.065 m Mean readings(𝑀𝐴) =1.145 m

Station A Top = 1.566 m Middle = 1.552 m Bottom =1.538 m Mean readings(𝑀𝐵)= 1.552 m

𝒉𝒃= 𝑴𝑩 - 𝑴𝑨 = -0.407 m

Mean height difference (H) =𝒉𝒂+𝒉𝒃

𝟐= −

𝟎.𝟒𝟎𝟖𝟓+𝟎.𝟒𝟎𝟕

𝟐= −0.40775 m

Thus, R.L of point B = R.L of A – H = 1283.66 – 0.40775 = 1283.252 m

P a g e | 56






Observer:- Suman Jyoti Date:- 2017-Dec-05 Booker:- Suman Jyoti

Location:- NEA-Kharipati, Bhaktapur

1. R.L transfer from A to C


BS FS Total T M B T M B A 3.6 ------- -------- 1.364 1.346 1.328 ---------- --------- ---------- --------- --------- 1283.660 C ---- 5.0 5.6 ---------- --------- ---------- 1.000 0.975 0.950 0.371 --------- 1284.031 1. R.L transfer from C to A


BS FS Total T M B T M B C 4.3 ------- -------- 1.000 0.978 0.957 ---------- --------- ---------- --------- --------- 1284.031 A ---- 4.0 8.3 ---------- --------- ---------- 1.370 1.350 1.330 --------- 0.372 1283.659 R.L transfer from B to D


BS FS Total T M B T M B B 3.4 ------- -------- 0.430 0.413 0.396 ---------- --------- ---------- --------- --------- 1283.252 D ---- 5.3 8.7 ---------- --------- ---------- 0.539 0.513 0.486 --------- 0.100 1283.152 1. R.L transfer from D to B


BS FS Total T M B T M B D 4.8 ------- -------- 0.682 0.657 0.634 ---------- --------- ---------- --------- --------- 1283.152 B ---- 5.8 10.6 ---------- --------- ---------- 0.586 0.557 0.528 0.100 --------- 1283.252

P a g e | 57






Observer:- Suman Jyoti Date:- 2017-Dec-05 Booker:- Bishnu p. Bhandari Instrument at:- A Height of Instrument: 1.953m

Location:- NEA-Kharipati, Bhaktapur Zero set at:- C

Staff Point HCR VCR Stadia readings Horz. Distance

Vertical Distance

R.L Sketch Top Mid Bot

From X-section of Bridge Alignment A - B Road Edge 271°50'40'' 93°10'10'' 1.023 1.005 0.978 04.5 -0.248 1284.36 R.L of station A =1283.66m

Ground Level 102°00''10' 93°10''20' 1.797 1.789 1.782 01.5 -0.305 River Bank 103°28''30' 99°57''30' 2.927 2.916 2.906 02.1 -0.357 N.W.L 102°09''50' 99°57''10' 2.969 2.948 2.927 04.2 -0.714 Deepest Point 101°59''10' 99°57''10' 2.775 2.752 2.730 04.5 -0.776 1282.085 N.W.L 096°25''20' 97°48''00' 2.284 2.251 2.219 06.5 -0.874 River Bank 091°30''20' 97°11''00' 1.648 1.597 1.547 10.1 -1.253 Highest Point 092°57''10' 92°23''00' 1.340 1.275 1.210 13.0 -0.540 10 m upstream X- Section Highest Point 197°53''00' 093°22''30' 0.750 0.699 0.648 10.2 -0.599 Road Edge 182°29''30' 094°15''00' 0.660 0.615 0.570 9.0 -0.665 River Bank 173°27''20' 094°21''40' 2.660 2.615 2.570 9.0 -0.682 Deepest Point 162°38''20' 094°21''50' 2.810 2.765 2.720 9.0 -0.682 River Bank 149°23''50' 093°15''40' 2.830 2.781 2.732 9.8 -0.556 Highest Point 128°50''50' 092°01''20' 1.450 1.385 1.320 13.0 -0.458 Highest Point 183°53''00' 091°47''50' 0.925 0.790 0.655 27.0 -0.846 BP 169°58''30' 094°45''40' 1.450 1.329 1.208 24.2 -2.001 Deepest Point 166°13''50' 094°46''00' 1.640 1.520 1.400 24.0 -1.987 R.B.P 162°38''30' 091°21''00' 2.940 2.823 2.706 23.4 -0.551 Highest Point 151°12''10' 091°23''40' 1.456 1.334 1.212 24.4 -0.593

P a g e | 58






Observer:- Suman Jyoti Date:- 2017-Dec-05 Booker:- Bishnu p. Bhandari Instrument at:- A Height of Instrument: 1.953

Location:- NEA-Kharipati, Bhaktapur Zero set at:- C

Staff Point HCR VCR Stadia readings Horz. Distance

Vertical Distance

Remarks Sketch Top Mid Bot

10 m downstream X- Section Road Edge 345°35''30' 088°55''40' 1.300 1.240 1.180 12.0 0.217 Bridge Corner 001°30''00' 088°30''50' 1.326 1.259 1.192 13.4 0.347 River Bank 033°09''30' 100°31''20' 1.900 1.850 1.800 10.0 -1.795 Deepest Point 038°39''10' 108°35''00' 1.640 1.584 1.528 11.2 -3.383 River Bank 050°01''50' 103°40''40' 0.870 0.805 0.740 13.0 -2.986 Highest Point 064°54''10' 084°15''10' 2.720 2.655 2.590 13.0 4.993 1287.951

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 13.901 m. 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 both the banks and very little water flowed in there.

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 leveling, necessities of triangulation concept for fixing bridge span &to give wide concept about bridge site.

P a g e | 59


Chapter Four

Road Alignment Survey

4.1 Introduction: Road is an important infrastructure for development. It occupies a pivotal position in the growth

of developing countries. 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 landslides.

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, roads

form a major part of the transportation system. Therefore, it would not be an exaggeration in saying

that the roads have an almost importance.

4.2 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.

1. 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.

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i) 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.

ii) ii) 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.

2. 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:

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:

The tangent correction method

Elevation by chord gradient method

Co-ordinate method

We can use the tangent correction method for setting of curve.

3. 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:

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.

To provide a medium for the gradual introduction or change of required super elevation.

4.3 Equipment required: The equipment used in the survey of road alignment were as follows:


Tape/ Chain

Auto Level with Tripod Stand

Ranging rod

Staff/Stadia Rods

Pegs/Arrows and Hammer


Marker or Enamel

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4.4 Norms (Technical Specifications): Recci alignment selection was carried out of the road corridor considering permissible gradient,

obligatory points, bridge site and geometry of tentative horizontal and vertical curves.

The road setting horizontal curve, cross sectional detail in 20m interval and longitudinal

profile were prepared.

While performing the road alignment survey, the following norms were strictly followed:

The road had to be designed starting at the side of Bridge and ending Near tower 3

If the external deflection angle at the I.P. of the road is less than 3°, 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 centerline of the road.

The radius of the curve had to be chosen such that it was convenient and safe i.e. not

less than 12 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 centerline of the road - observations being taken for at least 3m

and 6m on either side of the centerline. If undulations are there then section at that

place should be taken.

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.

Design parameters: The design standards are adopted according to Nepal road standard. The design parameters are

as follows:

S.N Design Parameters Adopted Values

1 Type of Road Single lane Black topped

2 Minimum radius in horizontal curve (m) 15

3 Maximum gradient (%) 12

4 Minimum gradient (%) 1

5 Side slope of cutting 1:1

6 Side slope of embankment 1:1.5

4.5 Methodology: 1. Reconnaissance:

First of all reconnaissance were 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.

2. Horizontal Alignment: The locations of the simple horizontal curves were determined carefully considering factors

like the stability of the area, enough space for the turning radius, etc. The I.P.s was fixed so

that the gradient of the road at any place was less than 7%. After determining the I.P.s for the

road, theodolite was stationed at each I.P. and the deflection angles measured. The distance

between one I.P. and another was measured by two way taping.

The horizontal curves were set out by angular methods using theodolite at I.P. and tape.

Horizontal alignment is done for fixing the road direction in horizontal plane. For this, the

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bearing of initial line connecting two initial stations was measured using compass. The interior

angles were observed using Theodolite at each IP and then deflection angles were calculated.

Deflection angle = (360 or 180) - observed angle

Fig: Simple circular horizontal curve

Where,

BC: Beginning of curve

EC: End of curve

MC: Midpoint of curve

IP: Apex distance

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, EC, BC, apex distance along with their chainage were found by using

following formulae,

Tangent length (T L) = R x tan (/2)

Length of curve (L.C) = 3.142 x R x /180

Apex distance = R x 1/ (Cos (/2)-1)

Chainage of BC = Chainage of IP – Tangent Length

Chainage of MC = Chainage of BC +Length of Curve/2

Chainage of EC = Chainage of MC + Length of Curve/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.

3. Topographic survey

Topographic survey of road corridor was done by taking the deflection angle at each point

where two straight roads meet. The chainage of intersection point, tangent point and middle

points were also taken by linear measurements and applying formula. The staff readings of

each of these points were also taken. The staff points were chosen at every change of slope,

important feature, existing electrical pole etc.

4. 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.

R

Tangent Length, BC1IP = R Tan /2

Apex distance, IPMC1= R(sec/2-1)

Length of chord, BC1MC1EC1=2RSin/2

IPBC= IPEC: Tangent length

: External deflection angle

R: Radius of curve

E

O

B

I

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5. Leveling:

The method of fly leveling was applied in transferring the level from the given T.B.M. to all the

I.Ps. The R.L. of beginnings, mid points and ends of the curves as well as to the points along the center

line of the road where the cross sections were taken, are taken by tachometry.

6. Longitudinal section:

For the longitudinal section of the road the staff reading was taken at the interval of every 20m

along the centerline 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.

7. Cross-section:

Cross section was run at right angles to the longitudinal profile at 20 m interval on either side

up to 10m distances wherever possible. For this, staffs reading of respective points were taken

using theodolite.

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4.6 Calculation:

Distance measurement Sheet


Observer:- Suman Jyoti Date:- 2017-Dec-05 Booker:- Bishnu p. Bhandari Location:- NEA-Kharipati, Bhaktapur S.N Station Distances (m) Total

length Mean length

Error (m)

Precision Remarks From To

1. 𝐼𝑃0 𝐼𝑃1 6.16+6.63+6.92++6.38+6.87+5.81

38.77

38.75

0.04

1 in 968.75

𝐼𝑃1 𝐼𝑃0 5.15+7.57+4.98+7.22+7.89+5.92

38.73

2. 𝐼𝑃1 𝐼𝑃2 4.030+4.780+8.55+12.471 29.831 29.8315

0.001 1 in 29831 𝐼𝑃2 𝐼𝑃1 5.130+7.040+9.162+8.500 29.832

3. 𝐼𝑃2 𝐼𝑃3 8.980+10.115 19.095 19.0955

0.001 1 in 19095 𝐼𝑃3 𝐼𝑃2 7.706+11.390 19.096

4.

𝐼𝑃3 𝐼𝑃4 10.9+7.3+14.84+11.24+13.75+15.86+9.6+9.77+11.56

104.82

104.8225

0.005

1 in 20964

𝐼𝑃4

𝐼𝑃3

10.532+7.12+13.530+11.250+14.751+15.734+9.632

+9.83+12.446

104.825

5. 𝐼𝑃4 𝐼𝑃5 10.18+9.94+6.60+10.04 36.76 36.752

0.016

1 in 2297

𝐼𝑃5 𝐼𝑃4 9.15+10.051+10.12+7.423 36.744

6. ------- -------- ---------------------------- -------- -------

---------

-----------

------- -------- ---------------------------- --------

7. ------- -------- ---------------------------- -------- -------

---------

-----------

------- -------- ---------------------------- --------

8. ------- -------- ---------------------------- -------- -------

---------

-----------

------- -------- ---------------------------- --------

9. ------- -------- ---------------------------- -------- -------

---------

-----------

------- -------- ---------------------------- --------

10. ------- -------- ---------------------------- -------- -------

---------

-----------

------- -------- ---------------------------- --------

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Road Alignment Sheet( Road Survey Sheet)



Booker:- Bishnu p. Bhandari Location:- NEA-Kharipati, Bhaktapur IP Distance

between IP Radius of Horizontal

Curve

Deflection Angle (⧍)

Tangent length (R tan(⧍/2))

Length of Curve ((πR⧍)/180)

Mid-ordinate R(1-cos(⧍/2))

Apex distance R(sec(⧍/2)-1)

Chainage of BC

(IP-T)

Chainage of MC

(BC+L/2)

Chainage of EC

(BC+L)

Remarks

𝑰𝑷𝟎

− 𝑰𝑷𝟏 38.750 m 15 m 41°21''29' 5.622 m 10.828 m 0.967 m 1.033 m 33.1280 038.542 043.956

𝑰𝑷𝟏

− 𝑰𝑷𝟐 29.8315 m 12 m 61°09''17' 7.090 m 12.808 m 1.669 m 1.938 m 61.0755 67.4795 73.8835

𝑰𝑷𝟐

− 𝑰𝑷𝟑 19.0955 m 12 m 53°55''52' 6.105 m 11.295 m 2.467 m 1.464 m 79.7840 85.4315 091.079

𝑰𝑷𝟑

− 𝑰𝑷𝟒 104.825 m 18 m 09°59''48' 1.574 m 3.140 m 0.068 m 0.068 m 181.469 183.039 184.609

𝑰𝑷𝟒

− 𝑰𝑷𝟓 36.752 m 15 m 35°40''17' 4.826 m 9.338 m 0.721 m 0.757 m 214.961 219.630 224.299

𝑰𝑷𝟒

− 𝑰𝑷𝟓 --------- --------- --------- ----------------- ----------------- ----------------- --------- --------- --------- ---------

------ --------- --------- --------- ----------------- ----------------- ----------------- --------- --------- --------- --------- ------ --------- --------- --------- ----------------- ----------------- --------s--------- --------- --------- --------- --------- ------ --------- --------- --------- ----------------- ----------------- ----------------- --------- --------- --------- --------- ------ --------- --------- --------- ----------------- ----------------- ----------------- --------- --------- --------- --------- ------ --------- --------- --------- ----------------- ----------------- ----------------- --------- --------- --------- --------- ------ --------- --------- --------- ----------------- ----------------- ----------------- --------- --------- --------- --------- ------ --------- --------- --------- ----------------- ----------------- ----------------- --------- --------- --------- --------- ------ --------- --------- --------- ----------------- ----------------- ----------------- --------- --------- --------- --------- ------ --------- --------- --------- ----------------- ----------------- ----------------- --------- --------- --------- ---------

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Profile and Cross-Section Sheet



Booker:- Bishnu p. Bhandari Location:- NEA-Kharipati, Bhaktapur Station Distances BS IS FS Rise Fall RL Remarks

L C R --------- 0 + 000 ----------- 0.680 ----------------- -----------------

3 ---------- ----------- ----------------- 0.532 -----------------

6 --------- ----------- ----------------- 0.930 -----------------

--------- --------- 3 ----------------- 0.850 -----------------

--------- --------- 6 ----------------- 0.730 ----------------- --------- 20 ----------- ----------------- 2.802 -----------------

3 --------- --------- ----------------- 2.358 -----------------

6 --------- --------- ----------------- 1.502 -----------------

--------- --------- 3 ----------------- 2.848 -----------------

--------- --------- 6 0.709 ------- 3.081

--------- 0+ 0.320 --------- ----------------- 1.847 ----------------- 𝑩𝑪𝟏

--------- --------- 3 ----------------- 1.387 -----------------

--------- --------- 6 ----------------- 1.720 -----------------

3 --------- --------- 1.818 ------- 0.508

--------- --------- --------- ----------------- ------- -----------------

--------- 𝑴𝑪𝟏 --------- ----------------- 0.430 ----------------- 𝑴𝑪𝟏

3 --------- --------- ----------------- 1.998 -----------------

6 --------- --------- ----------------- 1.412 -----------------

--------- --------- 3 ----------------- 3.150 -----------------

--------- --------- 6 ----------------- 1.920 -----------------

--------- 𝑬𝑪𝟏 --------- ----------------- 2.248 ----------------- 𝑬𝑪𝟏

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Station Distances BS IS FS Rise Fall RL Remarks

L C R 3 --------- --------- ----------------- 2.268 -----------------

6 --------- --------- ----------------- 2.100 -----------------

--------- --------- 3 ----------------- 2.160 -----------------

--------- --------- 6 1.732 ------- 2.305

--------- 𝑩𝑪𝟐 --------- ----------------- 1.568 ----------------- 𝑩𝑪𝟐 3 --------- --------- ----------------- 1.562 -----------------

6 --------- --------- ----------------- 1.460 -----------------

--------- --------- 3 ----------------- 2.143 -----------------

--------- --------- 6 ----------------- 2.112 -----------------

--------- 𝑴𝑪𝟐 --------- ----------------- 1.338 ----------------- 𝑴𝑪𝟐

3 --------- --------- ----------------- 1.590 -----------------

6 --------- --------- ----------------- 1.502 -----------------

--------- --------- --------- ----------------- 2.060 ----------------- 𝑰𝑷𝟐

--------- --------- 3 ----------------- 2.590 -----------------

--------- --------- 6 ----------------- 2.578 -----------------

--------- 𝑰𝑷𝟏 --------- ----------------- 1.536 ----------------- 𝑰𝑷𝟏

--------- 𝑬𝑪𝟐 --------- ----------------- 2.600 ----------------- 𝑬𝑪𝟐

3 --------- --------- ----------------- 2.278 -----------------

6 --------- --------- ----------------- 1.550 -----------------

--------- --------- 3 ----------------- 2.820 -----------------

--------- --------- 6 ----------------- 3.540 -----------------

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Profile And Cross-Section Sheet




L C R --------- 𝑩𝑪𝟑 --------- ----------------- 2.300 ----------------- 𝑩𝑪𝟑

--------- --------- 3 ----------------- 3.160 ----------------- --------- --------- 6 ----------------- 2.280 -----------------

3 --------- --------- ----------------- 2.360 2.305

6 --------- --------- ----------------- 1.310 -----------------

--------- 𝑴𝑪𝟑 --------- ----------------- 3.000 ----------------- 𝑴𝑪𝟑

--------- 𝑰𝑷𝟑 --------- ----------------- 3.105 ----------------- 𝑰𝑷𝟑

--------- --------- 3 ----------------- 3.250 -----------------

--------- --------- 4.5 ----------------- 3.280 -----------------

3 --------- --------- ----------------- 2.368 -----------------

6 --------- --------- ----------------- 1.960 -----------------

--------- 𝑬𝑪𝟑 --------- ----------------- 2.160 ----------------- 𝑬𝑪𝟑

--------- --------- 3 ----------------- 3.000 -----------------

--------- --------- 5 ----------------- 3.126 -----------------

3 --------- --------- ----------------- 2.368 -----------------

6 --------- --------- 3.335 ------- 1.600

--------- 𝑬𝑪𝟑 + 𝟐𝟎 --------- ----------------- 1.757 ----------------- 𝑬𝑪𝟑 + 𝟐𝟎

--------- --------- 3 ----------------- 1.844 -----------------

--------- --------- 5.3 ----------------- 1.836 -----------------

3 --------- --------- ----------------- 1.732 ----------------- 6 ----------------- 0.675 -----------------

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L C R --------- 𝑬𝑪𝟑 + 𝟒𝟎 --------- ----------------- 1.364 ----------------- 𝑬𝑪𝟑 + 𝟒𝟎

--------- --------- 3 ----------------- 1.665 ----------------- --------- --------- 5.5 ----------------- 1.633 -----------------

3 --------- --------- ----------------- 1.295 -----------------

6 --------- --------- ----------------- 1.340 -----------------

--------- 𝑬𝑪𝟑 + 𝟔𝟎 ----------------- 0.945 -----------------

--------- --------- 3 3.795 ----------------- 1.460

--------- --------- 6 ----------------- 2.295 ----------------- 𝑬𝑪𝟑 + 𝟔𝟎

3 --------- --------- ----------------- 1.536 -----------------

6 --------- --------- ----------------- 1.103 -----------------

--------- 𝑬𝑪𝟑 + 𝟖𝟎 --------- ----------------- 0.458 ----------------- 𝑬𝑪𝟑 + 𝟖𝟎

--------- --------- 3 ----------------- 0.580 -----------------

--------- --------- 6 3.260 ----------------- 1.450

3 --------- --------- ----------------- 1.702 -----------------

6 --------- --------- 4.182 ----------------- 1.640 ……

--------- 𝑩𝑪𝟒 --------- ----------------- 1.562 ----------------- 𝑩𝑪𝟒

--------- --------- 3 ----------------- 2.253 -----------------

--------- --------- 6 ----------------- 3.190 -----------------

3 --------- --------- ----------------- 1.192 -----------------

6 --------- --------- ----------------- 1.266 ----------------- --------- 𝑰𝑷𝟒 --------- ----------------- 1.260 ----------------- 𝑰𝑷𝟒

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L C R --------- 𝑴𝑪𝟒 --------- ----------------- 1.248 ----------------- 𝑴𝑪𝟒

3 --------- --------- ----------------- 1.050 ----------------- 6 --------- --------- ----------------- 0.988 -----------------

--------- --------- 3 ----------------- 1.638 -----------------

--------- --------- 6 ----------------- 2.602 -----------------

--------- 𝑬𝑪𝟒 --------- ----------------- 0.978 ----------------- 𝑬𝑪𝟒

3 --------- --------- ----------------- 0.760 1.460

6 --------- --------- ----------------- 0.315 -----------------

--------- --------- 3 ----------------- 1.365 -----------------

--------- --------- 6 3.775 ----------------- 1.856

--------- 𝑩𝑪𝟓 --------- 2.834 ----------------- 0.886 𝑩𝑪𝟓

--------- --------- 5.3 ----------------- 1.972 ----------------- ……

3 --------- --------- ----------------- 1.530 -----------------

6 --------- --------- ----------------- 1.486 -----------------

--------- 𝑰𝑷𝟓 --------- ----------------- 1.021 ----------------- 𝑰𝑷𝟓

--------- 𝑴𝑪𝟓 --------- ----------------- 1.040 ----------------- 𝑴𝑪𝟓

--------- --------- 3 ----------------- 2.528 -----------------

--------- --------- 5.8 ----------------- 1.182 -----------------

3 --------- --------- ----------------- 1.390 -----------------

6 --------- --------- ----------------- 1.442 ----------------- --------- 𝑬𝑪𝟓 --------- ----------------- 0.998 ----------------- 𝑬𝑪𝟓

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L C R --------- --------- 5 ----------------- 2.442 -----------------

3 --------- --------- ----------------- 1.306 ----------------- 5.43 --------- --------- ----------------- 1.360 -----------------

--------- --------- ----------------- 1.420 ----------------- …….

𝑬𝑪𝟓 + 𝟐𝟎 xxxx 1.418 ------- 0.944 𝑬𝑪𝟓 + 𝟐𝟎

--------- --------- 3.18 ----------------- 1.633 …..

4.6 --------- -------- ----------------- 1.658 -----------------

xxxx --------- --------- 1.562 ------- 0.995 ……

3 --------- --------- ----------------- 1.365 -----------------

6 --------- --------- ----------------- 1.364 -----------------

--------- 3 --------- ----------------- 1.330 -----------------

--------- 6 --------- ----------------- ----------------- 2.115

--------- --------- --------- ----------------- ----------------- -----------------

--------- --------- --------- ----------------- ----------------- -----------------

--------- --------- --------- ----------------- ----------------- -----------------

--------- --------- --------- ----------------- ----------------- -----------------

--------- --------- --------- ----------------- ----------------- -----------------

--------- --------- --------- ----------------- ----------------- -----------------

--------- --------- --------- ----------------- ----------------- -----------------

--------- --------- --------- ----------------- ----------------- ----------------- --------- --------- --------- ----------------- ----------------- -----------------

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4.7 Comments and Conclusion: 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. Vertical

and horizontal curves are set according to Road design standards for comfort and other factors.

While setting the road alignment, it should be kept in mind that the minimum IP points should

be taken as far as possible and deflection angles should be minimum as far as possible. The

task was challengeable and tough due to the high altitude along the route.

In spite of the different kinds of obstacles in the field, our group was successful in completing

the fieldwork as well as the office work in time. In the field, we had spent quite some time

discussing the route of the road and also in designing the curves, which led to good results, The

grade change was very sharp which created nuisance in working with the Auto Level Moreover,

after performing this road alignment survey, we were able to build up our confidence in

designing roads at difficult terrain taking factors like economy, convenience and its use into

consideration.

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Survey Camp Pictures

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survey camp report at nea, kharapati - bhaktapur

Documents

suman jyoti