Group 3 A21 Traverse Report PDF

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FACULTYOF CIVIL ENGINEERINGTECHNOLOGYENGINEERING SURVEYFIELDWORK SEMESTER 1 2021 / 2022THEODOLITE TRAVERSINGREPORTSUBJECT CODE DAA2322 ENGINEERING SURVEYINGFIELDWORKDATE 9&16 DISEMBER 2021GROUP NUMBER GROUP 3SECTION AGROUP MEMBER NAME& ID NUMBER1. WAN ABDUL AZIM KHAWARIZMI BIN WANMOHD RUMAIZ...

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FACULTY OF CIVIL ENGINEERING TECHNOLOGY ENGINEERING SURVEY FIELDWORK SEMESTER 1 2021/2022 THEODOLITE TRAVERSING REPORT SUBJECT CODE

DAA2322 ENGINEERING SURVEYING FIELDWORK

DATE

9&16 DISEMBER 2021

GROUP NUMBER

GROUP 3

SECTION

GROUP MEMBER NAME & ID NUMBER

A21

1. WAN ABDUL AZIM KHAWARIZMI BIN WAN MOHD RUMAIZI (AB20072) 2. NURUL ATIQAH BINTI AHMAD RAZALI (AB20059) 3. JANAARTHAANAN A/L RAJAN (AB20041) 4. NUR FATIN NABILAH BINTI MOHD ROZAIDE (AB20109) 5. NUR MUHAMMAD AQASYAH BIN AYUB (AB20128) 6. NURUL AMIRA BINTI RAZALI (AB201470)

LECTURER

MARKS REMARKS ENDORSEMENT

EN.SYARIFUDDIN BIN MISBARI

TABLE OF CONTENT No

Content

Page number

1

Introduction

3

2

Objective

3

3

Devices

4

4

Procedure

5-13

5

Products

14-18

6

Discussion & Analysis

19

7

Conclusion

20

8

Appendix

21

Introduction The purpose of traverse is to figure out where all the unknown points are in relative to each other and to find out where all the points in the traverse are in relative to a common grid. Three pieces of initial data are required which are the coordinates, height of starting point, as well as an azimuth to a visible azimuth mark. Traverse is a surveying technique for establishing control networks. Survey stations are placed along a line or path of travel, and the previously surveyed locations are used as a base for observing the next point in a traverse network. Each one is intervisible with its adjacent stations, where each line's bearing and length are measured. There are two type of traverse which are open traverse and closed traverse. Open traverse is finish at point of unknown coordinate. Closed traverse is normally form of polygon. The start and finish at point of known coordinate. The principle of traversing is a field method for delivering network control across multiple networks. This also includes general placement of the points in the line access. The points that were surveyed for the base observation. There are four method of traversing which are chain traversing, compass traversing, theodolite traversing and plane table traversing. The advantage of traversing is that each station only requires a few observations, whereas other survey networks require many angular and linear measurements to be produced and analysed. Then, in triangular systems, traverse networks are not affected by the strength of figure considerations. Finally, the traverse does not add up because of the scale mistake. The distance between stations can also be increased to avoid azimuth swing errors.

Objective 

To create a network or structure of traverse legs and traverse stations, as well as to ensure that all ground features are visible and can be accurately located with the instrument.



To Identify the distance and bearing from a station to another station.



Transfer all the data to the traverse form.

3

LIST OF DEVICES

1. 1 set of built-in EDM or total station complete with accessories. Electronic distance measurement (EDM) is a method of determining the length between two points using electromagnetic waves.

2. 2 sets of reflectors completed with accessories. It is used to reflect the Electronic Distance Measurement (EDM) beam from a total station. A survey prism reflects the EDM beam back to its source with both a wide angle of incidence and with high precision

3. It can be used to support surveying instruments such as theodolites, total stations, levels and transits. The surveyor can securely anchor the legs of the tripod in soil or a marked pavement and then can adjust the leg lengths to bring the tripod head to a convenient level.

4. Traverse form. It is used to write down the reading of data for each stations.

4

PROCEDURE 1. Setting up the Theodolite 1.1 Setting the tripod. The tripod legs were spread out on the ground around the survey point.

1.2 Length of the tripod stand should be measured from height of the person’s chest that setting up the tripod. Spread out the tripod legs slowly on the ground.

1.3 Centering the tripod. The sight of the tripod should be taken through the optical plummet to view the center of the wood pegs. 1.4 Levelling the tripod. Before the traversing survey is started, make sure the bubble of the total station is center. The uncenter of the bubble can resulted an error reading of the traversing. It may take a time to centralize the bubble. Refinements to the centering and leveling of the instrument must now be made; (a) Set the plate spirit level over two screws and centralize the bubble, (b) Turn the instrument through 90° and recentralize the bubble (c) Repeat operations (a) and (b) until the bubble remains central for both positions

5

2. Setting the back bearing (Electronic distance measurement (EDM)) 2.1 Loosen up the horizontal and vertical plate, turn the theodolite toward the station on which the reflector is placed, and make sure the theodolite in face left position, 2.2 Switch on theodolite by press the power button. Make sure horizontal bearing in the mode Horizontal Right (HR). 2.3 Rotate the theodolite horizontally until the theodolite horizontally face the reflector and automatically the required horizontal bearing had been displayed in panel. 2.4 Tighten up the horizontal and vertical plate, focus to the center of the reflector. 2.5 Write down the bearing readings and the distance to the traverse form.

3. Obtained front bearing 3.1 Loose up the horizontal and vertical plate. 3.2 Rotate the theodolite horizontally until it is targeting the reflector on the front station. 3.3 Write down the horizontal bearing that has been display at the screen. 3.4 Measure the distance by pressing the [|] key. The distance will be display at the screen and write it down on the traverse form. Repeat step (2) to (3) for face right position.

6

Objective: 1. To make close traverse survey (planimetric control) of a parcel of ground within UMP area using built-in EDM (Total Station). 2. To produce of the scaled drawing of traverse survey. Scope of works: 1. Each group shall be carried out on a planimetric control traverse within the allocated area employ all normal survey practice to control the accuracy of the survey works. • Minimum station for traverse survey is Five (5). • Minimum length of each line not less 30m. 2. The permissible closing errors ; • Angular : 00’10” per station with a maximum difference of 01’15” between the traverse on closing circuit. • Linear : 1 in 8000 between the length derived from the traverse on closing a circuit. 3. Each group shall be prepared a plan of traverse had been done. 4. Each group shall be prepared a report of had been done (Appendix IV). The report shall be submitted one week after completed the fieldwork. List of Devices: 1. 1 set of Built-in EDM or Total Station completed with accessories. 2. 2 set of Reflector completed with accessories. 3. Fieldbook. Procedure of works: 1. Reconnaissance survey The survey team’s first task is to make a reconnaissance survey of the area, i.e. the simply walks over the area with a view to establishing the best sites for survey stations. The sites must be chosen with care and are in fact governed a considerable number of factors. • The survey stations may have to be used at some future date when setting-out operations take place. • Strictly speaking it is necessary to be able to see only from any one station to the other two stations of any triangle. • While such problems can be overcome they should be avoided if at all possible. 2. Conducting a survey (Appendix II). • Line 2-1 shall be determined as datum for starting the traverse. Using prismatic compass to obtain bearing of this line. 3. Recording the survey (Appendix III). Measurements must be recorded in permanent ink in the appropriate columns of the observation pages immediately after they are made. 4. Plotting. Appendix I THEODOLITE TRAVERSING

7

Introduction: The theodolite is an instrument that is used to measure angles, with an accuracy varying from 1 to 60 seconds of arc. A conventional theodolite cannot be used to find north and the bearing, i.e. the direction, of a line relative to magnetic north. Modern developments in electronics have now made possible the measurement of bearing and distance electronically, both of which are continuously updated and displayed in real time from sighting point. Angular accuracy varies between one and 10 seconds. Meanwhile, the measurement of distance is accomplished in seconds with a very high degree of accuracy. These instruments are commonly called built-in EDM (total station). Traverse surveys: In order to survey any parcel of ground, two distinct operations are required, namely (a) a framework survey, and (b) a detail survey A framework survey consists of a series of straight lines, arranged in the form of triangles (linear surveys), polygons (closed traverse surveys) or vectors (open traverse surveys). A detail survey consists of a series of offsets, which are added to and supplement the framework survey. A traverse survey consists of a series of survey lines, connected to each other, each line having length and direction. They are, therefore, vectors. The vectors, may or may not close to form a polygon. Figure shows, point A, B, C and D are the survey stations of an open traverse, following a stream that is to be surveyed and plotted to scale. Line AB, BC and CD are the measured legs of traverse and bearing AB, BC and CD, measured using a theodolite. Together they form the survey framework.

Figure shows a closed traverse, where the vectors 12, 23, 34, 45, 51 and 12 form a closed polygon. The bearing and lengths of the lines are measured.

8

Another closed traverse, the traverse begins on two points A and B of known bearing and ends on two different known points C and D. The survey is one again self-checking in that the bearing of line CD deduced from the traversing should agree with the already known bearing of CD.

9

Appendix II Procedure 1. Setting up the Theodolite • Setting the tripod The tripod legs are spread out and rested lightly on the ground around the survey point. Judging by eye, the legs are moved to bring the tripod head over the point, keeping the tripod head as level as possible. • Mounting the instrument The theodolite is carefully removed from the box and screwed to the tripod. • Centering A sight is taken through the optical plummet to view the survey peg. The foot screws are turned to bring the instrument exactly over the peg. The theodolite is now centered but, not level. • Levelling Levelling is accomplished by raising or lowering the legs of the tripod, using the sliding leg arrangement, until the circular spirit level is centered. Refinements to the centering and leveling of the instrument must now be made; (a) Set the plate spirit level over two screws and centralize the bubble, (b) Turn the instrument through 90o and recentralize the bubble (c) Repeat operations (a) and (b) until the bubble remains central for both positions. • Parallax elimination A piece of paper is held in front of the telescope and the observer, sighting the paper through the telescope, turns the eyepiece carefully until the cross-wires of the reticule are sharply defined. 2. Setting up Back Bearing (Topcon GTS220) • Released Horizontal and vertical plate, and the theodolite in face left position. • Switch on Theodolite Display Panel. Make sure horizontal bearing in the mode Horizontal Right (HR). • Rotate the theodolite horizontally, till the required horizontal bearing had been display in panel. • Refinements to the required horizontal bearing, using horizontal tangent screw. • Press the (F2) (HOLD) key. • Collimate the target above the back station. • Press the [F3] (YES) key to finish holding the horizontal angle. 3. Obtained Front bearing • Released Horizontal and vertical plate. • Rotate the theodolite horizontally, collimate the target above the front station. • Horizontal bearing has display.

10

4. Measure Distance • Collimate the center of prism. • Press the [|]key. Distance measurement starts. Display panel shows HR (Horizontal angle), HD (horizontal distance) and VD (Vertical distance). • Press F1 (Meas). New distance display. Repeat operations (2) to (4) for face right position. Appendix III

Observation page

11

Diagram Page

12

Appendix IV Report: Each group shall submit the report one week after completed the fieldwork. The report shall be consisted hereundera) Introduction b) Objective c) Devices d) Procedure e) Product • Field book. • Plan f) Analysis g) Conclusion

13

E 0.000 N 0.000

LEGENDS TREE

S1

Sidewalk

18 0 31 °00 .01 '00 9 ''

" '22 °20 18 7 3 9 . 1 30

GRASS

Drain

STATION S2

S5 12 6° 29 01'4 .9 4' 68 '

LAND

28 3 31 °49' .0 48 15 ''

MANHOLE

Drain

WATER PIPE SCALE : 1:1000

S4 358°35'46'' 37.993

FACULTY OF CIVIL ENGINEERING TECHNOLOGY DAA2322 ENGINEERING SURVEYING FIELDWORK GROUP NO:

DETAILS PROJECT : TRAVERSE SURVEY UMP CAMPUS GAMBANG DATE : 20 DECEMBER 2021 SECTION A21

S3

GROUP MEMBERS

FACULTY NAME UNIVERSITY MALAYSIA PAHANG

3

GYM

1. 2. 3. 4. 5. 6.

WAN ABDUL AZIM KHAWARIZMI BIN WAN MOHD RIMAIZI (AB20072) NURUL ATIQAH BINTI AHMAD RAZALI (AB20059) JANAARTHAANAN A/L RAJAN (AB20041) NUR FATIN NABILAH BINTI MOHD ROZAIDE (AB20109) NUR MUHAMMAD AQASYAH BIN AYUB (AB20128) NURUL AMIRA BINTI RAZALI (AB20147)

LECTURER

SYARIFUDDIN BIN MISBARI

1

LEGENDS E 0.000 N 0.000

S N

N

S1

Station Direction

18 0° 31 00' .0 00 19 ''

" '22 °20 18 137 30.9

S5 S2 '' '44 01 968 ° 6 . 12 2 9

1403.2630 m² '' 48 9' 5 4 3 ° .0 1 28 31

S4 358 °3 5 37.9 '46'' 93

S3

GROUP MEMBERS

FACULTY NAME UNIVERSITY MALAYSIA PAHANG FACULTY OF CIVIL ENGINEERING TECHNOLOGY DAA2322 ENGINEERING SURVEYING FIELDWORK GROUP NO:

DETAILS PROJECT : TRAVERSE SURVEY UMP CAMPUS GAMBANG DATE : 20 DECEMBER 2021 SECTION A21

1. 2. 3. 4. 5. 6.

WAN ABDUL AZIM KHAWARIZMI BIN WAN MOHD RIMAIZI (AB20072) NURUL ATIQAH BINTI AHMAD RAZALI (AB20059) JANAARTHAANAN A/L RAJAN (AB20041) NUR FATIN NABILAH BINTI MOHD ROZAIDE (AB20109) NUR MUHAMMAD AQASYAH BIN AYUB (AB20128) NURUL AMIRA BINTI RAZALI (AB20147)

LECTURER

SYARIFUDDIN BIN MISBARI

15

FILE NO: LOCATION: PROJECT:

STATION

1

PAGE:

C.L

00⁰00’00”

ANGLE C.R

180⁰00’00”

2 3

283⁰50’00”

103⁰50’10”

2

103⁰50’10”

283⁰50’00”

3 4

358⁰36’10”

178⁰36’10”

3

178⁰36’10”

358⁰36’10”

4 5

126⁰02’20”

306⁰02’20”

4

306⁰02’20”

126⁰02’20”

5 1

137⁰21’10”

317⁰21’20

5

317⁰21’20”

137⁰21’10”

1 2

180⁰01’00”

MEAN

STN

BEARING

STN

MEASUREMENT LENGTH

2

00⁰00’00”

1

31.019

3

31.015 (31.015)

31.015

37.993 (37.993)

37.993

283⁰53’00” 12”

2

c-

283⁰49’48”

358⁰36’10” 24”

3

358⁰35’46”

4

c-

126⁰02’20”

4

126⁰01’44”

5

c-

36”

137⁰21’10” 48”

5

137⁰20’22”

1

c-

180⁰01’00” 1’

1

180⁰00’00”

2

c-

CORRECTED LENGTH

29.968

30.918 (30.918)

31.019 (31.019)

00⁰01’00”

Errors:

180⁰01’00” 180⁰00’00” 01’00”

Corrected :

-01’00” 1’ 00 : 5 =12

Surveyed By :

Checked By:

………………………… Name: Section/Group: Date:

……………………………… Name: Date:

16

29.968

(29.968)

30.918

31.019

17

LATID AND DIPAT FORM

GROUP : 3 SECTION : A21 Line

Bearing

Length

Depart ΔE

Latit ΔN

ΔE Correction

ΔN Correction

Corrected ΔE

Corrected ΔN

Eastings

Northings

Stations

0.000

0.000

1

1-2

180⁰00’00”

31.019

-0.000

-31.019

0.001

-0.004

0.001

-31.023

-0.000

-31.019

2

2-3

283⁰49’48”

31.015

-30.116

7.414

0.001

-0.004

-30.115

7.41

-30.116

-23.605

3

3-4

358⁰35’46”

37.993

-0.931

37.982

0.001

-0.004

-0.930

37.978

-31.047

14.376

4

4-5

126⁰01’44”

29.968

24.236

-17.627

0.001

-0.004

24.237

-17.631

-6.811

-3.250

5

5-1

137⁰20’22”

30.918

20.952

-22.737

0.001

-0.004

20.953

-22.741

14.141

-25.987

1

∑

160.913

14.141

-25.987

Errors

0.004

-0.019

Correction

-0.004

0.019

Accuracy

1:8274

Area : 0.1403ha

18

ANALYSIS OF TRAVERSE Based on the fieldwork, we have learned about the traverse. We were able to learn a lot of information about how to use theodolite traversing, but at the same time, we also have faced some difficulties. There are a few factors which might influenced the reading that obtained.

The factor are: a) Human factor – Readings taken on the instrument are inconsistent due to the presence of more than one observer. this error will occur in every observer. However, by following the prescribed setup and procedures, the possibility of errors can be minimized. Therefore, the observer must be the same person and very sure that reading taken was correctly.

b) Natural factor – Natural errors can occur due to environmental conditions. This error occurs due to wind speed, and very hot weather. Poor station selection can result in poor vision conditions due to alternating sun and shadows. Uneven ground also causes errors. This can...