civil survey camp - · pdf file6 instructions introduction: this manual is intended to guide...

4/20/2015

BATCH NO: 11 | ACADEMIC YEAR : 2014 -2015

CIVIL - SURVEY CAMP - 2015

A SURVEY CAMP REPORT

Submitted by

ARAVINTHKUMAR.T 714112103302

ARULSENTHURNATHAN.A 714112103303

BALACHANDAR.O.R. 714112103304

HARI.K 714112103306

SIVARAMAKRISHNAN.C 714112103310

THENDRAL.K 714112103312

VISWANATH.B 714112103313

In partial fulfilment for the award of the camp of

BACHELOR OF ENGINEERING

in

CIVIL ENGINEERING

SRIGURU INSTITUTE OF TECHNOLOGY, COIMBATORE

ANNA UNIVERSITY, CHENNAI - 600 025

APRIL – 2015

ANNA UNIVERSITY, CHENNAI - 600 025

BONAFIDE CERTIFICATE

Certified that this project report “SURVEY CAMP” is the bonafide work of

“BATCH NO:11”.Who carried out the project work under my supervision.

Signature Signature

Prof. R.Kannappan M.E, M.I.S.T.E,( Ph.D )

Department of Civil Engineering,

SriGuru Institute of Technology,

Varathaiyangar palayam,

Kondayampalayam (po),

Coimbatore – 641 110.

Mr.D.Loganathan M.E,M.I.S.T.E,( M.B.A )

Assistant professor

Department of Civil Engineering,

SriGuru Institute of Technology,

Varathaiyangar palayam,

Kondayampalayam (po),

Coimbatore – 641 110.

4

INDEX

EX.N0 DATE TITLE PAGE

NO

STAFF

INITIAL

1. Trilateration

2. Determination of the Latitude of the

place of observation

3. Determination of the Longitude of the

place of observation

4. Block contouring

5. Highway project

6. Triangulations

7. Radial contouring

8. Azimuth of a line based on observation

on an a sun

BATCH NO:11

S.NO REG.NO STUDENT NAME MARKS

OBTAINED

STAFF

INITIAL

1. 714112103302 ARAVINTHKUMAR.T

2. 714112103303 ARULSENTHURNATHAN.A

3. 714112103304 BALACHANDAR.O.R.

4. 714112103306 HARI.K

5. 714112103310 SIVARAMAKRISHNAN.C

6. 714112103312 THENDRAL.K

7. 714112103313 VISWANATH.B

Submitted for the university practical examination

Held on ……………………………………….

EXTERNAL EXAMINAR INTERNAL EXAMINAR

5

INTRODUCTION

GENERAL:

The survey camp of 2014-2015 was organized by S.G.I.T CAMPUS for the sixth

semester civil engineering students, 66 in number. The duration of the camp was ten days

from 15/12/2014 to 24/12/2014 the places in and around the Rathnagiri Murugan Temple

were chosen for surveying.

OBJECTIVES AND SCOPE OF CAMP WORKS:

The objectives of the camp works are,

To train the students in taking field observations pertaining to some of the real

world problems such as triangulation, contouring,etc..,

To train the students in all the related calculations and in the preparation of the

required maps.

The scope of the camp works may be briefly outlined as follows:

To determine the co ordinates of few triangulation stations.

To determine the co ordinates of few stations by trilateration method.

To determine the latitude of the place of observation by taking extra meridian

observation on the sun.

To determine the longitude of the place of observation by taking extra meridian

observation on the sun.

To align a highway and to calculate the earthwork involved by determining the

cross section of the highway at various intervals.

To prepare the contour map of an area by block contouring method.

To prepare the contour map of a hilly terrain by radial contouring method.

6

INSTRUCTIONS

INTRODUCTION:

This manual is intended to guide you through several survey works during survey camp.

Because of the nature of the work, you may have to say in the camp director. All students

everyday to the camp site as planned and arranged by the camp director. All students must

start to the camp site from one place which also will be informed by the camp director/HOD.

Read this manual as well as text books before commencing your work at the field. Being

prepared will help you to finish the field work early. You may require to perform calculations

after regular camp hours. Anticipate and adapt to any unexpected bad weather etc.

All reading must be noted using pen. Pencil should not be used in the field book except

drawing sketch or diagram if needed. Each batch must submit the field book to the camp

director/staff in charge for your batch. At the end of the survey camp, a survey report must be

submitted by each student which is considered to be an engineering technical report. Consider

this manual as only a guideline for preparing the survey report. Students are strictly advised

not to copy the wording, procedure, results, and conclusions given in this manual. As such,

you will be evaluated on your ability to clearly communicate your methodology, results, and

ideas to others. All charts, plots and drawings should be original.

SAFETY:

Safety is our prime concern at all times. If your conduct is deemed to compromise

safety regulations, you may be asked to leave camp and disciplinary action will be taken. Do

not perform unauthorized experiments by yourself. Never leave the survey equipments

unattended in the field. There must be no fooling around in the camp site. The students are

strictly advised to wear shoes during the entire hours of the camp as a measure of safety.

BHATCHES:

The readings are to be done by the batch as grouped by the camp director/HOD and

report should be submitted by each student. Team work is also an important aspect of this

course and it will enhance your performance.

7

FIELD WORK SCHEDULE:

The students must come prepared for their sessions to complete the field work as

scheduled.

PRACTICE: Precautions To Be Observed In The Field Work (Do’s and Don’ts):

Do’s:

1. Students must follow the instructions given by the camp director/staff

incharge.

2. Students must adhere to the dress code for the survey camp.

3. Students must handle the instruments with at most care as instructed.

4. Instruments, accessories must be properly disassembled and handed over to

the lab assistant.

Don’ts:

1. Instruments, ranging rods, pegs, arrow, staves etc have to be used only for

field work purposes. Inappropriate use of the above such accessories will

lead to disciplinary action/penalty.

2. Instruments must not be operated in a rough/violent manner.

NO MAKE-UPS:

Students must participate in the camp for all days as scheduled. Camp will not be

arranged for the students who miss it.

INTERNAL ASSESMENT MARKS:

Internal assessment will be performed as per the rules of the university.

8

CONTENTS

1. TRILATERATION

1.1 Introduction 14

1.2 Base Line 14

1.2.1 Selection of Site for Base Line 14

1.3 Stations 14

1.4 Instruments Used 15

1.5 Routine of Trilateration 15

1.6 Reconnaissance 15

1.7 Erection of Signals and Towers 15

1.8 Measurement of Length of the Sides 16

1.9 Checking the Length of the Sides 16

1.10 Astronomical Observations at Laplace Stations 17

1.11 (A) – Observations Using Subtense Bar 18

1.11 (B) - Observation Using Theodolite 18

1.12 Field Measurements 19

1.13 Calculations 19

1.14 Area Calculation 22

1.15 Results 23

1.16 Conclusion 24

2. DETERMINATION OF THE LATITUDE OF THE PLACE OF

OBSERVATION

2.1 Aim 26

2.2 Triangulation 26

2.3 Methods Adopted 26

2.3.1 Triangulation Method 26

2.3.2 Base Line Measurement 27

2.3.3 Selection Of Site 27

2.4 Apparatus Required 27

2.4.1 Invar Tape 27

2.4.2 Other Instruments Used 28

2.5 Advantages 28

9

2.6 Procedure 28

2.7 Corrections 29

2.7.1 Correction For Temperature 29

2.7.2 Correction For Pull 29

2.7.3 Correction For Sag 29

2.7.4 Correction For Tape 29

2.7.5 Standard Values 30

2.8 Observation & Tabulation 30

2.9 Calculations 31

2.9.1 Base Line Of AB Station 31

2.9.2 Vertical Distance Of AB 31

2.9.3 To Find Out Distance Of Sides 31

2.9.4 Area Calculation 35

2.9.5 To Find Intermediate Distance Of Points 38

2.9.6 To Find Out Vertical Distance Of Points 40

2.9.7 Determine The Reduce Level Of Points 41

2.9.8 Determine The Latitude Of Points 42

2.10 Result 46

2.11 Conclusion 46

3. DETERMINATION OF THE LONGITUDE OF THE PLACE OF

OBSERVATION

3.1 Aim 48

3.2 Triangulation 48

3.3 Methods Adopted 48

3.3.1 Triangulation Method 48

3.3.2 Base Line Measurement 49

3.3.3 Selection Of Site 49


3.4.1 Invar Tape 49

3.4.2 Other Instruments Used 50

3.5 Advantages 50

3.6 Procedure 50

3.7 Corrections 51

3.7.1 Correction For Temperature 51

10

3.7.2 Correction For Pull 51

3.7.3 Correction For Sag 51

3.7.4 Correction For Tape 51

3.7.5 Standard Values 52


3.9 Calculations 53

3.9.1 Base Line Of AB Station 53

3.9.2 Vertical Distance Of AB 53

3.9.3 To Find Out Distance Of Sides 53

3.9.4 Area Calculation 57

3.9.5 To Find Intermediate Distance Of Points 60

3.9.6 To Find Out Vertical Distance Of Points 62

3.9.7 Determine The Reduce Level Of Points 63

3.9.8 Determine The Longitude Of Points 64

3.10 Result 68

3.11 Conclusion 68

4. BLOCK CONTOURING

4.1 Introduction 70



4.4 Procedure 70


4.6 Result 74

4.7 Conclusion 74

5. HIGHWAY PROJECT

5.1 Introduction 76



5.4 Procedure 76

5.5 Observation and Tabulation 77

5.7 Result 100

5.8 Conclusion 100

11

6. TRIANGULATION

6.1 Introduction 102

6.2 Baseline 102

6.2.1 Selection of Site for Baseline 102

6.3 Triangulation Station 102


6.5 Routine of Triangulation Survey 103


6.7 Erection of Signals and Towers 104

6.8 Measurement of Base Lines 104

6.9 Measurement of Horizontal Angles 104

6.10 Astronomical Observations at Place Stations 105



6.13 Results 114

6.14 Conclusion 115

7. RADIAL CONTOURING

7.1 Introduction 117



7.4 Procedure 117


7.6 Result 122

7.7 Conclusion 122

8. DETERMINATION OF THE AZIMUTH OF A SURVEY LINE BY

OBSERVATION ON THE SUN

8.1 Aim 124


8.3 Procedure 124



8.6 Result 127

12

LIST OF TABLES

TABLE 1.1 - FROM C BLOCK TO A BLOCK 18

TABLE 1.2 - FROM A BLOCK TO C BLOCK 18

TABLE 1.3 - TRILATERATION AT STATION A&B 18

TABLE 1.4 - TRILATERATION RESULT 23

TABLE 2.1 - LAITUDE OF THE PLACE OF OBSERVATION READINGS 30

TABLE 2.2 - LAITUDE OF THE PLACE OF OBSERVATION RESULT 46

TABLE 3.1 - LONGITUDE OF THE PLACE OF OBSERVATION READINGS 52

TABLE 3.2 - LONGITUDE OF THE PLACE OF OBSERVATION RESULT 68

TABLE 4.0 - BLOCK CONTOURING 72

TABLE 5.1 - CROSS-SECTION 77

TABLE 5.2 - LONGITUDINAL SECTION 94

TABLE 6.1 - TRIANGULATION READINGS 106

TABLE 6.2 - TRIANGULATION RESULT 114

TABLE 7.0 - RADIAL CONTOURING 119

TABLE 8.0 - THE AZIMUTH OF A SURVEY LINE BY OBSERVATION ON THE SUN 124

13

1. TRILATERATION

14

EX. NO:

DATE:

1. TRILATERATION

1.1 INTRODUCTION:

Trilateration is a method of calculating the distance between the station points of a

closed traverse. The trilateration work was carried out in the S.G.I.T.campus. In this method,

the lengths of the sides and diagonals of the quadrilaterals are measured and then the

necessary correction are made.

1.2 BASE LINE:

The measurement of base line forms the most important part of the triangulation

operations. The base line is laid down with great accuracy of measurement and alignment as

it forms the basis for the computations of triangulation system.

1.2.1 Selection of Site for Base Line:

Since the accuracy in the measurement of the baseline depends upon the site

conditions, the following points be taken into consideration while selecting the site:

The site should be fairly level.

The site should free from obstructions through the whole of the length.

The extremities of the base should be intervisible at ground level.

The ground should be reasonably firm and smooth.

The site should extension to primary triangulation.

1.3 STATIONS:

The selection of stations is based upon the following considerations:

The trilateration station should be intervisible. For this purpose, they should be placed

upon the most elevated ground.

They should from well shaped triangles. No angles should be smaller than 30° or

greater than 120°.

The stations should be easily accessible.

They should be so selected that the length of sight is neither too small nor too large.

They should be in commanding situation.

15

1.4 INSTRUMENTS USED:

1. Theodolite

2. Ranging rods

3. 30m chain

4. Subtense Bar

1.5 ROUTINE OF TRILATERATION SURVEY:

The routine of survey generally consists of the following operations:

Reconnaissance

Erection of signals and towers

Measurement of length of the sides

Checking of length of the sides

Astronomical observations at laplace stations, and

Computations

1.6 RECONNAISSANCE:

Trilateration was carried out in the S.G.I.T.campus. Reconnaissance survey at the site

was done before starting the work. The area was grassy with some short herbs. There was no

obstruction to the survey work. Food, instruments, transportation was also easier as it was

within our college campus.

1.7 ERECTION OF SIGNALS AND TOWERS:

A signal is a device erected to define the exact position of an observed station. Day

light or non luminous signal i.e., flags tied to posts (ranging rods),are used as signals

at the different four stations.

A tower is a structure erected over a station for the support of the instrument and

observing party and is provided when the station or the signal or both to be elevated.

Since the survey is done on temporary stations a rigid, smooth and flat surface is

selected and the instrument and observing party are setup over that and the

observations are taken.

16

1.8 MEASUREMENT OF LENGTH OF THE SIDES:

1. At first the instrument is setup at station A and all the temporary adjustments like

centring, levelling, and focusing are done.

2. The venire A is made to 0 and thus venire B as 180 and the instrument is made as face

left. Now the lower clamp of the theodolite is loosened and the targets placed at B

point is bisected for exact bisection. Exact bisection of the station is done using the

lower tangential screw.

3. Through telescope the line AB is ranged and the length AB by using subtense bar for

finding horizontal distance.

4. Similarly, the other sides of the triangle i.e., length AP measured from A to P, and

length BP is measured by ranging and chaining from station B to P.

5. Likewise various triangles are formed within the given quadrilateral plot and the sides

of all other triangles such as ∆𝐴𝑃𝐵, ∆𝐵𝑃𝑄, ∆𝐴𝑄𝐵 are measured by chaining along the

sides of these triangles.

6. The measured length of the sides of the triangles is then noted in observations.

1.9 CHECKING THE LENGTH OF THE SIDES:

1) The checking of the measured length of the sides are done by using

Theodolite

2) The theodolite instrument is kept at the target station A and the initial

adjustments and the side of triangles calculating by using sine rule.

3) The target is kept at the target station B and the ray by observing the

levelling staff in the target the accurate length between the two stations can

be determined.

4) Similarly all other all other length of the sides of the four triangles are

determined.

5) Thus with these length measurements the chainage length can be

corrected.

17

1.10 ASTRONOMICAL OBSERVATIONS AT LAPLACE STATIONS:

1. Setup the theodolite and perform all the three temporary adjustments.

2. Set venire A to read O tight upper clamp

3. Keep face left and direct the telescope, bisect the ranging rod at P

4. Now tighter the lower clamp and release the upper lamp

5. Swing the telescope and bring the image of the sun to the I-quadrant of the cross hair

6. For making the vertical and horizontal hair tangential to the image of the sun, use the

upper clamp and vertical circle clamp. Immediately note down the time, horizontal

angle and vertical angle.

7. Change the face and release the upper clamp and vertical circle clamp and being the

image of the sun to the III quadrant, making the horizontal and vertical hairs

tangential to the image. Immediately note down the time, vertical angle and horizontal

circle reading.

8. Average of the concerned two values gives that value corresponding to the sun.

18

1.11 (A) - OBSERVATION USING SUBTENSE BAR:

TABLE – 1.1 FROM C BLOCK TO A BLOCK

FACE SIGHT TO

HORIZONTAL ANGLE MEAN

VERNIER A VERNIER B

0° 0' 0'' 0° 0' 0'' 0° 0' 0''

LEFT

ALIDADE 0 0 0 0 0 0 0 0 0

LEFT END 0 0 0 0 0 0 0 0 0

RIGHT END 1 57 20 1 54 40 1 56 0

RIGHT

ALIDADE 0 0 0 0 0 0 0 0 0

LEFT END 0 0 0 0 0 0 0 0 0

RIGHT END 1 55 0 1 57 20 1 56 10

MEAN= 1 56 5

TABLE – 1.2 FROM A BLOCK TO C BLOCK

FACE SIGHT TO

HORIZONTAL ANGLE MEAN

VERNIER A VERNIER B

0° 0' 0'' 0° 0' 0'' 0° 0' 0''

LEFT

ALIDADE 0 0 0 0 0 0 0 0 0

LEFT END 0 0 0 0 0 0 0 0 0

RIGHT END 1 55 40 1 56 40 1 56 10

RIGHT

ALIDADE 0 0 0 0 0 0 0 0 0

LEFT END 0 0 0 0 0 0 0 0 0

RIGHT END 1 56 0 1 56 0 1 56 0

MEAN= 1 56 5

1.11 (B) - OBSERVATION USING THEOOLITE:

TABLE - 1.3 TRILATERATION AT STATION A&B

STATION POINT STADIA

READING

HORIZONTAL

ANGLE

VERTICAL

ANGLE REMARK

0º 0’ 0” 0º 0’ 0”

A

P

1.555

0 0 0 1 22 0 Red tower

Q 68 5 0 1 56 20 Temple Tower

B 112 1 30 4 21 30 Station Point

B

A

1.395

0 0 0 4 22 0 Station Point

P 62 2 35 1 23 35 Red tower

Q 122 4 0 2 4 0 Temple Tower

19

1.12 FIELD MEASUREMENTS:

Figure 1.1 – Trilteration field measurements

Where,

𝜃1 = 46°56′30′′ α = 112°01′30′′

𝜃2 = 65°05′00′′

𝜃3 = 60°02′35′′ β = 122°04′00′′

𝜃4 = 62°01′25′′

𝜃5 = 180° − (α + 𝜃3) = 7°55′55′′

𝜃6 = 180° − (β + 𝜃1) = 10°59′30′′

1.13 CALCULATIONS:

1.13.1 Base line of AB station:

AB = D = { 206265*(S/θ) }

Where, S = Length of Subtense Bar

θ = Subtended Angle = 1°56'05''

AB = 206265 * (3/ 1°56'05'')

AB = 88.84m

20

1.13.2 To find out distance of side:

i)< 𝐀𝐏𝐁

Θ5= 7°55’55’’

Θ3= 60°02’35’’

α= 112°01’30’’

To calculate the Distance of AP:

𝐴𝐵

𝑠𝑖𝑛θ5=

𝐴𝑃

𝑠𝑖𝑛θ3=

𝐵𝑃

𝑠𝑖𝑛𝛼

𝐴𝐵

𝑠𝑖𝑛θ5=

𝐴𝑃

𝑠𝑖𝑛θ3

AP =88.84

sin(7°55’55”)𝑋𝑠𝑖𝑛(60°02’35”)

AP = 577.77 m

To calculate the Distance of BP:

𝐴𝑃

𝑠𝑖𝑛θ3=

𝐵𝑃

𝑠𝑖𝑛𝛼

BP = 88.84

sin (7°55’55”)𝑋𝑠𝑖𝑛(112°01’30”)

BP = 596.80 m

ii)< 𝐀𝐐𝐁

Θ1 = 46°56’30’’

Θ6 = 10°59’30’’

β= 122°04’00’’

21

To calculate the Distance of BQ:

𝐴𝐵

𝑠𝑖𝑛θ6=

𝐵𝑄

𝑠𝑖𝑛θ1=

𝐴𝑄

𝑠𝑖𝑛𝛽

𝐴𝐵

𝑠𝑖𝑛θ6=

𝐵𝑄

𝑠𝑖𝑛θ1

BQ =88.84

sin (10°59’30”)𝑋𝑠𝑖𝑛(46°56’30”)

BQ = 340.45 m

To calculate the Distance of AQ:

𝐴𝐵

𝑠𝑖𝑛θ6=

𝐴𝑄

𝑠𝑖𝑛𝛽

AQ= 88.84

sin (10°59’30”)𝑋𝑠𝑖𝑛(122°04’00”)

AQ = 394.86 m

To calculate the Distance of PQ:

BP = 596.80 m

BQ = 340.45 m

PQ = √ 𝐵𝑃² + 𝐵𝑄2

PQ = √ 596.8² + 340.45²

PQ = 678.08 m

22

1.14AREA CALCULATION

Formulas:

Area, A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

Where, S =𝑎+𝑏+𝑐

2

𝐢) < 𝐀𝐏𝐁

S = 𝑎+𝑏+𝑐

2

= 557.77+596.80+88.84

2

S= 621.71 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√621.71(63.94𝑋24.91𝑋532.84)

Area of APB = 22970.88 m2

Area of APB = 5.68 Acre

Area of APB = 2.297 Hectare

𝐢𝐢) < 𝐏𝐐𝐁

S =𝑎+𝑏+𝑐

2

= 678.08+596.80+340.45

2

S= 807.66 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√807.66(129.58𝑋210.86𝑋467.21)

Area of PQB = 101539.83 m2

Area of PQB = 25.09 Acre

Area of PQB = 10.15 Hectare

a = AP = 557.77 m

b = BP = 596.80 m

c = AB = 88.84 m

a = PQ = 678.08 m

b = BP = 596.80 m

c = BQ = 340.45 m

23

Total Area = APB + PQB

= 5.68 + 25.09

Total Area = 30.77 Acre

i) Area = 30.77 Acre

ii) Area = 124510.71 m2

iii) Area = 12.45 Hectare

1.15 RESULTS:

Length of the sides of triangles:

TABLE 1.4 – TRILATERATION RESULT

AB = 88.84 m BP = 596.80 m

AP = 577.77 m BQ = 340.45 m

AQ = 394.86 m PQ = 678.08 m


Area = 124510.71 m2

Area = 12.45 Hectare

24

Figure 2.1 – Trilteration Result

1.16 CONCLUSION:

The angles found by the cosine formula were used to find the co-ordinates of various

stations.

Through trilateration, we learnt to calculate the dimensions of closed traverse. This

finds the application in large survey projects like urban rehabilitation and land use.

25

2. DETERMINATION OF

THE LATITUDE OF THE

PLACE OF

OBSERVATION

26

EX. NO:

DATE:

2. DETERMINATION OF THE LATITUDE OF THE PLACE

OF OBSERVATION

2.1 AIM:

The aim of geodetic survey is to establish a certain number of points on the surface whose

relative positions and elevations are determined. The positions of these points are determined

relatively in terms of length and zenith of line joining them absolutely in terms of the co

ordinate latitudes and elevation of sea level. These points serve as control points with

reference to which other ordinary topographic survey may be carried out. Hence it is more

accurate the control points wherein primarily angles are measured and the sides connecting

the points are computed with reference to choose accurate base line.

2.2 TRIANGULATION:

The horizontal control in geodetic survey is established either by triangulation system

consists of number of inter connected triangles in which the length of only one line a/called

the base lines and the angles of the triangles are measured very precisely. Knowing the length

of one side and the three angles, the length of other two sides of each triangle is computed.

The apex of the triangle is called the triangulation station. The main advantage of

triangulation is that it tends to accumulation of errors subsidiary bases are also selected.

2.3 METHODS ADOPTED:

2.3.1 TRIANGULATION METHOD:

The routine of triangulation survey generally consists of the following operations:

1. Reconnaissance

2. Erection of signals and towers

3. Measurement of base line

4. Measurement of horizontal angle

5. Astronomical observations

6. computations

27

2.3.2BASE LINE MEASUREMENT:

The measurement of base line forms the most important part of the triangulations.

The base line is laid with great accuracy of measurement and alignment at it terms the basis

for the computation of triangulation system.

2.3.3 SELECTION OF SITE:

1. The site should be fairly level. In shopping grounds, the slopes should be

uniform and gentle.

2. The site should be free from obstructions.

3. The extremities of the base should be inter visible.

4. The ground should be firm and smooth.

2.4 APPARATUS REQUIRED:

Forms of base measuring apparatus:

There are two forms:

1. Rigid bars

2. Flexible apparatus

o Rigid bars:

1. Contact apparatus

2. Optical apparatus

o Flexible apparatus:

The flexible apparatus consists of,

1. Steel invar tape

2. Steel and brass wires

2.4.1 INVAR TAPE:

Invar is steel alloy consists of 30% of nickel. It is least expansible steel alloy the co

efficient of thermal expansion is the lowest of all the known metals and alloys.

The main advantage of this tape is that it undergoes some secular change in its

length which increases slowly with time. It is softer than steel and should be handled

carefully. They are available in length of 30 to 100m with 6mm wide. They are

usually divided into mm to length of 10cm each end.

1. Three standardized tapes one for fixed measurement and the other two for

standardizing the fixed tape.

2. Straining device, making tripods supporting tripods.

28

3. A steel tape for spacing tripods

4. 6 thermometers – 4 for measuring temperature of field tape and 2 for

standardization.

2.4.2 OTHER INSTRUMENTS USED:

1. Theodolite

2. Invar steel

3. Small tripods

4. Weights – 5,8,10kgs

5. Dumpy level

6. Staff

2.5 ADVANTAGES:

1. Due to greater length of flexible apparatus, a wider choice of base site is

available.

2. The speed of measurement is quicker and thus less expansive, in this project

the invar tape is used to measure the tape.

2.6 PROCEDURE:

To start with the theodolite is set on any one of the stations say A. The work is carried

towards B.

The station B is sighted through the telescope of the theodolite.

The tripods are ranged along the line of the theodolite at approximately equidistant

between them such that the invar tape is divided into segments.

The invar tape is stretched on the knife edge of the tripods and the end is connected to

straining rods. To the other end of the tape weights are put to eliminate sagging of

tape to certain extent.

One thing is too kept in mind that means the main divisions of the tape should rest

over the knife edge of the tripod which helps to read the length directly.

The level staff is kept on top of tripod and levels are taken the difference in level

between two successive tripods is taken as h.

If the base line is too length than the tape the theodolite is shifted and again ranged

towards B and then towards A and the tripods are shifted and placed in the forward

directions.

29

The absolute length of the base line is then obtained by applying corrections of

temperature, slope, sag and pull.

2.7 CORRECTIONS:

2.7.1 CORRECTION FOR TEMPERATURE:

The correction for temperature is given by Ct = ∝ (Tm – To)

Where,

A = co efficient of linear expansion

To=temperature at which the tape is standardized

Tm= temperature measured during measurement

Ct = temperature measured during measurement

2.7.2 CORRECTION FOR PULL:

Cp = (p – po) L/AE

Where,

P = Pull applied during measurement in kgs

Po = Standard pull

L = length of the tape segment

A = area of cross section of tape segment

E = modulus of elasticity in kg/cm

2.7.3 CORRECTION FOR SAG:

Cs = L(WL)^2/24P^2

Where,

L = distance between supports

W=Weight of tape per unit length

P = Pull applied in kgs

T = total length of the tape

2.7.4 CORRECTION FOR TAPE:

Cv = H^2/2L

Where,

L = span between two supports

H = difference in level between two successive pegs

Details of steel tape used for measurement for measurement of baseline are as follows:

30

2.7.5 STANDARD VALUES:

(corresponding to invar tape)

1. Standard temperature = 20c

2. Standard pull = 10kgs

2.8 OBSERVATION & TABULATION:

TABLE 2.1 – LATITUDE OF THE PLACE OF OBSERVATION READINGS:


READING

HORIZONTAL ANGLE

VERTICAL ANGLE REMARK

0º 0’ 0” 0º 0’ 0”

A

P

1.225

0 0 0 1 4 20 Red tower

Q 19 45 10 1 20 40 Multi drum Tower

R 37 47 10 0 40 40 Yellow Tank

S 54 52 10 0 40 0 Green tank Tower

T 64 13 30 0 36 20 Near Black Tower

U 74 4 5 0 26 30 Temple Tower


B

A

1.540


P 19 40 35 0 22 15 Red tower


R 37 21 0 0 38 10 Yellow Tank



U 171 45 10 0 55 0 Temple Tower

Figure 2.1 - Latitude Field Measurements

31

2.9 CALCULATIONS:

2.9.1 BASE LINE OF AB STATION

AB = D = Ks cos2𝜃 + Ccos𝜃

When analytical lense is fixed

so K=100 & C = 0

D = 100x 1.86 x cos2 (1°04’00”) + 0

D = AB = 189.90 m

2.9.2 VERTICAL DISTANCE OF AB:

V =Ks sin 2𝜃

2+ C sinθ

=100𝑋1.86𝑋𝑠𝑖𝑛(2𝑋2°01′22")

2

V = 4.43 m

2.9.3 TO FIND OUT DISTANCE OF SIDES:

i)< 𝐀𝐏𝐁

𝐴𝐵

𝑠𝑖𝑛𝛾1=

𝐴𝑃

𝑠𝑖𝑛𝛽1=

𝐵𝑃

𝑠𝑖𝑛𝛼1

To calculate the distance of AP:

𝐴𝐵

𝑠𝑖𝑛𝛾1=

𝐴𝑃

𝑠𝑖𝑛𝛽1

AP = 189.9

sin (82°17’25”)𝑋𝑠𝑖𝑛(19°40’35”)

AP = 64.52 m

α 1 = 78º02’00”

β 1 = 19°40’35”

1 = 82º17’25’’

32

To calculate of distance of AB:

𝐴𝐵

𝑠𝑖𝑛𝛾1=

𝐵𝑃

𝑠𝑖𝑛𝛼1

BP =189.9

sin (82°17’25”)𝑋𝑠𝑖𝑛(78º02’00”)

BP = 187.44 m

ii)< 𝐀𝐐𝐁

𝐴𝑄

sin 𝛾 2=

𝐴𝐵

𝑠𝑖𝑛𝛽2=

𝐵𝑄

𝑠𝑖𝑛𝛼2

To calculate the distance of AQ:

𝐴𝑄

𝑠𝑖𝑛𝛾2=

𝐴𝐵

𝑠𝑖𝑛𝛽2

AQ =189.9

sin (86°23’10”)𝑋𝑠𝑖𝑛(35°20′00")

AQ = 110.04 m


𝐴𝐵

𝑠𝑖𝑛𝛽2=

𝐵𝑄

𝑠𝑖𝑛𝛼2

BQ =189.9

sin (86°23’10”)𝑋𝑠𝑖𝑛(58°16'50'')

BQ = 161.86 m

α 2 = 58º16’50’’

β 2 = 86º23’10”

2 = 35º20’00’’

33

iii)< 𝐀𝐑𝐁

𝐴𝐵

sin 𝛾 3=

𝐴𝑅

𝑠𝑖𝑛𝛽3=

𝐵𝑅

𝑠𝑖𝑛𝛼3

To calculate the distance of AR:

𝐴𝐵

𝑠𝑖𝑛𝛾3=

𝐴𝑅

𝑠𝑖𝑛𝛽3

𝐴𝑅 =189.9

sin (102°24′10”)𝑋 sin(37°21′00”)

AR = 117.96 m

To calculate the distance of BR:

𝐴𝐵

𝑠𝑖𝑛𝛾3=

𝐵𝑅

𝑠𝑖𝑛𝛼3

𝐵𝑅 =189.90

sin (102°24′10”)𝑋 sin(40°14’50”)

BR= 125.62 m

iv)< 𝐀𝐒𝐁

𝐴𝐵

sin 𝛾 4=

𝐴𝑆

𝑠𝑖𝑛𝛽4=

𝐵𝑆

𝑠𝑖𝑛𝛼4

To calculate the distance of AS:

𝐴𝐵

𝑠𝑖𝑛𝛾4=

𝐴𝑆

𝑠𝑖𝑛𝛽4

𝐴𝑆 =189.90

sin (47°49′40”)𝑋 sin(109°00′30”)

AS = 242.25 m

α 3 = 40°14’50”

β 3 = 37°21′00”

3 = 102°24′10”

α 4 = 23°09′50”

β 4 = 109°00′30”

4 = 47°49′40”

34

To calculate the distance of BS:

𝐴𝐵

𝑠𝑖𝑛𝛾4=

𝐵𝑆

𝑠𝑖𝑛𝛼4

𝐵𝑆 =189.90

sin (47°49′40”)𝑋 sin(23°09′50”)

BS = 100.79 m

v)< 𝐀𝐓𝐁

𝐴𝐵

sin 𝛾 5=

𝐴𝑇

𝑠𝑖𝑛𝛽5=

𝐵𝑇

𝑠𝑖𝑛𝛼5

To calculate the distance of AT:

𝐴𝐵

𝑠𝑖𝑛𝛾5=

𝐴𝑇

𝑠𝑖𝑛𝛽5

𝐴𝑇 =189.90

sin (139°09′30”)𝑋 sin(125°20′30”)

AT =236.86 m

To calculate the distance of BT:

𝐴𝐵

sin 𝛾 5=

𝐵𝑇

𝑠𝑖𝑛𝛼5

𝐵𝑇 =189.90

sin (139°09′30”)𝑋sin(13°48′30”)

BT = 69.30 m

α 5 = 13°48′30”

β 5 = 125°20′30”

5 = 139º09’00’’

35

vi)< 𝐀𝐔𝐁

𝐴𝐵

sin 𝛾 6=

𝐴𝑈

𝑠𝑖𝑛𝛽6=

𝐵𝑈

𝑠𝑖𝑛𝛼6

To calculate the distance of BU:

𝐴𝐵

sin 𝛾 6=

𝐵𝑈

𝑠𝑖𝑛𝛼6

𝐵𝑈 =189.90

sin (04°14′55”)𝑋 sin(3°57′55”)

BU = 175.87 m

To check the distance of AU:

𝐴𝐵

sin 𝛾 6=

𝐴𝑈

𝑠𝑖𝑛𝛽6

𝐴𝑈 =189.90

sin(04°16′55”)𝑋sin(171°45′10”)

AU = 364.83 m

2.9.4 AREA CALCULATION:

Formulas:

Area, A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

Where, S =a+b+c

2


S =𝑎+𝑏+𝑐

2

= 64.52+189.9+187.47

2

S= 220.945 m

α 6 = 3°57′55”

β 6 = 171º45’10’’

6 = 04°16′55”

a = AP = 64.52 m

b = AB = 189.90 m

c = BP = 187.47 m

36

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√220.495(155.975𝑋30.595𝑋33.025)




𝐢𝐢) < 𝐀𝐐𝐁

S =a+b+c

2

= 110.04+189.9+161.86

2

S = 230.9 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√230.9(120.86𝑋41𝑋69.04)

Area of AQB = 8887.83 m2

Area of AQB = 2.196 Acre

Area of AQB = 0.888 Hectare

𝐯𝐢)< 𝐀𝐑𝐁

S =𝑎+𝑏+𝑐

2

= 117.96+189.90+125.62

2

S = 216.74 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√216.74(98.78𝑋26.84𝑋91.12)

a = AQ = 110.04 m

b = AB = 189.90 m

c = BQ = 161.86 m

a = AR = 117.96 m

b = AB = 189.90 m

c = BR = 125.62m

37

Area of ARB = 7236.06 m2

Area of ARB = 1.788 Acre

Area of ARB = 0.724 Hectare

𝐢𝐢𝐢) < 𝐀𝐒𝐁

S =𝑎+𝑏+𝑐

2

= 242.25+189.90+100.79

2

S = 266.47 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√266.47(24.22𝑋76.57𝑋165.68)

Area of ASB = 9048.48 m2

Area of ASB = 2.235Acre

Area of ASB = 0.905 Hectare

𝐢𝐯) < 𝐀𝐓𝐁

S =𝑎+𝑏+𝑐

2

= 236.86+189.90+69.30

2

S = 248.03 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√248.03(11.17𝑋58.13𝑋178.73)

Area of ATB = 5365.09 m2

Area of ATB = 1.326 Acre

Area of ATB = 0.536 Hectare

a = AS = 242.25 m

b = AB = 189.90 m

c = BS = 100.79 m

a = AT = 236.86 m

b = AB = 189.90 m

c = BT = 69.30 m

38

Total Area = APB+AQB+ARB+ASB+ATB+AUB

= 1.456+2.196+1.788+2.235+1.326+0.59



ii) Area = 38820.75 m2


2.9.5 TO FIND INTERMEDIATE DISTANCE OF POINTS:

PQ DISTANCE:

∝ = 19º45’10’’

AP = 64.52 m

AQ = 110.04 m

𝐯) < 𝐀𝐔𝐁

S =𝑎+𝑏+𝑐

2

= 364.83+189.90+175.87

2

S = 365.30 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√365.30(0.47𝑋175.4𝑋189.43)

Area of SEF = 2388.43 m2

Area of SEF = 0.59Acre

Area of SEF = 0.238 Hectare

a = AU = 364.83 m

b = AB = 189.90 m

c = BU = 175.87 m

39

PQ = √𝐴𝑃2 + 𝐴𝑄2 − 2𝐴𝑝𝑋𝐴𝑄𝑋𝑐𝑜𝑠 ∝

= √64.522 + 110.042 − 2(64.52 𝑋110.04) 𝑥cos (19°45′10")

PQ = 53.92 m

QR DISTANCE:

∝ = 18º02’00’’

AR = 117.96 m

AQ = 110.04 m

QR = √𝐴𝑃2 + 𝐴𝑅2 − 2𝐴𝑄𝑋𝐴𝑅𝑋𝑐𝑜𝑠 ∝

= √110.042 + 117.962 − 2(110.04 𝑋117.96) 𝑥cos (18°02′00")

QR = 36.58 m

RS DISTANCE:

∝ = 17º15’10’’

AR = 117.96 m

AS = 242.25 m

RS = √𝐴𝑅2 + 𝐴𝑆2 − 2𝐴𝑆𝑋𝐴𝑅𝑋𝑐𝑜𝑠 ∝

= √117.962 + 242.252 − 2(117.96 𝑋 242.25) 𝑥cos (17°05′00")

RS = 134.05 m

ST DISTANCE:

∝ = 9°21′20"

AT = 236.86 m

AS = 242.25 m

ST = √𝐴𝑆2 + 𝐴𝑇2 − 2𝐴𝑆𝑋𝐴𝑇𝑋𝑐𝑜𝑠 ∝

= √242.252 + 236.862 − 2(242.25 𝑋 236.86) 𝑥cos (9°21′20")

ST = 39.43 m

40

TU DISTANCE:

∝ = 9°50′35"

AT = 236.86m

AU = 364.83 m

TU = √𝐴𝑆2 + 𝐴𝑇2 − 2𝐴𝑆𝑋𝐴𝑇𝑋𝑐𝑜𝑠 ∝

= √ 236.86 + 364.83 2 − 2(236.25 𝑋364.83 ) 𝑥cos (9°50′35")

TU = 137.55 m

2.9.6 TO FIND OUT VERTICAL DISTANCE OF POINTS:

V =𝐷 tan 𝛼

Where,

D = Horizontal Distance of Point

𝛼 = Vertical Angle of Point

VERTICAL DISTANCE AT P:

V = 𝐷 tan 𝛼

= 64.52 X tan 01º04’20’’

V = 1.21 m

Where,

D = AP Distance = 64.52 m

α = Vertical angle of AP = 01º04’20’’

VERTICAL DISTANCE AT Q:

V = 𝐷 tan 𝛼

= 110.04 X tan 01º20’40’’

V = 2.58 m

Where,

D = AQ Distance = 110.04 m


VERTICAL DISTANCE AT R:

V = 𝐷 tan 𝛼

= 117.96 X tan 00º40’40’’

V = 1.395 m

Where,

D = AR Distance = 117.96 m


VERTICAL DISTANCE AT S:

V = 𝐷 tan 𝛼

= 242.25 X tan 00º40’00’’

V = 2.82 m

Where,



41

VERTICAL DISTANCE AT T:

V = 𝐷 tan 𝛼

= 236.86 X tan 00º36’20’’

V = 2.50 m

Where,



VERTICAL DISTANCE AT U:

V = 𝐷 tan 𝛼

= 364.83 X tan 00º26’30’’

V = 2.81 m

Where,



2.9.7 DETERMINE THE REDUCE LEVEL OF POINTS:

R.L. of bench mark = 100.00

Height of instrument = (10.67 + 1.225) = 11.895m

Reduce level of A = R.L. of BM + H.I

= 100 + 11.895

= 110.67 m

Reduce level of B = R.L. of BM + H.I + V – H2

= 100 + 11.895 + 4.43 + 1.454

= 114.785 m

Reduce level of P = R.L. of BM + H.I - V

= 100 + 11.895 + 1.21

= 110.685 m

Reduce level of Q = R.L. of BM + H.I - V

= 100 + 11.895 – 2.58

= 109.315 m

Reduce level of R= R.L. of BM + H.I - V

= 100 + 11.895 -1.395

= 110.50 m

42

Reduce level of S = R.L. of BM + H.I - V

= 100 + 11.895 – 2.82

= 109.075 m

Reduce level of T = R.L. of BM + H.I - V

= 100 + 11.895 – 2.50

= 109.395 m

Reduce level of U = R.L. of BM + H.I - V

= 100 + 11.895 – 2.81

= 109.085 m

2.9.8 DETERMINE THE LATITUDE OF POINTS:

LATITUDE AT POINT P:

Quadrant - IV

Origin - A = 0°0'00''

At point P = N 1W

Reduced Bering = N 19°45'10'' W

L = Distance of AP = 64.52 m

Latitude : (+ , - )

= L cos 1

= 64.52 X cos (19°45'10'')

= + 60.72 m

A

A

43

LATITUDE AT POINT Q:

Quadrant - IV

Origin - A = 0°0'00''

At point Q = N 2 W


L = Distance of AQ = 110.04 m

Latitude : (+ , - )

= L cos 2

= 110.04 X cos (37°47'10'')

= +86.96 m

LATITUDE AT POINT R:

Quadrant - IV

Origin - A = 0°0'00''

At point Q = N 3 W


Q

2

A

R

3

A

44

L = Distance of AR = 117.96 m

Latitude : (+ , - )

= L cos 3

= 117.96 X cos (54°52'10'')

= + 67.88 m

LATITUDE AT POINT S:

Quadrant - IV

Origin - A = 0°0'00''

At point Q = N 4 W


L = Distance of AS = 242.25 m

Latitude : (+ , - )

= L cos 4

= 242.25 X cos (64°13'30'')

= + 105.34 m

S

4

A

45

Latitude At Point T:

Quadrant - IV

Origin - A = 0°0'00''

At point Q = N 5 W


L = Distance of AT= 236.86 m

Latitude : (+ , - )

= L cos 5

= 236.86 X cos (74°04'05'')

= + 65.02 m

Latitude At Point U:

Quadrant - IV

Origin - A = 0°0'00''

At point Q = N 6W



Latitude : (+ , - )

= L cos 6

= 364.83X cos (78°02'00'')

= + 75.64 m

T 5

A

U 6

A

46

2.10 RESULT:

The latitude of the various points are determined

TABLE 2.2 – LAITUDE OF THE PLACE OF OBSERVATION RESULT

LENGTH OF SIDES R.L. OF POINTS LATITUDE

AB = 189.90 m BA = 189.90 m A = 110.670 m P = + 60.72 m

AP = 64.520 m BP = 187.44 m B = 114.785 m Q = + 89.96 m

AQ = 110.04 m BQ = 161.86 m P = 110.685 m R = + 67.88 m

AR = 117.96 m BR = 125.62 m Q = 109.315 m S = + 105.34 m

AS = 242.25 m BS = 100.79 m R = 110.500 m T = + 65.02 m

AT = 236.86 m BT = 69.300 m S = 109.075 m U = + 75.64 m

AU = 364.83 m BU = 175.87 m T = 109.395 m

U = 109.085 m

Figure 3.2 - Latitude of the Place of Observation Result

2.11 CONCLUSION:

The latitude is the angular distance of given place on the earth's surface north or south

of the equator, and is measured on the meridian of the place.

47

3. DETERMINATION OF

THE LONGITUDE OF THE

PLACE OF

OBSERVATION

48

EX. NO:

DATE:

3. DETERMINATION OF THE LONGITUDE OF THE PLACE

OF OBSERVATION

3.1 AIM:

The aim of geodetic survey is to establish a certain number of points on the surface whose

relative positions and elevations are determined. The positions of these points are determined

relatively in terms of length and zenith of line joining them absolutely in terms of the co

ordinate latitudes, longitudes and elevation of sea level. These points serve as control points

with reference to which other ordinary topographic survey may be carried out. Hence it is

more accurate the control points wherein primarily angles are measured and the sides

connecting the points are computed with reference to choose accurate base line.

3.2 TRIANGULATION:

The horizontal control in geodetic survey is established either by triangulation system

consists of number of inter connected triangles in which the length of only one line a/called

the base lines and the angles of the triangles are measured very precisely. Knowing the length

of one side and the three angles, the length of other two sides of each triangle is computed.

The apex of the triangle is called the triangulation station. The main advantage of

triangulation is that it tends to accumulation of errors subsidiary bases are also selected.

3.3 METHODS ADOPTED:

3.3.1 TRIANGULATION METHOD:


1. Reconnaissance

2. Erection of signals and towers

3. Measurement of base line

4. Measurement of horizontal angle

5. Astronomical observations

6. computations

49

3.3.2 BASE LINE MEASUREMENT:

The measurement of base line forms the most important part of the triangulations. The base

line is laid with great accuracy of measurement and alignment at it terms the basis for the

computation of triangulation system.

3.3.3 SELECTION OF SITE:

1. The site should be fairly level. In shopping grounds, the slopes should be uniform

and gentle.

2. The site should be free from obstructions.

3. The extremities of the base should be inter visible.

4. The ground should be firm and smooth.

3.4 APPARATUS REQUIRED:

Forms of base measuring apparatus:

There are two forms:

1. Rigid bars

2. Flexible apparatus

Rigid bars:

1. Contact apparatus

2. Optical apparatus

Flexible apparatus:

The flexible apparatus consists of,

1. Steel invar tape

2. Steel and brass wires

3.4.1 INVAR TAPE:

Invar is steel alloy consists of 30% of nickel. It is least expansible steel alloy the co

efficient of thermal expansion is the lowest of all the known metals and alloys.

The main advantage of this tape is that it undergoes some secular change in its

length which increases slowly with time. It is softer than steel and should be handled

carefully. They are available in length of 30 to 100m with 6mm wide. They are

usually divided into mm to length of 10cm each end.

50

1. Three standardized tapes one for fixed measurement and the other two

for standardizing the fixed tape.

2. Straining device, making tripods supporting tripods.

3. A steel tape for spacing tripods

4. 6 thermometers – 4 for measuring temperature of field tape and 2 for

standardization.

3.4.2 OTHER INSTRUMENTS USED:

1. Theodolite

2. Invar steel

3. Small tripods

4. Weights – 5,8,10kgs

5. Dumpy level

6. Staff

3.5 ADVANTAGES:

1. Due to greater length of flexible apparatus, a wider choice of base site is

available.

2. The speed of measurement is quicker and thus less expansive, in this

project the invar tape is used to measure the tape.

3.6 PROCEDURE:

To start with the theodolite is set on any one of the stations say A. The work is carried

towards B.

The station B is sighted through the telescope of the theodolite.

The tripods are ranged along the line of the theodolite at approximately equidistant

between them such that the invar tape is divided into segments.

The invar tape is stretched on the knife edge of the tripods and the end is connected to

straining rods. To the other end of the tape weights are put to eliminate sagging of

tape to certain extent.

One thing is too kept in mind that means the main divisions of the tape should rest

over the knife edge of the tripod which helps to read the length directly.

The level staff is kept on top of tripod and levels are taken the difference in level

between two successive tripods is taken as h.

51

If the base line is too length than the tape the theodolite is shifted and again ranged

towards B and then towards A and the tripods are shifted and placed in the forward

directions.

The absolute length of the base line is then obtained by applying corrections of

temperature,slope,sag and pull.

3.7 CORRECTIONS:

3.7.1 CORRECTION FOR TEMPERATURE:

The correction for temperature is given by Ct = ∝ (Tm – To)

Where,

A = co efficient of linear expansion

To=temperature at which the tape is standardized

Tm= temperature measured during measurement

Ct = temperature measured during measurement

3.7.2 CORRECTION FOR PULL:

Cp = (p – po)L/AE

Where,

P = Pull applied during measurement in kgs

Po = Standard pull

L = length of the tape segment

A = area of cross section of tape segment

E = modulus of elasticity in kg/cm

3.7.3CORRECTION FOR SAG:

Cs = L(WL)^2/24P^2

Where,

L = distance between supports

W=Weight of tape per unit length

P = Pull applied in kgs

T = total length of the tape

3.7.4CORRECTION FOR TAPE:

Cv = H^2/2L

Where,

52

L = span between two supports

H = difference in level between two successive pegs

Details of steel tape used for measurement for measurement of baselinr are as follows:

3.7.5 STANDARD VALUES:

(corresponding to invar tape)

3. Standard temperature = 20c

4. Standard pull = 10kgs


TABLE 3.1 – LONGITUDE OF THE PLACE OF OBSERVATION READINGS:


READING

HORIZONTAL ANGLE


0º 0’ 0” 0º 0’ 0”

A

P

1.225

0 0 0 1 4 20 Red tower


R 37 47 10 0 40 40 Yellow Tank



U 74 4 5 0 26 30 Temple Tower


B

A

1.540


P 19 40 35 0 22 15 Red tower


R 37 21 0 0 38 10 Yellow Tank



U 171 45 10 0 55 0 Temple Tower

Figure 3.1 - Longitude Field Measurements

53

3.9 CALCULATIONS:

3.9.1 BASE LINE OF AB STATION

AB = D = Ks cos2𝜃 + Ccos𝜃


so K=100 & C = 0

D = 100x 1.86 x cos2 (1°04’00”) + 0

D = AB = 189.90 m

3.9.2 VERTICAL DISTANCE OF AB:

V =Ks sin 2𝜃

2+ C sinθ

=100𝑋1.86𝑋𝑠𝑖𝑛(2𝑋2°01′22")

2

V = 4.43 m

3.9.3 TO FIND OUT DISTANCE OF SIDES:

i)< 𝐀𝐏𝐁

𝐴𝐵

𝑠𝑖𝑛𝛾1=

𝐴𝑃

𝑠𝑖𝑛𝛽1=

𝐵𝑃

𝑠𝑖𝑛𝛼1

To calculate the distance of AP:

𝐴𝐵

𝑠𝑖𝑛𝛾1=

𝐴𝑃

𝑠𝑖𝑛𝛽1

AP = 189.9

sin (82°17’25”)𝑋𝑠𝑖𝑛(19°40’35”)

AP = 64.52 m

α 1 = 78º02’00”

β 1 = 19°40’35”

1 = 82º17’25’’

54


𝐴𝐵

𝑠𝑖𝑛𝛾1=

𝐵𝑃

𝑠𝑖𝑛𝛼1

BP = 189.9

sin (82°17’25”)𝑋𝑠𝑖𝑛(78º02’00”)

BP = 187.44 m

ii)< 𝐀𝐐𝐁

𝐴𝑄

sin 𝛾 2=

𝐴𝐵

𝑠𝑖𝑛𝛽2=

𝐵𝑄

𝑠𝑖𝑛𝛼2


𝐴𝑄

𝑠𝑖𝑛𝛾2=

𝐴𝐵

𝑠𝑖𝑛𝛽2

AQ =189.9

sin (52°40’10”)𝑋𝑠𝑖𝑛(35°20′00")

AQ = 110.04 m


𝐴𝐵

𝑠𝑖𝑛𝛽2=

𝐵𝑄

𝑠𝑖𝑛𝛼2

BQ =189.9

sin (86°23’10”)𝑋𝑠𝑖𝑛(58°16'50'')

BQ = 161.86 m

α 2 = 58º16’50’’

β 2 = 86º23’10”

2 = 35º20’00’’

55

iii)< 𝐀𝐑𝐁

𝐴𝐵

sin 𝛾 3=

𝐴𝑅

𝑠𝑖𝑛𝛽3=

𝐵𝑅

𝑠𝑖𝑛𝛼3

To calculate the distance of AR:

𝐴𝐵

𝑠𝑖𝑛𝛾3=

𝐴𝑅

𝑠𝑖𝑛𝛽3

𝐴𝑅 =189.9

sin (102°21′10”)𝑋 sin(37°21′00”)

AR = 117.96 m

To calculate the distance of BR:

𝐴𝐵

𝑠𝑖𝑛𝛾3=

𝐵𝑅

𝑠𝑖𝑛𝛼3

𝐵𝑅 =189.90

sin (102°24′10”)𝑋 sin(40°14’50”)

BR= 125.62 m

iv)< 𝐀𝐒𝐁

𝐴𝐵

sin 𝛾 4=

𝐴𝑆

𝑠𝑖𝑛𝛽4=

𝐵𝑆

𝑠𝑖𝑛𝛼4

To calculate the distance of AS:

𝐴𝐵

𝑠𝑖𝑛𝛾4=

𝐴𝑆

𝑠𝑖𝑛𝛽4

𝐴𝑆 =189.90

sin (47°49′40”)𝑋 sin(109°00′30”)

AS = 242.25 m

α 3 = 40°14’50”

β 3 = 37°21′00”

3 = 102°24′10”

α 4 = 23°09′50”

β 4 = 109°00′30”

4 = 47°49′40”

56

To calculate the distance of BS:

𝐴𝐵

𝑠𝑖𝑛𝛾4=

𝐵𝑆

𝑠𝑖𝑛𝛼4

𝐵𝑆 =189.90

sin (47°49′40”)𝑋 sin(23°09′50”)

BS = 100.79 m

v)< 𝐀𝐓𝐁

𝐴𝐵

sin 𝛾 5=

𝐴𝑇

𝑠𝑖𝑛𝛽5=

𝐵𝑇

𝑠𝑖𝑛𝛼5

To calculate the distance of AT:

𝐴𝐵

𝑠𝑖𝑛𝛾5=

𝐴𝑇

𝑠𝑖𝑛𝛽5

𝐴𝑇 =189.90

sin (139°09′30”)𝑋 sin(125°20′30”)

AT =236.86 m

To calculate the distance of BT:

𝐴𝐵

sin 𝛾 5=

𝐵𝑇

𝑠𝑖𝑛𝛼5

𝐵𝑇 =189.90

sin (139°09′30”)𝑋sin(13°48′30”)

BT = 69.30 m

vi)< 𝐀𝐔𝐁

𝐴𝐵

sin 𝛾 6=

𝐴𝑈

𝑠𝑖𝑛𝛽6=

𝐵𝑈

𝑠𝑖𝑛𝛼6

α 5 = 13°48′30”

β 5 = 125°20′30”

5 = 139°09′30”

57

To calculate the distance of BU:

𝐴𝐵

sin 𝛾 6=

𝐵𝑈

𝑠𝑖𝑛𝛼6

𝐵𝑈 =189.90

sin (04°14′55”)𝑋 sin(3°51′55”)

BU = 175.87 m

To check the distance of AU:

𝐴𝐵

sin 𝛾 6=

𝐴𝑈

𝑠𝑖𝑛𝛽6

𝐴𝑈 =189.90

sin(04°16′55”)𝑋sin(171°45′10”)

AU = 364.83 m

3.9.4 AREA CALCULATION:

Formulas:

Area, A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

Where, S =a+b+c

2


S =𝑎+𝑏+𝑐

2

= 64.52+189.9+187.47

2

S= 220.945 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√220.495(155.975𝑋30.595𝑋33.025)


α 6 = 171°45′10”

β 6 = 03°51′55”

6 = 04°16′55”

a = AP = 64.52 m

b = AB = 189.90 m

c = BP = 187.47 m

58



𝐢𝐢) < 𝐀𝐐𝐁

S =a+b+c

2

= 110.04+189.9+161.86

2

S = 230.9 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√230.9(120.86𝑋41𝑋69.04)

Area of AQB = 8887.83 m2

Area of AQB = 2.196 Acre

Area of AQB = 0.888 Hectare

𝐯𝐢)< 𝐀𝐑𝐁

S =𝑎+𝑏+𝑐

2

= 117.96+189.90+125.62

2

S = 216.74 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√216.74(98.78𝑋26.84𝑋91.12)

Area of ARB = 7236.06 m2

Area of ARB = 1.788 Acre

Area of ARB = 0.724 Hectare

a = AQ = 110.04 m

b = AB = 189.90 m

c = BQ = 161.86 m

a = AR = 117.96 m

b = AB = 189.90 m

c = BR = 125.62m

59

𝐢𝐢𝐢) < 𝐀𝐒𝐁

S =𝑎+𝑏+𝑐

2

= 242.25+189.90+100.79

2

S = 266.47 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√266.47(24.22𝑋76.57𝑋165.68)

Area of ASB = 9048.48 m2

Area of ASB = 2.235Acre

Area of ASB = 0.905 Hectare

𝐢𝐯) < 𝐀𝐓𝐁

S =𝑎+𝑏+𝑐

2

= 236.86+189.90+69.30

2

S = 248.03 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√248.03(11.17𝑋58.13𝑋178.73)

Area of ATB = 5365.09 m2

Area of ATB = 1.326 Acre

Area of ATB = 0.536 Hectare

a = AS = 242.25 m

b = AB = 189.90 m

c = BS = 100.79 m

a = AT = 236.86 m

b = AB = 189.90 m

c = BT = 69.30 m

60

Total Area = APB+AQB+ARB+ASB+ATB+AUB

= 1.456+2.196+1.788+2.235+1.326+0.59



ii) Area = 38820.75 m2


3.9.5 TO FIND INTERMEDIATE DISTANCE OF POINTS:

PQ DISTANCE:

∝ = 19º45’10’’

AP = 64.52 m

AQ = 110.04 m

𝐯) < 𝐀𝐔𝐁

S =𝑎+𝑏+𝑐

2

= 364.83+189.90+175.87

2

S = 365.30 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√365.30(0.47𝑋175.4𝑋189.43)


Area of SEF = 0.59Acre


a = AU = 364.83 m

b = AB = 189.90 m

c = BU = 175.87 m

61

PQ = √𝐴𝑃2 + 𝐴𝑄2 − 2𝐴𝑝𝑋𝐴𝑄𝑋𝑐𝑜𝑠 ∝

= √64.522 + 110.042 − 2(64.52 𝑋110.04) 𝑥cos (19°45′10")

PQ = 53.92 m

QR DISTANCE:

∝ = 18º02’00’’

AR = 117.96 m

AQ = 110.04 m

QR = √𝐴𝑃2 + 𝐴𝑅2 − 2𝐴𝑄𝑋𝐴𝑅𝑋𝑐𝑜𝑠 ∝

= √110.042 + 117.962 − 2(110.04 𝑋117.96) 𝑥cos (18°02′00")

QR = 36.58 m

RS DISTANCE:

∝ = 17º15’10’’

AR = 117.96 m

AS = 242.25 m

RS = √𝐴𝑅2 + 𝐴𝑆2 − 2𝐴𝑆𝑋𝐴𝑅𝑋𝑐𝑜𝑠 ∝

= √117.962 + 242.252 − 2(117.96 𝑋 242.25) 𝑥cos (17°05′00")

RS = 134.05 m

ST DISTANCE:

∝ = 9°21′20"

AT = 236.86 m

AS = 242.25 m

ST = √𝐴𝑆2 + 𝐴𝑇2 − 2𝐴𝑆𝑋𝐴𝑇𝑋𝑐𝑜𝑠 ∝

= √242.252 + 236.862 − 2(242.25 𝑋 236.86) 𝑥cos (9°21′20")

ST = 39.43 m

62

TU DISTANCE:

∝ = 9°50′35"

AT = 236.86m

AU = 364.83 m

TU = √𝐴𝑆2 + 𝐴𝑇2 − 2𝐴𝑆𝑋𝐴𝑇𝑋𝑐𝑜𝑠 ∝

= √ 236.86 + 364.83 2 − 2(236.25 𝑋364.83 ) 𝑥cos (9°50′35")

TU = 137.55 m

3.9.6 TO FIND OUT VERTICAL DISTANCE OF POINTS:

V =𝐷 tan 𝛼

Where,

D = Horizontal Distance of Point

𝛼 = Vertical Angle of Point

VERTICAL DISTANCE AT P:

V = 𝐷 tan 𝛼

= 64.52 X tan 01º04’20’’

V = 1.21 m

Where,



VERTICAL DISTANCE AT Q:

V = 𝐷 tan 𝛼

= 110.04 X tan 01º20’40’’

V = 2.58 m

Where,

D = AQ Distance = 110.04 m


VERTICAL DISTANCE AT R:

V = 𝐷 tan 𝛼

= 117.96 X tan 00º40’40’’

V = 1.395 m

Where,

D = AR Distance = 117.96 m


VERTICAL DISTANCE AT S:

V = 𝐷 tan 𝛼

= 242.25 X tan 00º40’00’’

V = 2.82 m

Where,



63

VERTICAL DISTANCE AT T:

V = 𝐷 tan 𝛼

= 236.86 X tan 00º36’20’’

V = 2.50 m

Where,



VERTICAL DISTANCE AT U:

V = 𝐷 tan 𝛼

= 364.83 X tan 00º26’30’’

V = 2.81 m

Where,



3.9.7 DETERMINE THE REDUCE LEVEL OF POINTS:

R.L. of bench mark = 100.00

Height of instrument = (10.67 + 1.225) = 11.895m

Reduce level of A = R.L. of BM + H.I

= 100 + 11.895

= 110.67 m

Reduce level of B = R.L. of BM + H.I + V – H2

= 100 + 11.895 + 4.43 + 1.454

= 114.785 m

Reduce level of P = R.L. of BM + H.I - V

= 100 + 11.895 + 1.21

= 110.685

Reduce level of Q = R.L. of BM + H.I - V

= 100 + 11.895 – 2.58

= 109.315 m

Reduce level of R= R.L. of BM + H.I - V

= 100 + 11.895 -1.395

= 110.50 m

64

Reduce level of S = R.L. of BM + H.I - V

= 100 + 11.895 – 2.82

= 109.075 m

Reduce level of T = R.L. of BM + H.I - V

= 100 + 11.895 – 2.50

= 109.395 m

Reduce level of U = R.L. of BM + H.I - V

= 100 + 11.895 – 2.81

= 109.085 m

3.9.8 DETERMINE THE LONGITUDE OF POINTS:

LONGITUTE AT POINT P:

Quadrant - IV

Origin - A = 0°0'00''

At point P = N 1W


L = Distance of AP = 64.52 m

Longitude : (+ , - )

= L sin1

= 64.52 X sin (19°45'10'')

= -21.80 m

A

A

65

LONGITUDE AT POINT Q:

Quadrant - IV

Origin - A = 0°0'00''

At point Q = N 2 W




= L sin2

= 110.04 X sin (37°47'10'')

= -67.42 m

LONGITUDE AT POINT R:

Quadrant - IV

Origin - A = 0°0'00''

At point Q = N 3 W


L = Distance of AR = 117.96 m

Q

2

A

A

R

3

A

66


= L sin3

= 117.96 X sin (54°52'10'')

= - 96.47 m

LONGITUDE AT POINT S:

Quadrant - IV

Origin - A = 0°0'00''

At point Q = N 4 W


L = Distance of AS = 242.25 m


= L sin4

= 242.25 X sin (64°13'30'')

= - 218.15 m

A

S

4

A

A

67

LONGITUDE AT POINT T:

Quadrant - IV

Origin - A = 0°0'00''

At point Q = N 5 W


L = Distance of AT= 236.86 m


= L sin5

= 236.86 X sin (74°04'05'')

= - 227.76 m

LONGITUDE AT POINT U:

Quadrant - IV

Origin - A = 0°0'00''

At point Q = N 6 W



T

5

A

A

U

6

A

68


= L sin6

= 364.83 X sin (78°02'00'')

= - 356.90 m

3.10 RESULT:

The longitude of the various points are determined

TABLE 3.2 – LONGITUDE OF THE PLACE OF OBSERVATION RESULT

LENGTH OF SIDES R.L. OF POINTS LONGITUDE

AB = 189.90 m BA = 189.90 m A = 110.670 m P = - 21.80 m

AP = 64.520 m BP = 187.44 m B = 114.785 m Q = - 67.42 m

AQ = 110.04 m BQ = 161.86 m P = 110.685 m R = - 96.47 m

AR = 117.96 m BR = 125.62 m Q = 109.315 m S = - 218.15 m

AS = 242.25 m BS = 100.79 m R = 110.500 m T = - 227.76 m

AT = 236.86 m BT = 69.300 m S = 109.075 m U = - 356.90 m

AU = 364.83 m BU = 175.87 m T = 109.395 m

U = 109.085 m

Figure 3.2 - Longitude of the Place of Observation Result

3.11 CONCLUSION:

The longitude of given place determined from the angle between a fixed reference

meridian called prime meridian.

A

69

4. BLOCK CONTOURING

70

EX.NO:

DATE:

4. BLOCK CONTOURING

4.1 INTRODUCTION:

Contouring is a method of representing the ground surface from using contour

lines. The block contour is a method by which a given area is divided into a number of blocks

of equal dimensions. The map of the area is drawn using this contour line. The contour lines

are imaginary lines on the ground joining the points of equal elevation. These are drawn by

determining the reduced level of various points within the area. The intermediate points may

be chosen based on the convenience.


1. Dumpy level:

The dumpy level is used for determining the differences of the

elevations of various stations.

2. Levelling staff:

Leveling staff of 0.005m least count is used to deduce the R.L.of

the points.

3. Metric chain:

A 30 m metric chain is used for setting out the blocks.

4. Arrows & pegs

4.3 RECONNAISSANCE:

The site selected for contouring was an undulated area outside the S.G.I.T

campus. The area was visited by our team one day before we started the exercise. We found

that the area was most suitable for contouring.

4.4 PROCEDURE:

The site of block contour was selected outside our college campus by

reconnaissance survey.

The dimensions were taken to be size of 12000sqm

Then the area was divided into blocks of size 5m x 5m by using cross

staff , chain and ranging rods.

The dumpy levels are fixed at a station such that all the intersecting

points of the blocks were visible.

71

Then the staff readings were taken by keeping the staff at all the

intersecting points of the blocks.

Then the R.L.is determined by the height of collimation method.

Finally, all the reduced levels are plotted in the A2 size graph sheet.

The contours are drawn by connecting the points having the same

reduced levels.

72


TABLE - 4 BLOCK CONTOURING:

INSTRUMEN

T STATION

SIGHT

TO

B.S

(m)

I. S

(m)

F.S

(m)

HEIGHT OF

INSTRUMEN

T

(m)

REDUCE

D

LEVEL

(m)

REMARK

S

O A1 1.600

101.600 100.000 B.M

A2

1.860

99.740

A3

2.055

99.545

A4

2.310

99.290

A5

2.470

99.130

A6

2.635

98.965

A7

2.790

98.810

O B1

1.890

99.710

B2

2.045

99.555

B3

2.250

99.350

B4

2.420

99.180

B5

2.680

98.920

B6

2.860

98.740

B7

2.955

98.645

O C1

2.045

99.555

C2

2.165

99.435

C3

2.390

99.210

C4

2.600

99.000

C5

2.845

98.755

C6

3.020

98.580

C7

3.030

98.570

O D1

2.200

99.400

D2

2.380

99.220

D3

2.465

99.135

D4

2.765

98.835

D5

2.930

98.670

D6

3.045

98.555

D7

3.150

98.450

O E1

2.320

99.280

E2

2.420

99.180

E3

2.835

98.765

E4

2.945

98.655

E5

3.090

98.510

E6

3.245

98.355

E7

3.235

98.365

73

INSTRUMENT

STATION

SIGHT

TO

B.S

(m)

I. S

(m)

F.S

(m)

HEIGHT OF

INSTRUMENT

(m)

REDUCED

LEVEL

(m)

REMARKS

O F1

2.585

99.015

F2

2.810

98.790

F3

2.950

98.650

F4

3.090

98.510

F5

3.290

98.310

F6

3.365

98.235

F7

3.300

98.300

O G1

2.575

99.025

G2

2.660

98.940

G3

2.720

98.880

G4

2.925

98.675

G5

2.990

98.610

G6

3.150

98.450

G7

3.305

98.295

O H1

1.735

99.865

H2

1.875

99.725

H3

2.160

99.440

H4

2.210

99.390

H5

2.655

98.945

H6

2.830

98.770

H7

3.410

98.190

O I1

1.700

99.900

I2

2.895

98.705

I3

3.110

98.490

I4

3.235

98.365

I5

3.380

98.220

I6

3.400

98.200

I7

3.430 98.170

Check:

∑B.S - ∑F.S = LAST R.L - FIRST R.L

1.600-3.430 = 98.170 - 100.000

-1.830 = -1.830

Note:

Where, B.S - BACK SIGHT

I.S - INTERMEDIATE SIGHT

F.S - FORE SIGHT

Reduced Level Of Given Bench Mark = 100.000 m.

Reduced Level = ( R.L Of Bench Mark + B.S ) - I.S/F.S

74

4.6 RESULT:

The R.L of the various intermediate points was deduced from the staff

readings taken at the site. From the deduced R.L. a contour map was drawn indicating the

points of equal elevation in the given area.

4.7 CONCLUSION:

We gained experience in drawing the contour maps, which can be used for

tracing contour gradients and locating routs, measurements of drainage area and calculating

the reservoir capacity.

75

5. HIGHWAY PROJECT

76

EX.NO:

DATE:

5. HIGHWAY PROJECT

5.1 INTRODUTION:

The highway projects consist of aligning a highway and calculating the earthwork

involved by determining the cross-section of the highway at various intervals. The centerline

was divided into equal intervals. The cross-section of the highway at these regular were found

by cross levelling. The drawing of the cross-section is prepared with formation width and side

slopes. The earthwork involved is calculated from the area of the cross-section.


Dumpy level

Levelling staff

Arrows

Chain

Cross staff

Ranging rod

5.3 RECONNAISSANCE:

It is a primary survey that has to be conducted before every survey work.

During this site is visited to get a general idea about how to begin the work.

5.4 PROCEDURE:

Centreline was marked along the alignment of the road.

Assumed road width at ground level was 4m.

Along the centreline the points are marked at 10m interval up to entire length

and named as A, B, C, D, E and F…..

In the traverse direction offsets were marked at 2m interval from each point on both side of

the central line up to edge of the road

1. The staff was kept at all offsets and readings were tabulated.

2. The reduced level of all the offsets is calculated.

3. The cross-section and longitudinal section are drawn in the graph and earth work was

calculated using prismodial formula.

77

5.5 OBSERVATION AND TABULATION:

TABLE 5.1 - CROSS-SECTION:

STATION SIGHT TO B.S

(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

A BM

1.470

101.470 100.000

0m

L

1.500

99.970

C

1.470

100.000

R

1.560

99.910

10m

L

1.535

99.935 SPEED

BREAKER C

1.430

100.040

R

1.595

99.875

20m

L

1.580

99.890

C

1.530

99.940

R

1.580

99.890

30m

L

1.600

99.870

C

1.530

99.940

R

1.575

99.895

40m

L

1.645

99.825

C

1.540

99.930

R

1.560

99.910

50m

L

1.630

99.840

C

1.560

99.910

R

1.560

99.910

60m

L

1.600

99.870

C

1.560

99.910

R

1.580

99.890

70m

L

1.640

99.830

C

1.690

99.780

R

1.600

99.870

80m

L

1.610

99.860

C

1.510

99.960

R

1.520

99.950

90m

L

1.580

99.890

C

1.510

99.960

R

1.560

99.910

100m

L

1.650

99.820

C

1.590

99.880

R

1.640

99.830

110m

L

1.940

99.530

C

1.990

99.480

R

1.980

99.490

78


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

120m

E.W - L

2.270

99.200 E.W - EXTRA

WIDENING

L

2.230

99.240

C

2.210

99.260

R

2.280

99.190

130m

E.W - L

2.295

99.175 E.W - EXTRA

WIDENING

L

2.270

99.200

C

2.230

99.240

R

2.260

99.210

140m

E.W - L

2.155

99.315 E.W - EXTRA

WIDENING

C

2.140

99.330

R

2.120

99.350

C

2.170

99.300

150m

L

2.210

99.260

C

2.160

99.310

R

2.270

99.200

160m

L

2.340

99.130

C

2.250

99.220

R

2.380

99.090

170m

L

2.460

99.010

C

2.410

99.060

R

2.440

99.030

180m

L

2.540

98.930

C

2.500

98.970

R

2.530

98.940

190m

L

2.540

98.930

C

2.460

99.010

R

2.550

98.920

200m

L

2.640

98.830

C

2.650

98.820

R

2.700

98.770

210m

L

2.900

98.570

C

2.580

98.890

R

2.600

98.870

220m

L

2.710

98.760

C

2.650

98.820

R

2.720

98.750

230m

L

2.900

98.570

CURVE POINT

C

2.770

98.700

R

2.630

98.840

79


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

240m

L

2.600

98.870

C

2.500

98.970 ELECTRICAL

POST

R

2.550

98.920

250m

L

2.550

98.920

C

2.450

99.020

R

2.480

98.990

260m

L

2.520

98.950

C

2.420

99.050

R

2.550

98.920

270m

L

2.500

98.970

C

2.380

99.090

R

2.440

99.030

280m

L

2.580

98.890

C

2.600

98.870

R

2.700

98.770

290m

L

2.450

99.020

C

2.400

99.070

R

2.400

99.070

300m

L

2.580

98.890

C

2.500

98.970

R

2.550

98.920

310m

L

2.550

98.920

C

2.450

99.020 CHANGING

POINT 1 B R 2.230

2.550 101.150 98.920

320m

L

2.210

98.940

C

2.170

98.980

R

2.220

98.930

330m

L

2.200

98.950

C

2.190

98.960

R

2.140

99.010

340m

L

1.700

99.450

CURVE POINT

C

1.750

99.400

R

1.850

99.300

350m

L

1.700

99.450

C

1.770

99.380

ELECTRICAL

POST

R

1.690

99.460

360m

L

1.700

99.450

C

1.850

99.300

R

2.100

99.050

370m

L

1.700

99.450

C

1.800

99.350

R

2.000

99.150

80


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

380m

L

1.800

99.350

C

1.750

99.400

R

1.820

99.330

390m

L

1.950

99.200

C

1.980

99.170

R

2.000

99.150

400m

L

2.220

98.930

C

2.140

99.010

R

2.100

99.050

410m

L

2.140

99.010

CURVE POINT

C

1.950

99.200

R

1.690

99.460

420m

L

1.950

99.200

CURVE POINT

C

1.870

99.280

R

1.800

99.350

430m

L

1.800

99.350 ELECTRICAL

POST

C

1.770

99.380

R

1.750

99.400

440m

L

1.630

99.520 ELECTRICAL

POST

C

1.580

99.570

R

1.630

99.520

450m

L

1.590

99.560

C

1.590

99.560

R

1.580

99.570

460m

L

1.400

99.750

C

1.400

99.750

R

1.510

99.640

470m

L

1.350

99.800

C

1.360

99.790

R

1.470

99.680

480m

L

1.360

99.790

C

1.360

99.790

R

1.470

99.680

490m

L

1.390

99.760

C

1.390

99.760

R

1.470

99.680

500m

L

1.360

99.790

C

1.390

99.760

R

1.470

99.680

510m

L

1.440

99.710

C

1.360

99.790

R

1.360

99.790

81


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

520m

L

1.450

99.700

C

1.350

99.800

R

1.360

99.790

530m

L

1.440

99.710

C

1.360

99.790

R

1.370

99.780

540m

L

1.400

99.750

C

1.320

99.830

R

1.390

99.760

550m

L

1.360

99.790

CONSTRUCTIO

N ARCH

C

1.300

99.850

R

1.390

99.760

560m

L

1.390

99.760 ELECTRICAL

POST

C

1.300

99.850

R

1.400

99.750

570m

L

1.370

99.780

C

1.300

99.850

R

1.370

99.780

580m

L

1.390

99.760

C

1.370

99.780

R

1.390

99.760

590m

L

1.370

99.780

C

1.350

99.800

R

1.410

99.740

600m

L

1.340

99.810

C

1.360

99.790

R

1.420

99.730

610m

L

1.390

99.760

C

1.340

99.810

R

1.400

99.750

620m

L

1.420

99.730

C

1.340

99.810

R

1.510

99.640

630m

L

1.400

99.750

C

1.400

99.750

R

1.480

99.670

640m

L

1.420

99.730

C

1.400

99.750 CHANGING

POINT 2 C R 2.030

1.420 101.760 99.730

650m

L

1.990

99.770

C

1.950

99.810 ELECTRICAL

POST

R

2.025

99.735

82


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

660m

L

2.180

99.580

C

1.940

99.820

R

1.995

99.765

670m

L

1.970

99.790

C

1.910

99.850

R

1.930

99.830

680m

L

1.890

99.870

C

1.855

99.905

R

1.895

99.865

690m

L

1.860

99.900

C

1.815

99.945

R

1.840

99.920

700m

L

1.810

99.950

C

1.750

100.010

R

1.800

99.960

710m

L

1.860

99.900

C

1.750

100.010

R

1.720

100.040

720m

L

1.770

99.990

C

1.670

100.090

R

1.700

100.060

730m

L

1.660

100.100

C

1.550

100.210

R

1.600

100.160

740m

L

1.560

100.200

C

1.570

100.190

R

1.600

100.160

750m

L

1.630

100.130

C

1.670

100.090

R

1.670

100.090

760m

L

1.590

100.170

C

1.550

100.210

R

1.560

100.200

770m

L

1.620

100.140

C

1.560

100.200

R

1.520

100.240

780m

L

1.650

100.110

C

1.590

100.170

R

1.560

100.200

790m

L

1.570

100.190

C

1.590

100.170

R

2.025

99.735

83


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

800m

L

1.690

100.070

C

1.570

100.190

R

1.600

100.160

810m

L

1.690

100.070

C

1.590

100.170

R

1.670

100.090

820m

L

1.690

100.070

C

1.630

100.130

R

1.640

100.120

830m

L

1.650

100.110

C

1.630

100.130

R

1.690

100.070

840m

L

1.650

100.110

C

1.700

100.060

R

1.820

99.940

850m

L

1.340

100.420

CURVE POINT

C

1.730

100.030

R

1.710

100.050

860m

L

1.860

99.900

C

1.770

99.990

R

1.750

100.010

870m

L

2.100

99.660

C

1.890

99.870

R

1.740

100.020

880m

L

2.100

99.660

CURVE POINT

C

1.900

99.860

R

1.700

100.060

890m

L

1.900

99.860

C

1.800

99.960

R

1.800

99.960

900m

L

1.900

99.860

C

1.810

99.950

R

1.830

99.930

910m

L

2.100

99.660

C

1.900

99.860

D R 1.650

1.900 101.510 99.860 CHANGING

POINT 3

920m

L

1.300

100.210

C

1.600

99.910

R

1.700

99.810

930m

L

1.330

100.180

C

1.630

99.880

CONSTRUCTIO

N ARCH

R

1.730

99.780

84


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

940m

L

1.720

99.790

C

1.680

99.830

R

1.750

99.760

950m

L

1.700

99.810 CURVE POINT

C

1.650

99.860

R

1.600

99.910

960m

L

1.600

99.910

C

1.580

99.930

R

1.720

99.790

970m

L

1.700

99.810

C

1.660

99.850

R

1.730

99.780

980m

L

1.500

100.010

C

1.510

100.000

R

1.550

99.960

990m

L

1.460

100.050

C

1.450

100.060

R

1.500

100.010

1000m

L

1.360

100.150

C

1.400

100.110

R

1.500

100.010

1010m

L

1.350

100.160

C

1.450

100.060

R

1.550

99.960

1020m

L

1.410

100.100

C

1.450

100.060

R

1.560

99.950

1030m

L

1.550

99.960

C

1.560

99.950

R

1.620

99.890

1040m

L

1.470

100.040

C

1.500

100.010

R

1.600

99.910

1050m

L

1.540

99.970

C

1.650

99.860

R

1.610

99.900

1060m

L

1.560

99.950

C

1.520

99.990

R

1.590

99.920

1070m

L

1.670

99.840

C

1.650

99.860

R

1.710

99.800

85


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

1080m

L

1.750

99.760

C

1.710

99.800

R

1.800

99.710

1090m

L

1.840

99.670

C

1.810

99.700

R

1.860

99.650

1100m

L

1.940

99.570

C

1.890

99.620

R

1.910

99.600

1110m

L

1.920

99.590

C

1.820

99.690

R

1.810

99.700

1120m

L

2.000

99.510

C

1.900

99.610

R

1.950

99.560

1130m

L

2.025

99.485

C

1.960

99.550

R

1.950

99.560

1140m

L

1.950

99.560

C

1.960

99.550

R

1.960

99.550

1150m

L

2.100

99.410

C

2.085

99.425

R

2.125

99.385

1160m

L

2.130

99.380

C

2.120

99.390

R

2.140

99.370

1170m

L

2.200

99.310

C

2.180

99.330

R

2.300

99.210

1180m

L

2.260

99.250

C

2.270

99.240

R

2.250

99.260

1190m

L

2.370

99.140

C

2.410

99.100

R

2.270

99.240

1200m

L

2.410

99.100

C

2.270

99.240

R

2.500

99.010

1210m

L

2.150

99.360 CURVE POINT

C

2.200

99.310 ELECTRICAL

POST

R

2.025

99.735

86


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

1220m

L

2.200

99.310

ELECTRICAL

TRANSFORME

R

C

2.400

99.110

R

2.270

99.240

1230m

L

2.470

99.040

C

2.440

99.070

E R 1.280

2.300 100.490 99.210 CHANGING

POINT 4

1240m

L

1.420

99.070 ITALI INDIA

(P) LTD.

C

1.310

99.180

R

1.280

99.210

1250m

L

1.540

98.950

C

1.460

99.030

R

1.450

99.040

1260m

L

1.570

98.920

C

1.540

98.950

R

1.640

98.850

1270m

L

1.480

99.010

C

1.500

98.990

R

1.560

98.930

1280m

L

1.480

99.010

C

1.470

99.020

R

1.490

99.000

1290m

L

1.500

98.990

C

1.490

99.000

R

1.495

98.995

1300m

L

1.520

98.970

C

1.500

98.990

R

1.525

98.965

1310m

L

1.500

98.990 PENGUIN

COMPANY

C

1.480

99.010

R

1.500

98.990

1320m

L

1.540

98.950

C

1.550

98.940

R

1.570

98.920

1330m

L

1.550

98.940

C

1.560

98.930

R

1.525

98.965

1340m

L

1.625

98.865

C

1.590

98.900

R

1.570

98.920

1350m

L

1.600

98.890

C

1.550

98.940

R

2.025

99.735

87


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

1360m

L 1.570 98.920

C 1.540 98.950

R 1.550 98.940

1370m

L 1.570 98.920

C 1.520 98.970

R 1.575 98.915

1380m

L 1.640 98.850

C 1.580 98.910

R 1.575 98.915

1390m

L 1.660 98.830

C 1.610 98.880

R 1.625 98.865

1400m

L 1.695 98.795

C 1.625 98.865

R 1.640 98.850

1410m

L 1.620 98.870

C 1.630 98.860

R 1.645 98.845

1420m

L 1.490 99.000

C 1.525 98.965

R 1.630 98.860

1430m

L 1.410 99.080 CURVE POINT

C 1.430 99.060

R 1.500 98.990

1440m

L 1.450 99.040

C 1.400 99.090

R 1.450 99.040

1450m

L 1.390 99.100

C 1.325 99.165

R 1.390 99.100

1460m

L 1.295 99.195

C 1.245 99.245

R 1.285 99.205

1470m

L 1.260 99.230

C 1.240 99.250

R 1.290 99.200

1480m

L 1.250 99.240

C 1.210 99.280

R 1.240 99.250

1490m

L 1.215 99.275

C 1.110 99.380

R 2.025 99.735

88


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

1500m

L

1.120

99.370

C

1.100

99.390

R

1.150

99.340

1510m

L

1.110

99.380 CURVE POINT

C

1.140

99.350 3 - ROAD CROSS

F R 1.850

1.200 101.140 99.290 CHANGING POINT 5

1520m

L

1.840

99.300

C

1.795

99.345

R

1.790

99.350

1530m

L

1.850

99.290

C

1.810

99.330

R

1.810

99.330

1540m

L

1.730

99.410

C

1.810

99.330

R

1.805

99.335

1550m

L

1.640

99.500 CURVE POINT

C

1.730

99.410

R

1.830

99.310

1560m

L

1.545

99.595 CURVE POINT

C

1.620

99.520

R

1.715

99.425

1570m

L

1.550

99.590

C

1.595

99.545

R

1.650

99.490

1580m

L

1.345

99.795

C

1.405

99.735

R

1.525

99.615

1590m

L

1.390

99.750

C

1.395

99.745

R

1.460

99.680

1600m

L

1.370

99.770

C

1.415

99.725

R

1.480

99.660

1610m

L

1.265

99.875

C

1.325

99.815

R

1.410

99.730

1620m

L

1.200

99.940

C

1.270

99.870 CHANGING

POINT 6 G R 2.430

1.400 102.170 99.740

1630m

L

2.325

99.845

C

2.390

99.780 ELECTRICAL

TOWER

R

2.025

99.735

89


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

1640m

L

2.210

99.960

C

2.230

99.940

R

2.295

99.875

1650m

L

2.080

100.090

C

2.100

100.070

R

2.200

99.970

1660m

L

1.900

100.270

C

1.945

100.225

R

2.010

100.160

1670m

L

1.770

100.400

C

1.790

100.380

R

1.865

100.305

1680m

L

1.645

100.525

C

1.650

100.520

R

1.670

100.500

1690m

L

1.550

100.620

C

1.520

100.650

R

1.415

100.755

1700m

L

1.410

100.760

C

1.400

100.770

R

1.410

100.760

1710m

L

1.385

100.785

C

1.400

100.770

R

1.405

100.765

1720m

L

1.490

100.680

C

1.450

100.720

R

1.390

100.780

1730m

L

1.525

100.645

C

1.530

100.640

R

1.575

100.595

1740m

L

1.660

100.510

C

1.950

100.220

R

1.610

100.560

1750m

L

1.680

100.490

C

1.685

100.485

R

1.700

100.470 ELECTRICAL

TOWER &

CHANGING

POINT 7

1760m

L

1.700

100.470

C

1.770

100.400

H R 1.265

1.810 101.625 100.360

1770m

L

1.245

100.380

C

1.230

100.395

R

2.025

99.735

90


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

1780m

L

1.320

100.305

C

1.300

100.325

R

1.275

100.350

1790m

L

1.350

100.275

C

1.305

100.320

R

1.345

100.280

1800m

L

1.420

100.205

C

1.370

100.255

R

1.385

100.240

1810m

L

1.495

100.130

C

1.395

100.230

R

1.375

100.250

1820m

L

1.560

100.065

C

1.470

100.155

R

1.460

100.165

1830m

L

1.550

100.075

C

1.475

100.150

R

1.560

100.065

1840m

L

1.565

100.060

C

1.505

100.120

R

1.550

100.075

1850m

L

1.535

100.090

C

1.505

100.120

R

1.565

100.060

1860m

L

1.455

100.170

C

1.405

100.220

R

1.405

100.220

1870m

L

1.400

100.225

C

1.370

100.255

R

1.375

100.250

1880m

L

1.530

100.095

C

1.465

100.160

R

1.485

100.140

1890m

L

1.585

100.040

C

1.530

100.095

R

1.570

100.055

1900m

L

1.545

100.080

C

1.560

100.065 CHANGING

POINT 8 I R 2.365

1.585 102.405 100.040

1910m

L

2.390

100.015

C

2.460

99.945

R

2.520

99.885

91


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

1920m

L

2.185

100.220

C

2.225

100.180

R

2.290

100.115

1930m

L

2.085

100.320

C

2.100

100.305

R

2.160

100.245

1940m

L

2.115

100.290

C

2.110

100.295

R

2.155

100.250

1950m

L

2.030

100.375

C

2.000

100.405

R

2.045

100.360

1960m

L

2.050

100.355

C

2.070

100.335

R

2.100

100.305

1970m

L

2.000

100.405

C

2.020

100.385

R

2.050

100.355

1980m

L

1.930

100.475

C

1.925

100.480

R

1.970

100.435

1990m

L

1.785

100.620

C

1.810

100.595

R

1.795

100.610

2000m

L

1.665

100.740

C

1.705

100.700

R

1.730

100.675

2010m

L

1.635

100.770

C

1.640

100.765

R

1.665

100.740

2020m

L

1.515

100.890 CURVE POINT

C

1.545

100.860

R

1.600

100.805

2030m

L

1.420

100.985

C

1.450

100.955

R

1.480

100.925

2040m

L

1.280

101.125

C

1.290

101.115

R

1.350

101.055

2050m

L

1.190

101.215

C

1.170

101.235

R

1.240

101.165

92


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

2060m

L

1.185

101.220

C

1.235

101.170

R

1.265

101.140

2070m

L

1.350

101.055

C

1.335

101.070

R

1.380

101.025

2080m

L

1.350

101.055 CURVE POINT

C

1.425

100.980

R

1.470

100.935

2090m

L

1.445

100.960

C

1.485

100.920

R

1.535

100.870

2100m

L

1.545

100.860

C

1.510

100.895

R

1.520

100.885

2110m

L

1.490

100.915

C

1.600

100.805 CHANGING

POINT 9 J R 1.355

1.600 102.160 100.805

2120m

L

1.340

100.820

C

1.350

100.810

R

1.360

100.800

2130m

L

1.375

100.785

C

1.325

100.835

R

1.315

100.845

2140m

L

1.410

100.750

C

1.355

100.805

R

1.345

100.815

2150m

L

1.460

100.700

C

1.430

100.730

R

1.435

100.725

2160m

L

1.445

100.715

C

1.450

100.710

R

1.500

100.660

2170m

L

1.455

100.705

C

1.430

100.730

R

1.480

100.680

2180m

L

1.500

100.660

C

1.470

100.690

R

1.490

100.670

2190m

L

1.500

100.660

C

1.470

100.690

R

1.500

100.660

93


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

2200m

L 1.505 100.655

C 1.515 100.645

R 1.525 100.635

2210m

L 1.545 100.615

C 1.560 100.600

R 1.600 100.560

2220m

L 1.610 100.550

C 1.610 100.550

R 1.625 100.535

2230m

L 1.700 100.460

C 1.690 100.470

R 1.740 100.420

2240m

L 1.760 100.400

C 1.730 100.430

R 1.800 100.360

2250m

L 1.850 100.310

C 1.830 100.330

R 1.870 100.290

Check:

∑B.S- ∑F.S = LAST R.L - FIRST R.L

17.925 - 17.635 = 100.290 - 100.000

0.290 = 0.290

Note:

Reduced Level Of Given Bench Mark = 100.000 M.

Reduced Level = ( R.L Of Bench Mark + B.S ) - I.S/F.S

Where,

B.S - BACK SIGHT R.L - REDUCED LEVEL

I.S - INTERMEDIATE SIGHT L - LEFT

F.S - FORE SIGHT C - CENTER

H.I – HEIGHT OF INSTRUMENT R - RIGHT

94

TABLE 5.2 - LONGITUDINAL SECTION:


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

A BM

1.470

101.470 100.000 BENCH MARK

0m C

1.470

100.000

10m C

1.430

100.040

20m C

1.530

99.940

30m C

1.530

99.940

40m C

1.540

99.930

50m C

1.560

99.910

60m C

1.560

99.910

70m C

1.690

99.780

80m C

1.510

99.960

90m C

1.510

99.960

100m C

1.590

99.880

110m C

1.990

99.480

120m C

2.210

99.260

130m C

2.230

99.240

140m C

2.120

99.350

150m C

2.160

99.310

160m C

2.250

99.220

170m C

2.410

99.060

180m C

2.500

98.970

190m C

2.460

99.010

200m C

2.650

98.820

210m C

2.580

98.890

220m C

2.650

98.820

230m C

2.770

98.700

240m C

2.500

98.970

250m C

2.450

99.020

260m C

2.420

99.050

270m C

2.380

99.090

280m C

2.600

98.870

290m C

2.400

99.070

300m C

2.500

98.970

310m C

2.450

99.020

320m C

2.170

101.150 98.980

CHANGING

POINT 1

330m C

2.190

98.960

340m C

1.750

99.400

350m C

1.770

99.380

360m C

1.850

99.300

370m C

1.800

99.350

380m C

1.750

99.400

95


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

390m C

1.980

99.170

400m C

2.140

99.010

410m C

1.950

99.200

420m C

1.870

99.280

430m C

1.770

99.380

440m C

1.580

99.570

450m C

1.590

99.560

460m C

1.400

99.750

470m C

1.360

99.790

480m C

1.360

99.790

490m C

1.390

99.760

500m C

1.390

99.760

510m C

1.360

99.790

520m C

1.350

99.800

530m C

1.360

99.790

540m C

1.320

99.830

550m C

1.300

99.850

560m C

1.300

99.850

570m C

1.300

99.850

580m C

1.370

99.780

590m C

1.350

99.800

600m C

1.360

99.790

610m C

1.340

99.810

620m C

1.340

99.810

630m C

1.400

99.750

C 640m C

1.400

99.750 CHANGING

POINT 2

650m C

1.950

101.760 99.810

660m C

1.940

99.820

670m C

1.910

99.850

680m C

1.855

99.905

690m C

1.815

99.945

700m C

1.750

100.010

710m C

1.750

100.010

720m C

1.670

100.090

730m C

1.550

100.210

740m C

1.570

100.190

750m C

1.670

100.090

760m C

1.550

100.210

770m C

1.560

100.200

780m C

1.590

100.170

790m C

1.590

100.170

800m C

1.570

100.190

96


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

810m C

1.590

100.170

820m C

1.630

100.130

830m C

1.630

100.130

840m C

1.700

100.060

850m C

1.730

100.030

860m C

1.770

99.990

870m C

1.890

99.870

880m C

1.900

99.860

890m C

1.800

99.960

900m C

1.810

99.950

D 910m C

1.900

101.510 99.860 CHANGING

POINT 3

920m C

1.600

99.910

930m C

1.630

99.880

940m C

1.680

99.830

950m C

1.650

99.860

960m C

1.580

99.930

970m C

1.660

99.850

980m C

1.510

100.000

990m C

1.450

100.060

1000m C

1.400

100.110

1010m C

1.450

100.060

1020m C

1.450

100.060

1030m C

1.560

99.950

1040m C

1.500

100.010

1050m C

1.650

99.860

1060m C

1.520

99.990

1070m C

1.650

99.860

1080m C

1.710

99.800

1090m C

1.810

99.700

1100m C

1.890

99.620

1110m C

1.820

99.690

1120m C

1.900

99.610

1130m C

1.960

99.550

1140m C

1.960

99.550

1150m C

2.085

99.425

1160m C

2.120

99.390

1170m C

2.180

99.330

1180m C

2.270

99.240

1190m C

2.410

99.100

1200m C

2.270

99.240

1210m C

2.200

99.310

1220m C

2.400

99.110

97


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

E 1230m C

2.440

100.490 99.070 CHANGING

POINT 4

1240m C

1.310

99.180

1250m C

1.460

99.030

1260m C

1.540

98.950

1270m C

1.500

98.990

1280m C

1.470

99.020

1290m C

1.490

99.000

1300m C

1.500

98.990

1310m C

1.480

99.010

1320m C

1.550

98.940

1330m C

1.560

98.930

1340m C

1.590

98.900

1350m C

1.550

98.940

1360m C

1.540

98.950

1370m C

1.520

98.970

1380m C

1.580

98.910

1390m C

1.610

98.880

1400m C

1.625

98.865

1410m C

1.630

98.860

1420m C

1.525

98.965

1430m C

1.430

99.060

1440m C

1.400

99.090

1450m C

1.325

99.165

1460m C

1.245

99.245

1470m C

1.240

99.250

1480m C

1.210

99.280

1490m C

1.110

99.380

1500m C

1.100

99.390

F 1510m C

1.140

101.140 99.350 CHANGING

POINT 5

1520m C

1.795

99.345

1530m C

1.810

99.330

1540m C

1.810

99.330

1550m C

1.730

99.410

1560m C

1.620

99.520

1570m C

1.595

99.545

1580m C

1.405

99.735

1590m C

1.395

99.745

1600m C

1.415

99.725

1610m C

1.325

99.815

G 1620m C

1.270

102.170 99.870 CHANGING

POINT 6

98


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

1630m C

2.390

99.780

1640m C

2.230

99.940

1650m C

2.100

100.070

1660m C

1.945

100.225

1670m C

1.790

100.380

1680m C

1.650

100.520

1690m C

1.520

100.650

1700m C

1.400

100.770

1710m C

1.400

100.770

1720m C

1.450

100.720

1730m C

1.530

100.640

1740m C

1.950

100.220

1750m C

1.685

100.485

H 1760m C

1.770

101.625 100.400 CHANGING

POINT 7

1770m C

1.230

100.395

1780m C

1.300

100.325

1790m C

1.305

100.320

1800m C

1.370

100.255

1810m C

1.395

100.230

1820m C

1.470

100.155

1830m C

1.475

100.150

1840m C

1.505

100.120

1850m C

1.505

100.120

1860m C

1.405

100.220

1870m C

1.370

100.255

1880m C

1.465

100.160

1890m C

1.530

100.095

I 1900m C

1.560

102.405 100.065 CHANGING

POINT 8

1910m C

2.460

99.945

1920m C

2.225

100.180

1930m C

2.100

100.305

1940m C

2.110

100.295

1950m C

2.000

100.405

1960m C

2.070

100.335

1970m C

2.020

100.385

1980m C

1.925

100.480

1990m C

1.810

100.595

2000m C

1.705

100.700

2010m C

1.640

100.765

2020m C

1.545

100.860

2030m C

1.450

100.955

99


(m)

I.S

(m)

F.S

(m)

H.I

(m)

R.L

(m) REMARKS

2040m C

1.290

101.115

2050m C

1.170

101.235

2060m C

1.235

101.170

2070m C

1.335

101.070

2080m C

1.425

100.980

2090m C

1.485

100.920

2100m C

1.510

100.895

J 2110m C

1.600

102.160 100.805 CHANGING

POINT 9

2120m C

1.350

100.810

2130m C

1.325

100.835

2140m C

1.355

100.805

2150m C

1.430

100.730

2160m C

1.450

100.710

2170m C

1.430

100.730

2180m C

1.470

100.690

2190m C

1.470

100.690

2200m C

1.515

100.645

2210m C

1.560

100.600

2220m C

1.610

100.550

2230m C

1.690

100.470

2240m C

1.730

100.430

2250m C

1.830

100.330

Note:

Reduced Level Of Given Bench Mark = 100.000 m.

Reduced Level =( R.L Of Bench Mark + B.S ) - I.S/F.S

Where,

B.S - BACK SIGHT R.L - REDUCED LEVEL

I.S - INTERMEDIATE SIGHT L - LEFT

F.S - FORE SIGHT C - CENTER


100

5.7 RESULT:

FROM GRAPH:

Total volume = 4758.70 m³

Volume of filling = 3379.45 m³

Volume of cutting = 1379.25 m³

5.8 CONCLUSION:

The highway project that means profile levelling of the highway total quantity of

earthwork determined to be involved in the respective projects etc.

101

6. TRIANGULATION

102

EX.NO:

DATE :

6. TRIANGULATION

6.1 INTRODUCTION:

Triangulation is a process of establishing horizontal control in surveying. The triangulation

system consists of number of interconnected triangles in which the length of the base lines

and the angles of the triangles are measured very precisely. The triangulation stations were

selected based on the inter visibility of the stations, shape of the triangles to be formed, the

length of the sight, accessibility to the stations. The horizontal angles were measured by

repetition method.

6.2 BASELINE:

The measurement of base line forms the most important part of the triangulation operations.

The base line is laid down with great accuracy of measurement and alignment as it forms the

basis for the computations of triangulation system.

6.2.1 Selection of site for baseline: Since the accuracy in the measurement of the base line depends upon the site

conditions, the following points be taken into consideration while selecting the site:

The site should be fairly level

The site should be free from obstructions throughout the whole of the length

The extremities of the base should be intervisible at ground level

The ground should be reasonably firm and smooth

The site should be extended to primary triangulation

6.3 TRIANGULATION STATION:

The selection of stations is based upon the following considerations:

The triangulation station should be intervisible.For this purpose,they should be placed

upon the most elevated ground.

They should from well shaped triangles.No angles should be smaller than 30° or

greater than 120°.

103

The stations should be easily accessible

They should be so selected that the length of sight is neither too small nor too large.

They should be in commanding situation.


Theodolite : Used to focus the station and for measuring the horizontal angles

Tripodstand:The theodolite is fixed on it and leveled at the station points

Tape : It is used measure the distance of the base line

Arrows and Pegs

Ranging rods: To range the intermediate points in the survey line

6.5 ROUTINE OF TRIANGULATION SURVEY:


Reconnaissance

Erection of signals & Towers

Measurement of baselines

Measurement of horizontal angles

Astronomical observations at Laplace stations and

Computations

6.6 RECONNAISANCE:

For triangulation, the mountable hill at karattumedu waschosen. Reconnaissance

survey at the site was done before actually starting the exercise. The easiest route for tracking

by means of transport and visibility of other stations from that particular station was ensured

and the work was planned accordingly. The base line was chosen in a farm near the S.G.I.T

campus and visibility of two other station points (a hill temple and the hilltop) was ensured

from the base stations.

104

6.7 ERECTION OF SIGNALS AND TOWERS:

A signal is a device erected to define the exact position of an observed station.

Daylight or non luminous signal i.e., flags tied to posts (ranging rods), are used as

signals at the different four stations.

A tower is a structure erected over a station for the support of the instrument and

observing party and is provided when the station,or the signal,or both to be

elevated.Since the survey is done on temporary stations a rigid, smooth and flat

surface is selected and the instrument and observing party are setup over that and the

observaions are taken.

6.8 MEASUREMENT OF BASE LINES:

The base line is established to a length of 61.25m approximately. The base line

length is accurately measured using a total station. Thus the base line ends are P and Q.

6.9 MEASUREMENT OF HORIZONTAL ANGLES:

Each batch is sent to each point of triangulation system namely P,Q,R,S.

At first the instrument is set up at station P and all the temporary

adjustments like centering, leveling,and focusing are done.

The vernier A is made to 0 and thus vernier B as 180 and the instrument

is made as face left. now the lower clamp of the theodolite is loosened

and the targets placed at S point is bisected for exact bisection. Exact

bisection of the station is done using the lower tangential screw.

The upper screw is loosened and the telescope is turned clockwise to

bisect the target placed at R.

The readings are both verniers are noted down. The upper screw is

tightened and the lower screw is loosened to bisect the point S(repetition

method). Similarly three face left readings are taken.

The mean value of this reading gives the exact angle

Between line PS and PR.

Similar procedures was repeated for all angles which are possible at one

station.

105

Then the instrument is shifted to the other stations Q,R and S and all

intermediate angles between the station lines are observed and the

angular readings are tabulated.

6.10 ASTRONOMICAL OBSERVATIONS AT PLACE STATIONS:

Setup the theodolite at S and perform all the three temporary adjustments.

Set vernier A to read O and tighten upper clamp.

Keep face left and direct the telescope to bisect the ranging rod at P.

Now tighten the lower clamp and release the upper clamp.

Sawing the telescope and bring the image of the sun to the I – quadrant of the

cross hairs

For making the vertical and horizontal hair tangential to the image of the sun, use

the upper tangent screw and vertical circle tangent screw after tightening the upper

clamp and vertical circle clamp. Immediately note down the time, horizontal angle

and vertical angle.

Change the face and release the upper clamp and vertical circle clamp and bring

the image of the sun to the III- quadrant, making the horizontal and vertical hairs

tangential to the image of the sun. Immediately note down the time, vertical angle

and horizontal circle reading.

Average of the concerned two values gives that value corresponding to the sun.

106


TABLE 6.1 – TRIANGULATION READINGS:


READING

HORIZONTAL ANGLE


0º 0’ 0” 0º 0’ 0”

S

A

TOP - 2.75 MIDDLE -

2.42 BOTTOM -

2.09

0 0 0 2 2 30 C - BLOCK HEAD ROOM FRONT

B

57 57 30 1 20 40 MULTI DRUM TOWER

C 96 47 30 0 40 40

APARTMENT NEAR TOWER

D 184 44 0 0 40 0 VIOLET FACTORY

E 255 56 0 0 36 20 COAGNIZONT BUILDING

F 307 08 20 0 48 30 ASIAN COLLEGE TOWER

A 360 00 00 2 2 30

C - BLOCK HEAD ROOM FRONT

Figure 6.1 – Triangulation Field Measurements

107

6.12 CALCULATIONS:

6.12.1 Base line of SA station:

SA = D = Ks cos2𝜃 + Ccos𝜃


so K=100 & C = 0

D = 100x0.66xcos2 (2°02’30”)

D = 100x1.2x0.9987

D = SA = 65.92 m

Vertical distance of SA:

V =KS sin 2𝜃

2+ C sinθ

=100𝑋0.66𝑋𝑠𝑖𝑛(2𝑋2°8′00")

2

V = 2.45 m

6.12.2 To find out distance of side:

i)< 𝑆𝐴𝐵

𝑆𝐴

𝑠𝑖𝑛𝛾1=

𝑆𝐵

𝑠𝑖𝑛𝛽1=

𝐴𝐵

𝑠𝑖𝑛𝛼1

To calculate the distance of SB:

𝑆𝐴

𝑠𝑖𝑛𝛾1=

𝑆𝐵

𝑠𝑖𝑛𝛽1

SB = 65.92

sin (5°22’00”)𝑋𝑠𝑖𝑛(116°40’30”)

SB = 629.79 m


𝑆𝐴

𝑠𝑖𝑛𝛾1=

𝐴𝐵

𝑠𝑖𝑛𝛼1

AB =65.92

sin (5°22’00”)𝑋𝑠𝑖𝑛(57°57’30”)

AB = 597.44 m

α1 = 57º57’30’’

β1 = 116º40’30’’

γ1 = 05º22’00’’

108

ii)< 𝐒𝐁𝐂

𝑆𝐵

sin 𝛾 2=

𝑆𝐶

𝑠𝑖𝑛𝛽2=

𝐵𝐶

𝑠𝑖𝑛𝛼2

To calculate the distance of SC:

𝑆𝐵

𝑠𝑖𝑛𝛾2=

𝑆𝐶

𝑠𝑖𝑛𝛽2

SC =629.79

sin (52°40’10”)𝑋𝑠𝑖𝑛(88°30′20")

SC = 791.77 m

To calculate the distance of BC:

𝑆𝐵

𝑠𝑖𝑛𝛾2=

𝐵𝐶

𝑠𝑖𝑛𝛼2

BC =629.79

sin (52°40’10”)𝑋𝑠𝑖𝑛(38°48'30'')

BC = 496.38 m

iii)< 𝐒𝐃𝐂

𝑆𝐶

sin 𝛾 3=

𝑆𝐷

𝑠𝑖𝑛𝛽3=

𝐶𝐷

𝑠𝑖𝑛𝛼3

To calculate the distance of SD:

𝑆𝐶

𝑠𝑖𝑛𝛾3=

𝑆𝐷

𝑠𝑖𝑛𝛽3

𝑆𝐷 =791.77

sin (45°30′00”)𝑋 sin(46°33′00”)

SD = 805.90 m

α2 = 38º48’30’’

β2 = 88º30’20’’

γ2 = 52º40’10’’

109

To calculate the distance of CD:

𝑆𝐶

𝑠𝑖𝑛𝛾3=

𝐶𝐷

𝑠𝑖𝑛𝛼3

𝐶𝐷 =791.77

sin (45°30′30”)𝑋 sin(81°57’0”)

CD = 1109.38 m

iv)< 𝐒𝐃𝐄

𝑆𝐷

sin 𝛾 4=

𝑆𝐸

𝑠𝑖𝑛𝛽4=

𝐷𝐸

𝑠𝑖𝑛𝛼4

To calculate the distance of SE:

𝑆𝐷

𝑠𝑖𝑛𝛾4=

𝑆𝐸

𝑠𝑖𝑛𝛽4

𝑆𝐸 =805.90

sin (64°24′00”)𝑋 sin(44°24′00”)

SE = 625.24 m

To calculate the distance of DE:

𝑆𝐷

𝑠𝑖𝑛𝛾4=

𝐷𝐸

𝑠𝑖𝑛𝛼4

𝐷𝐸 =805.90

sin (64°24′00”)𝑋 sin(71°12′00”)

DE = 845.95m

v)< 𝐒𝐄𝐅

𝑆𝐸

sin 𝛾 5=

𝑆𝐹

𝑠𝑖𝑛𝛽5=

𝐸𝐹

𝑠𝑖𝑛𝛼5

To calculate the distance of SF:

𝑆𝐸

𝑠𝑖𝑛𝛾5=

𝑆𝐹

𝑠𝑖𝑛𝛽5

α3 = 81º57’00’’

β3 = 46º33’00’’

γ3 = 45º30’30’’

α4 = 71º12’00’’

β4 = 44º24’00’’

γ4 = 64º24’00’’

110

𝑆𝐹 =625.27

sin (113°47′40”)𝑋sin(15°00′00”)

SF =176.86 m

To calculate the distance of EF:

𝑆𝐸

𝑠𝑖𝑛𝛾5=

𝐸𝐹

𝑠𝑖𝑛𝛼5

𝐸𝐹 =625.27

sin (113°47′40”)𝑋sin(51°12′20”)

EF = 532.58m

vi)< 𝐒𝐅𝐀

𝑆𝐹

sin 𝛾 6=

𝑆𝐴

𝑠𝑖𝑛𝛽6=

𝐹𝐴

𝑠𝑖𝑛𝛼6

To calculate the distance of FA:

𝑆𝐹

sin 𝛾 6=

𝐹𝐴

𝑠𝑖𝑛𝛼6

𝑆𝐹 =176.86

sin (106°10′00”)𝑋 sin(52°51′40”)

SF = 146.79 m

To check the distance of FA:

𝑆𝐴

𝑠𝑖𝑛𝛽6=

𝐹𝐴

𝑠𝑖𝑛𝛼6

𝐹𝐴 =65.92

sin(20°58′20”)𝑋sin(52°51′40”)

FA = 146.82 m

α5 = 51º12’20’’

β5 = 15º00’00’’

γ5 = 113º47’40’’

α6 = 52º51’40’’

β6 = 20º58’20’’

γ6 = 106º10’00’’

111

6.12.3 Area Calculating:

Formulas:

Area, A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

Where, S =𝑎+𝑏+𝑐

2

𝐢) < 𝐒𝐀𝐁

S = 𝑎+𝑏+𝑐

2

= 65.92+629.79+597.44

2

S = 646.58 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√646.58(579.66𝑋15.79𝑋48.14)

Area of SAB = 17600.01 m2

Area of SAB = 4.35 Acre

Area of SAB = 1.760 Hectare

𝐢𝐢) < 𝐒𝐁𝐂

S = 𝑎+𝑏+𝑐

2

= 629.79+791.77+496.38

2

S = 958.97 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√958.97(329.18𝑋167.2𝑋462.59)

a = SA = 65.92 m

b = SB = 629.79 m

c = AB = 594.44 m

a = SB = 629.79 m

b = SC = 791.77 m

c = BC = 496.38 m

112

Area of SBC = 156255.56 m2

Area of SBC = 38.61 Acre

Area of SBC = 15.625 Hectare

𝐢𝐢𝐢) < 𝐒𝐂𝐃

S = 𝑎+𝑏+𝑐

2

= 791.77+805.90+1109.38

2

S = 1353.53 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√1353.53(561.76𝑋547.63𝑋244.15)

Area of SCD = 318846.26 m2

Area of SCD = 78.79 Acre

Area of SCD = 31.885 Hectare

𝐢𝐯) < 𝑆𝐷𝐸

S = 𝑎+𝑏+𝑐

2

= 805.9+625.24+845.95

2

S = 1138.55 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√1138.55(332.65𝑋513.31𝑋845.95)

Area of SDE = 238504.64 m2

Area of SDE = 58.94 Acre

Area of SDE = 23.850 Hectare

a = SC = 791.77 m

b = SD = 805.90 m

c = CD = 1109.38 m

a = SD = 805.90 m

b = SE = 625.24 m

c = DE = 845.95 m

113

𝐯) < 𝐒𝐄𝐅

S = 𝑎+𝑏+𝑐

2

= 625.24+176.86+532.58

2

S = 667.34 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√667.34(42.10𝑋490.48𝑋134.76)


Area of SEF = 10.65 Acre


𝐯𝐢)< 𝑆𝐹𝐴

S = 𝑎+𝑏+𝑐

2

= 176.86+65.92+146.79

2

S = 194.79 m

A =√𝑠(𝑠 − 𝑎)(𝑠 − 𝑏)(𝑠 − 𝑐)

A =√194.79(17.93𝑋128.87𝑋48.00)

Area of SFA = 4608.64 m2

Area of SFA = 1.15 Acre

Area of SFA = 0.465 Hectare

a = SD = 625.24 m

b = SE = 176.86 m

c = DE = 532.58 m

a = SD = 176.86 m

b = SE = 65.92 m

c = DE = 146.79 m

114

Total Area = SAB+SBC+SCD+SDE+SEF+SFA

= 4.35+38.61+78.79+58.94+10.65+1.15

Total Area = 192.47Acre

iv) Area = 192.47 Acre

v) Area = 778908.11 m2

vi) Area = 77.89 Hectare

6.13 RESULTS:

Length of the sides of triangles:

TABLE 6.2 – TRIANGULATION RESULT

SA = 65.92 m AB = 597.44 m

SB = 629.79 m BC = 496.38 m

SC = 791.77 m CD = 1109.38 m

SD = 805.90 m DE = 845.95 m

SE = 625.24 m EF = 532.58 m

SF =176.86 m FA = 146.79 m

TOTAL AREA = 192.47Acre

= 778908.11 m2

= 77.89 Hectare

115

Figure 6.2 – Triangulation Results

6.14 CONCLUSION:

Thus the triangulation was completed by measuring the horizontal angles at various

stations. Viewed from each of the four stations P,Q,R,S for each angle six set of readings

were taken and they are tabulated. The average of the three set of face left readings was

calculated similarly the average face right observations were calculated. The average of these

two averages gives the required horizontal angle. These angles were used to calculate the

distance between various fixed stations P,Q,R,S.

The experience gained by triangulation is to be obtain the horizontal control over the

required stations which are at distances that cannot be measured by direct means. These

triangles may form a frame work to which cadastral, topographical, hydrographical

engineering and other surveys may be referred.

116


117

EX.NO:

DATE:


7.1 INTRODUCTION:

Contouring is a method of representing the ground surface from using contour

lines. The radial contouring is the method by which intermediate points are taken on the

radial lines whose reduced levels are used to draw the contour maps. The radial lines are

those lines which radiate from a fixed point with some uniform angle (30°). The leveling staff

is held at various points on the radial lines and the staff readings are noted. From those, the

reduced levels can be determined.


Theodolite and tripod:

The theodolite is used here for angular spacing of the radial lines and for

reading staff.

Levelling staff:

Leveling staff of 0.005m least count is used to deduce the

R.L.of the points.

7.3 RECONNAISSANCE:

The area given to us was a small hill. We can get the contour lines at some

particular intervals. During the survey, we decided that where the instrument should be

placed and which direction the staff man should go along the radial lines.

7.4 PROCEDURE:

The transit theodolite,is placed exactly over the station point

The temporary adjustment namely centering,leveling,focusing the eye

piece and the object glass are done perfectly.

The staff reading over the bench mark is noted down.

The vernier face are adjusted such that vernier A line.

The upper,middle and the lower hair readings are noted down and the

vertical angles if necessary.

118

Similarly various readings are observed along the same line and by

varying the distances approximately at equal intervals.

The telescope is turned clockwise by 30° and focused along B line: the

same procedure is repeated.

Using the above observations, the distance between the instrument

station and the staff station and the R.L. of all points are calculated and

the contours are plotted.

119


TABLE 7 - RADIAL CONTOURING

STATION SIGHT

TO

STAFFREA

DING

(m)

HORIZONTAL

ANGLE

VERTICAL

ANGLE

STADIA HAIR READING

S.I

(m)

H.

D

(m)

V.D

(m)

H.I

(m)

R.L

(m) REMARKS

TOP

(m)

MIDDLE

(m)

BOTTOM

(m) 0° 0' 0''

O A1 1.46 0° 0° 00' 00'' 1.525 1.510 1.490 0.035 3 1.510 101.460 100.000

A2

0° 0° 12' 40'' 1.945 1.920 1.885 0.060 6 1.942

99.518

A3

0° 0° 46' 20'' 2.425 2.380 2.340 0.085 9 2.490

98.970

A4

0° 0° 01' 00'' 2.980 2.920 2.860 0.120 12 3.140

98.320

A5

0° 0° 02' 00'' 3.340 3.265 3.190 0.150 15 3.840

97.620

O B1

30° 0° 00' 00'' 1.465 1.450 1.440 0.025 3 1.450

100.010

B2

30° 1° 22' 40'' 1.575 1.535 1.505 0.070 6 1.581

99.879

B3

30° 1° 16' 00'' 1.790 1.745 1.705 0.085 9 1.933

99.527

B4

30° 1° 22' 20'' 2.010 1.950 1.890 0.120 12 2.237

99.223

B5

30° 0° 48' 00'' 2.330 2.250 2.175 0.155 15 2.740

98.720

O C1

60° 0° 00' 00'' 1.470 1.455 1.400 0.070 3 1.455

100.005

C2

60° 0° 14' 20'' 1.490 1.460 1.430 0.060 6 1.485

99.975

C3

60° 0° 28' 30'' 1.510 1.465 1.415 0.095 9 1.543

99.917

C4

60° 1° 15' 10'' 1.725 1.665 1.600 0.125 12 1.938

99.522

C5

60° 1° 42' 30'' 2.080 2.010 1.935 0.145 15 2.442

99.018

120

STATION SIGHT

TO

STAFF

READING

(m)

HORIZONTAL

ANGLE

VERTICAL

ANGLE

STADIA HAIR READING

S.I

(m)

H.D

(m)

V.D

(m)

H.I

(m)

R.L

(m) REMARKS

TOP

(m)

MIDDLE

(m)

BOTTOM

(m) 0° 0' 0''

O D1

90° 0° 00' 00' 1.630 1.620 1.605 0.025 3 1.620

99.840

D2

90° 0° 20' 30'' 2.160 2.130 2.100 0.060 6 2.165

99.295

D3

90° 0° 48' 00'' 2.585 2.540 2.495 0.090 9 2.665

98.795

D4

90° 1° 36' 30'' 3.175 3.115 3.055 0.120 12 3.452

98.008

D5

90° 1° 04' 30'' 3.735 3.660 3.585 0.150 15 4.203

97.257

O E1

120° 0° 00' 00'' 1.785 1.770 1.755 0.030 3 1.770

99.690

E2

120° 0° 29' 40'' 2.535 2.505 2.475 0.060 6 2.557

98.903

E3

120° 0° 58' 20'' 3.210 3.165 3.120 0.090 9 3.318

98.142

E4

120° 1° 30' 00'' 3.680 3.620 3.560 0.120 12 3.934

97.526

E5

120° 1° 42' 00'' 3.945 3.860 3.795 0.150 15 4.305

97.155

O F1

150° 0° 00' 00'' 1.950 1.935 1.920 0.030 3 1.935

99.525

F2

150° 0° 22' 00' 2.315 2.270 2.225 0.090 6 2.383

99.077

F3

150° 0° 43' 20'' 2.600 2.570 2.540 0.060 9 2.610

98.850

F4

150° 1° 04' 30'' 3.615 3.595 3.495 0.120 12 3.820

97.640

F5

150° 1° 48' 30'' 3.735 3.665 3.590 0.145 15 4.122

97.338

O G1

180° 0° 00' 00' 1.760 1.730 1.690 0.070 3 1.730

99.730

G2

180° 0° 14' 20'' 2.400 2.350 2.250 0.150 6 2.413

99.047

G3

180° 0° 52' 30'' 3.000 2.850 2.700 0.300 9 3.310

98.150

G4

180° 1° 22' 00'' 3.440 3.290 3.100 0.340 12 4.100

97.360

G5

180° 1° 40 40'' 3.700 3.490 3.260 0.440 15 4.769

96.691

121

STATION SIGHT

TO

STAFF

READING

(m)

HORIZONTAL

ANGLE

VERTICAL

ANGLE

STADIA HAIR READING

S.I

(m)

H.D

(m)

V.D

(m)

H.I

(m)

R.L

(m) REMARKS

TOP

(m)

MIDDLE

(m)

BOTTOM

(m) 0° 0' 0''

O H1

210° 0° 00' 00'' 1.500 1.460 1.420 0.080 3 1.460

100.000

H2

210° 0° 10' 30'' 1.730 1.650 1.570 0.160 6 1.700

99.760

H3

210° 0° 29' 00'' 1.990 1.870 1.730 0.260 9 2.090

99.370

H4

210° 1° 51' 30'' 2.300 2.140 1.970 0.330 12 2.634

98.826

H5

210° 1° 14' 00'' 2.590 2.350 2.130 0.460 15 3.340

98.120

O I1

240° 0° 00' 00'' 1.440 1.400 1.360 0.080 3 1.400

100.060

I2

240° 0° 19' 20'' 1.600 1.520 1.450 0.150 6 1.604

99.856

I3

240° 0° 48' 40'' 1.760 1.640 1.510 0.250 9 1.935

99.525

I4

240° 1° 12' 20'' 2.110 1.990 1.750 0.360 12 2.747

98.713

I5

240° 1° 36' 36'' 2.470 2.250 2.010 0.460 15 3.534

97.926

Note:

Reduced Level Of Given Bench Mark = 100.000 M.

Reduced Level = R.L Of Bench Mark + Height Of Instrument - Vertical Distance - Middle Hair Reading

Where,

S.I –STAFF INTERCEPT R.L - REDUCED LEVEL

H.D – HORIZONTAL DISTANCE L - LEFT

V.D –VERTICAL DISTANCE C - CENTRE


122

7.6 RESULT:

Thus the staff readings and the R.L. of the intermediate points calculated are tabulated.

The radial lines were connected with an angular spacing of 30°, starting from 0º to 360°. Smooth

curves of various contour lines were drawn connecting points of equal elevation and the contour map

is prepared.

7.7 CONCLUSION:

The contour lines joining the point of equal elevation represented in the contour map

can be used for selecting the appropriate route for the highway alignment and to determine the

quantity of earthwork to be involved in the respective projects etc.

123

8. DETERMINATION OF THE

AZIMUTH OF A SURVEY LINE BY


124

EX NO :

DATE:

8. DETERMINATION OF THE AZIMUTH OF A SURVEY LINE BY


8.1 AIM:

To determine the azimuth of the given survey line.

8.2APPARATUS REQUIRED:

Azimuth is the horizontal angle, a celestial body makes with the pole.

8.3 PROCEDURE:

1. Set the instruments over the station mark and level it accurately.

2. Clamp both the plates to zero and sight to reference mark (R.M).

3. Turn to the sun observe altitude and horizontal angle with sun in quadrant of cross wire

system. The motion in the azimuth is slow and vertical hair is kept in contact by the upper

screw (slow motion),the sun being allowed to make contact with the horizontal hair. The

time of observation is also noted.

4. Using the two tangent screws as quickly as possible being the sun into quadrant III of the

cross wire and again read the horizontal and vertical angle. Observe also the chronometer

time.

5. Turn to RM, reverse the face and take another sight on RM.

6. Take two more observation of the sun precisely in the same way as in steps 3&4, but this

time sun is in quadrant II&IV. Note the time of each observation.

7. Finally bisect the RM to see the reading is zero.

125


TABLE 8 - THE AZIMUTH OF A SURVEY LINE BY OBSERVATION ON THE SUN

8.4.1 TIME OF OBSERVATION:

FACE LEFT: FACE RIGHT: QUADRANT – I - 4:30 PM QUADRANT – I - 4:37 PM QUADRANT – IV – 4:48 PM QUADRANT – IV – 4:51 PM QUADRANT – II – 4:55 PM QUADRANT – II – 4:59 PM QUADRANT – III – 5:02 PM QUADRANT – III – 5:04 PM

WHERE,

δ - DECLINATION IN 39 ̊ 26'

𝜃- LATTITUTE FOR THE OBSERVER'S PLACE 11 ̊ 01'

α - ANGLE OF ALTITUTE

A - ANGLE OF AZIMUTH

FACE INST

.STN SIGHT TO

HORIZONTAL ANGLE VERTICAL ANGLE

Vernier A Vernier

B Mean Vernier C

Vernier

D Mean

° ' '' ' '' ° ' '' ° ' '' ' '' ° ' ''

Left A

RM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Quadrant I 95 05 20 06 0 95 05 40 20 06 40 07 00 20 06 50

Quadrant IV 97 55 20 55 0 97 55 10 14 45 20 45 20 14 45 20

Quadrant II 97 13 40 12 40 97 13 10 15 20 00 20 00 15 20 00

Quadrant III 96

43 40 43 40 96 43 40 17 20 20 20 20 17 20 20

Right

B

B

RM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Quadrant I 95

52 20 54 20 95 53 10 17 45 00 44 20 17 44 40

Quadrant IV 97 45 20 45 40 97 45 20 14 57 00 57 00 14 57 00

Quadrant II 98

35 40 35 20 98 35 10 17 40 00 40 00 17 40 00

Quadrant III 96 30 40 30 40 96 30 40 18 20 40 20 00 18 20 20

126

8.5 CALCULATIONS:

cos 𝐴 =𝑠𝑖𝑛𝛿 − 𝑠𝑖𝑛𝜃𝑠𝑖𝑛𝛼

𝑐𝑜𝑠𝛼𝑐𝑜𝑠𝜃

𝛼= 2 𝑄𝐼 +2 𝑄 𝐼𝐼𝐼

2

Face Left:

α= 2 X 20°06′ 50"+2 X 17°20′20"

2= 37°27′10"

cos A =sin39°26′ − sin37°27′10"sin11°1′

cos37°27′10" cos11°1′

A = 48°𝟏𝟒′𝟐𝟑. 𝟕𝟕"

α= 2 X 14°14′ 45"+2 X 15°20′00"

2= 30°05′20"

cos A =sin39°26′ − sin30°05′20"sin11°1′

cos30°05′20" cos11°1′

A = 50°𝟑𝟒′𝟐𝟔. 𝟓𝟖"

Face Right:

α= 2 X 17°44′ 40"+2 X 18°20′20"

2= 36°05′00"

cos A =sin39°26′ − sin36°05′10"sin11°1′

cos35°25′00" cos11°1′

A = 49°𝟏𝟐′𝟐𝟐. 𝟐"

127

α= 2 X 14°57′ 00"+2 X 17°40′00"

2=32°37′00"

cos A =sin39°26′ − sin32°37′55"sin11°1′

cos32°37′00" cos11°1′

A = 49°𝟓𝟓′𝟓𝟗. 𝟕𝟗"

Mean Azimuth =48°32′50.7"+50°34'26.6"+49°01′57.65"+49°55′44.36"

4

A = 49°𝟐𝟗′𝟏𝟖. 𝟎𝟗"

SUN

49°29'18.09"

N

E

S

W

8.6 RESULT:

Azimuth of the line, A = 49°29'18.09''

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