group-3-a21-traverse-report.pdf

Studocu is not sponsored or endorsed by any college or university
Group 3 A21 Traverse Report
Civil engineering (University of Malaysia of Pahang)
Studocu is not sponsored or endorsed by any college or university
Group 3 A21 Traverse Report
Civil engineering (University of Malaysia of Pahang)
Downloaded by Nkosi Ansari (nkosiansari@gmail.com)
lOMoARcPSD|32671042

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 A21
GROUP MEMBER NAME
& ID NUMBER
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 EN.SYARIFUDDIN BIN MISBARI
MARKS
REMARKS
ENDORSEMENT
lOMoARcPSD|32671042

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
lOMoARcPSD|32671042

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.
lOMoARcPSD|32671042
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.
lOMoARcPSD|32671042
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
lOMoARcPSD|32671042
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.
lOMoARcPSD|32671042
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
lOMoARcPSD|32671042
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.
lOMoARcPSD|32671042
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.
lOMoARcPSD|32671042
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.
lOMoARcPSD|32671042
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
lOMoARcPSD|32671042
11

Diagram Page
lOMoARcPSD|32671042
12

Appendix IV
Report:
Each group shall submit the report one week after completed the fieldwork.
The report shall be consisted hereunder-
a) Introduction
b) Objective
c) Devices
d) Procedure
e) Product
• Field book.
• Plan
f) Analysis
g) Conclusion
lOMoARcPSD|32671042
13

Sidewalk
Drain
Drain
LEGENDS
TREE
GRASS
STATION
LAND
FACULTY NAME
UNIVERSITY MALAYSIA PAHANG
DAA2322 ENGINEERING SURVEYING FIELDWORK
DETAILS
PROJECT : TRAVERSE SURVEY UMP
CAMPUS GAMBANG
DATE : 20 DECEMBER 2021
SECTION A21
GROUP NO:
3
GROUP MEMBERS
1. WAN ABDUL AZIM KHAWARIZMI BIN WAN MOHD RIMAIZI (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 (AB20147)
LECTURER SYARIFUDDIN BIN MISBARI
S1
S2
S3
S4
S5
MANHOLE
GYM
WATER PIPE
SCALE : 1:1000
137°20'22"
30.918
1
2
6
°
0
1
'
4
4
'
'
2
9
.
9
6
8
358°35'46''
37.993
2
8
3
°
4
9
'
4
8
'
'
3
1
.
0
1
5
180°00'00''
31.019
E 0.000
N 0.000
lOMoARcPSD|32671042
14

S1
S2
S3
S4
S5
137°20'22"
30.918
126°01'44''
29.968
358°35'46''
37.993
283°49'48''
31.015
180°00'00''
31.019
E 0.000
N 0.000
LEGENDS
FACULTY NAME
UNIVERSITY MALAYSIA PAHANG
DAA2322 ENGINEERING SURVEYING FIELDWORK
DETAILS
PROJECT : TRAVERSE SURVEY UMP
CAMPUS GAMBANG
DATE : 20 DECEMBER 2021
SECTION A21
GROUP NO:
GROUP MEMBERS
1. WAN ABDUL AZIM KHAWARIZMI BIN WAN MOHD RIMAIZI (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 (AB20147)
LECTURER SYARIFUDDIN BIN MISBARI
N
S
N
Station
Direction
1403.2630 m²
lOMoARcPSD|32671042
15

…………………………
Name:
Section/Group:
Date:
………………………………
Name:
Date:
PAGE:
STATION
ANGLE
STN BEARING STN
MEASUREMENT
LENGTH
CORRECTED
LENGTH
C.L C.R MEAN
2 00⁰00’00” 1 31.019
1 00⁰00’00” 180⁰00’00” 283⁰53’00” 2 283⁰49’48” 3 31.015 31.015
2 c- 12” (31.015)
3 283⁰50’00” 103⁰50’10”
2 103⁰50’10” 283⁰50’00” 358⁰36’10” 3 358⁰35’46” 4 37.993 37.993
3 c- 24” (37.993)
4 358⁰36’10” 178⁰36’10”
3 178⁰36’10” 358⁰36’10” 126⁰02’20” 4 126⁰01’44” 5 29.968 29.968
4 c- 36” (29.968)
5 126⁰02’20” 306⁰02’20”
4 306⁰02’20” 126⁰02’20” 137⁰21’10” 5 137⁰20’22” 1 30.918 30.918
5 c- 48” (30.918)
1 137⁰21’10” 317⁰21’20
5 317⁰21’20” 137⁰21’10” 180⁰01’00” 1 180⁰00’00” 2 31.019 31.019
1 c- 1’ (31.019)
2 180⁰01’00” 00⁰01’00”
Errors: 180⁰01’00”
180⁰00’00”
01’00”
Corrected : -01’00”
1’ 00 : 5
=12
Surveyed By : Checked By:
FILE NO:
LOCATION:
PROJECT:
lOMoARcPSD|32671042
16

lOMoARcPSD|32671042
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
lOMoARcPSD|32671042
18
Area : 0.1403ha

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 interfere with
our concentration making it difficult to focus on the prism.
c) Instrument factor –
Instrument factors occur because pickets have been planted for weeks and can be
disturbed by the movement of objects and living things.
After getting the results from all the stations, the data we obtained from the computer to
make a traverse adjustment report. From that report, we reached 168.7335 for bearing
misclose. By doing some latitude correction (northing misclose: -0.019) and departure
correction (easting misclose : 0.004). We reached values for our northing and easting.
We find that the perimeter is 160.913m. Accuracy for our project is 1:8274 which is
classified as class l which is the quite good for our level of constructed survey.
lOMoARcPSD|32671042
19

CONCLUSION
In this fieldwork, our team was required to carry out a traverse survey and we complete this
project successfully with a Class I result. This type of fieldwork requires a lot of determination
and teamwork between team members. Fortunately, all members of this group dedicate their
greatest effort and tolerance to finish this project on schedule.
This is challenging fieldwork and there are several difficulties while conducting a traverse survey.
Accuracy of measurement is a critical key during this project. Every team members take turns to
adjust the levelling foot screw to center the survey point through the optical plummet reticle. We
also make sure to center the bubble in the circular level by adjusting the tripod legs and bubble
using levelling screws. Parallax error may occur while adjusting the telescope to target causing an
inaccurate result. However, parallax error can be eliminated by accurately focusing the
instruments on a distant target or by focusing the eyepiece for a distinct vision of the crosshairs.
For improvement of this fieldwork, the surveyor adjusted the measurements of the distance from
one point to another point by computations and takes reading repeatedly to minimize accidental
errors that result in greater results. Based on our basic knowledge and skills, our team minimized
errors by setting an angle to zero degrees and taking a reading of an angle from left to right.
Lastly, it is important to follow the Standard Operational Procedure (SOP) to ensure our survey
operated smoothly.
Our team gained a lot of hands-on knowledge about surveying through this fieldwork. This
project taught us how to conduct and utilize pieces of equipment such as theodolite and reflectors
to gather detailed results. Moreover, we learned about horizontal and vertical angles measurement
and were able to describe the closed traverse survey well. Finally, we can determine the final
bearing and sketch the traverse correctly. Overall, our traversing fieldwork is acceptable, and our
team is pleased with the results obtained because they meet the expectation.
lOMoARcPSD|32671042
20

APPENDICES
Our team learn from lab staff and distribute roles
lOMoARcPSD|32671042
21

group-3-a21-traverse-report.pdf

Recommended

Recommended

More Related Content

Similar to group-3-a21-traverse-report.pdf

Similar to group-3-a21-traverse-report.pdf (20)

Recently uploaded

Recently uploaded (20)

group-3-a21-traverse-report.pdf