This document provides details of a fieldwork report for a traverse survey conducted by a group of quantity surveying students. It includes: - Objectives of the fieldwork to enhance surveying skills and apply classroom theories. - Description of the equipment used including a theodolite, tripod, plumb bob and level rod. - Raw data collected at stations A, B, C and D including angles, distances and calculations. - Adjusted data with corrected angles, bearings, latitudes and departures, and error of closure calculation showing the traverse is acceptable.

1. SCHOOL OF ARCHITECTURE, BUILDING AND DESIGN
BACHELOR OF QUANTITY SURVEYING (HONOURS)
MARCH 2016 INTAKE
SITE SURVEYING [QSB 60103]
FIELDWORK 2 REPORT
TRAVERSE
GROUP MEMBERS:
NAME STUDENT ID
PANG KAI YUN 0319802
SAM WEI YIN 0320364
TRACE GEW YEE 0320269
YEO KAI WEN 0319844
LECTURER: MR. CHAI VOON CHIET

2. 1
CONTENT
No. Content Page Number
1. Objectives 2
2. Introduction 3
3. Raw Data 7
4. Adjusted Data 12
5. Discussion 20
6. References 22

3. 2
OBJECTIVES
 To enhance our knowledge based on the process of Theodolite.
 To enable to have a basic knowledge on how to set up the instruments such as
Theodolite rather than learning from the books.
 To apply the theories that had been taught in class.
 To have an experience using Theodolite while setting up, collaborating, levelling and
recording the data that have been collected.
 To learn how to analyze the data.
 To identify the reduced level of each station and spot of relative height.
 To determine the difference in height of the points.
 To experience the life being as a quantity surveyor and expose the actual working
environment such as working under the hot weather in site.
 To determine the error of the misclosure in order whether is it acceptable or not on
the levelling calculations.
 To know the precautions while using the Theodolite.
 To boost the ability of teamwork while doing on fieldwork.

4. 3
INTRODUCTION TO TRAVERSING
What is traversing?
Traverse is a common method of surveying and a method of establishing horizontal
controls. In other way, it is also a type of survey in which a number of connected survey lines
form the framework and the directions and lengths of the survey lines are measured with the
help of an angle measuring instrument and a tape or chain respectively. Besides, it also
have the series of connected lines forming or not forming a loop which are called closed
traverse (when the loop is formed) and called open traverse (when loop is not formed).
Typesof Traverse
1. Open Traverse
An open traverse is one which does not close on the point of the beginning. It is a series
of measured straight lines and angles that do not geometrically close. Computational check
is not possible to detect error or blunder in distance and directions. To minimize error,
repeated observations for measurements need to be taken.

5. 4
2. Closed Traverse
A closed traverse is one enclosing a defined area and having a common point for its
beginning to end.
There are two types of Closed Traverse which are:-
 Loop Traverse
 Loop traverse starts and ends at the same point, forming a polygon.
 Loop traverse is suitable for many engineering surveys.
 Connecting Traverse
 It is quite similar to Open Traverse, however the only difference is it begins
and ends at point of known position at each end of traverse.

6. 5
Apparatus UsedFor Levelling
Theodolite
A Theodolite is an instrument for measuring both horizontal and vertical angles, and mostly
used in traversing. It is a tool which used in the land surveying and engineering industry, but
theodolites have been adapted for other specialized purposes as well. It consists of a
telescope mounted that able to swivel both horizontal and vertical. It is accomplished by the
levelling with the help of spirit level and crosshairs that allow to show the accurate alignment
with the object in the telescope.
Tripod
This instrument is easy to set up due to each leg can be adjusted to the required height. The
function of this instrument is to ensure a stable instrument setup for reliable measurements
to get the accurate data and readings.

7. 6
Plumb Bob
A plumb bob used the law of gravity. That the plumb bob or a plummet is a weight, usually
with a pointed tip on the bottom, which is suspended from a string and used as a vertical and
perpendicular reference line or plumb-line to any level plane through which passes.
Bar-Coded Level Rod
It is a aluminium rod that have a rectangular cross section. An instrument that used to
determine the relative heights of the different points. The lower end of the rod is shod with
metal to protect from wear. The instrument is sectional and it can be shortened for storage
and lengthened for use.

8. 7
RAW DATA
Station Station
Sighted
Facing
Stadia Reading
Horizontal
Angle
Vertical
AngleTop Middle Bottom
A
B
Left 138.5
132.5
126.5
96°59′00′′
90°18′20′′
Right 138.5 126.5 270°11′40′′
D
Left 138.5 126.5
97°03‘40‘’
90°24′20′′
Right 138.8 126.6 269°43′40′′
B
A
Left 142.5
136.5
130.5
89°04’00’’
90°00′40′′
Right 142.4 130.0 269°58′20′′
C
Left 142.5 130.5
89°10’00’’
89°38′40′′
Right 142.5 130.5 270°21′20′′
C
B
Left 140.2
134.0
128.3
91°39’20’’
89°57′00′′
Right 140.5 128.4 270°02′40′′
D
Left 141.3 127.8
91°35’20’’
90°01′20′′
Right 141.2 127.9 269°58′20′′
D
C
Left 134.6
128.0
121.3
83°05’40’’
89°56′40′′
Right 134.5 121.4 270°01′40′′
A
Left 134.1 121.9
83°08’20’’
89°36′00′′
Right 134.0 121.8 270°23′20′′
Angles Calculation
Angle A = (96° 59′ 00′′ + 97° 03’ 40”) / 2 = 97° 01’ 20”
Angle B = (89° 04’ 00” + 89° 10’ 00”) / 2 = 89° 07’ 00”
Angel C = (91° 39’ 20” + 91° 35’ 20”) / 2 = 91° 37’ 20”
Angel D = (83° 05’ 40” + 83° 08’ 20”) / 2 = 83° 07’ 00”

9. 8
Distance Calculation
The horizontal distances between the survey points and the theodolite can be calculated
using the equations as follows:
D = K × s × cos2 (θ) + C × cos2 (θ)
Where,
D = horizontal distance between survey point and instrument
S = difference between top stadia and bottom stadia
θ = vertical angle of telescope from the horizontal line when capturing the stadia readings
K = multiplying constant given by the manufacturer of the theodolite, (normally = 100)
C = additive factor given by the manufacturer of the theodolite, (normally = 0)
Distance A to B
Distance A to B (FL) = 100 × (1.385-1.265) × cos2
(1°) + 0 × cos2
(1°) = 12.00m
Distance A to B (FR) = 100 × (1.385-1.265) × cos2
(1°) + 0 × cos2
(1°) = 12.00m
Average reading = (12.00m + 12.00m) / 2 = 12.00m
Distance B to A
Distance B to A (FL) = 100 × (1.425-1.305) × cos2
(1°) + 0 × cos2
(1°) = 12.00 m
Distance B to A (FR) = 100 × (1.424-1.300) × cos2
(1°) + 0 × cos2
(1°) = 12.40 m
Average reading = (12.00 m + 12.40 m) / 2 = 12.20 m
Average reading AB = (12.00 m + 12.20 m) /2 =12.10 m

10. 9
Distance B to C
Distance B to C (FL) = 100 × (1.425-1.305) × cos2
(1°) + 0 × cos2
(1°) = 12.00 m
Distance B to C (FR) = 100 × (1.425-1.305) × cos2
(1°) + 0 × cos2
(1°) = 12.00 m
Average reading = (12.00 m + 12.00 m) / 2 = 12.00 m
Distance C to B
Distance C to B (FL) = 100 × (1.402-1.283) × cos2
(1°) + 0 × cos2
(1°) = 11.90 m
Distance C to B (FR) = 100 × (1.405-1.284) × cos2
(1°) + 0 × cos2
(1°) = 12.10 m
Average reading = (11.90 m + 12.10 m) / 2 = 12.00 m
Average reading BC = (12.00 m + 12.00 m) /2 =12.00 m
Distance C to D
Distance C to D (FL) = 100 × (1.413-1.278) × cos2
(1°) + 0 × cos2
(1°) = 13.50 m
Distance C to D (FR) = 100 × (1.412-1.279) × cos2
(1°) + 0 × cos2
(1°) = 13.30 m
Average reading = (13.50 m + 13.30 m) / 2 = 13.40 m
Distance D to C
Distance D to C (FL) = 100 × (1.346-1.213) × cos2
(1°) + 0 × cos2
(1°) = 13.30 m
Distance D to C (FR) = 100 × (1.345-1.214) × cos2
(1°) + 0 × cos2
(1°) = 13.10 m
Average reading = (13.30 m + 13.10 m) / 2 = 13.20 m
Average reading CD = (13.40 m + 13.20 m) /2 =13.30 m

11. 10
Distance D to A
Distance D to A (FL) = 100 × (1.341-1.219) × cos2
(1°) + 0 × cos2
(1°) = 12.20 m
Distance D to A (FR) = 100 × (1.340-1.218) × cos2
(1°) + 0 × cos2
(1°) = 12.20 m
Average reading = (12.20 m + 12.20 m) / 2 = 12.20 m
Distance A to D
Distance A to D (FL) = 100 × (1.385-1.265) × cos2
(1°) + 0 × cos2
(1°) = 12.00 m
Distance A to D (FR) = 100 × (1.388-1.266) × cos2
(1°) + 0 × cos2
(1°) = 12.20 m
Average reading = (12.00 m + 12.20 m) / 2 = 12.10 m
Average reading DA = (12.20 m + 12.10 m) /2 =12.15 m

12. 11
Station Field Angles Distance (m)
A 97° 01’ 20” 12.10
B 89° 07’ 00” 12.00
C 91° 37’ 20” 13.30
D 83° 07’ 00” 12.15
Sum 360° 59’ 40” 49.55

13. 12
ADJUSTED DATA
1. Compute the Angular Error And Adjust The Angles
The sum of the interior angles in any loop traverse must equal (n-2) x 180° for geometric
consistency.
Sum of the interior = (n-2) x 180°
= (4-2) x 180°
= 360°
Total angular error = 360° 00’ 00” - 360° 52’ 40”
= - 00° 52’ 40”
Error per angle = - 0° 52’ 40” / 4
= - 0° 13’ 10” per angle
Station Field Angles Correction Adjusted Angles
A 97°01’ 20” - 0° 13’ 10” 96° 48’ 10”
B 89° 07’ 00” - 0° 13’ 10” 88° 53’ 50”
C 91° 37’ 20” - 0° 13’ 10” 91°24’ 10”
D 83°07’ 00” - 0° 13’ 10” 82° 53’ 50”
Sum 360° 52’ 40” 360° 00’ 00”

14. 13
2. Compute Course Bearings Or Azimuths
Bearings Azimuths
A - B
180° 00’ 10”
- 96° 48’ 10”
83° 11’ 50”
S 83° 11’ 50” E
96° 48’ 10”
B - C
N 5° 42’ 00” E
96° 48’ 10”
+ 88° 53’ 50”
185° 42’ 00”
- 180° 00’ 00”
5° 42’ 00”
C - D
180° 00’ 00”
- 97° 06’ 10”
82° 53’ 50”
N 82° 53’ 50” W
5° 42’ 00”
+ 91° 24’ 10”
97° 06’ 10”
+ 180° 00’ 00”
277° 06’ 10”
D - A
S 0° 0’ 0” E
277° 06’ 10”
+ 82° 53’ 50”
360° 00’ 00”
- 180° 00’ 00”
180° 00’ 00”

15. 14
3. Compute Course for Latitudes and Departures
Station Bearing, β Length, L
Cos β Sin β L cos β L sin β
Cosine Sine Latitude Departure
A
S 83° 11’ 50” E 12.10 -0.1185 +0.9930 -1.4339 +12.0153
B
N 5° 42’ 00” E 12.00 0.9951 +0.0993 +11.9412 +1.1916
C
N 82° 53’ 50” W 13.30 0.1236 -0.9923 +1.6439 -13.1976
D
S 0°00’00” E 12.15 -1.0000 +0.0000 -12.1500 +0.0000
A
Perimeter(P) = 49.55 m Sum of latitudes = ∑∆y = 0.0012 m
Sum of departures = ∑∆x = 0.0093 m

16. 15
4. Determine the Error of Closure and Accuracy
Accuracy = 1: (P/EC)
For average land surveying, an accuracy of about 1: 3000 is typical.
EC = [ (sum of latitude)2
+ (sum of departure)2
]1/2
= [ (0.0012)2
+ (0.00093)2
]1/2
= 0.00938 m
P = 49.55 m
Accuracy = 1: (49.55/0.00938)
= 1: 5282.52
 Therefore, the traversing is acceptable.

17. 16
5. Adjust Course Latitudes And Departures
Compass Rule:
Correction = – [ΣΔy] / P x L or – [ΣΔx] / P x L
Where,
ΣΔy and ΣΔx = the error in latitude and departure
P = total length of perimeter of the traverse
L = length of a particular course
Station
Unadjusted Corrections Adjusted
Latitude Departure Latitude Departure Latitude Departure
A
-1.4339 +12.0153 - 0.00029 - 0.00227 -1.4342 12.0130
B
+11.9412 +1.1916 - 0.00029 - 0.00225 11.9409 1.1894
C
+1.6439 -13.1976 - 0.00032 - 0.00250 1.6436 -13.2001
D
-12.1500 +0.0000 - 0.00029 - 0.00228 -12.1503 - 0.0023
A
0.0012 0.0093 -0.0012 -0.0093 0.0000 0.0000
Check Check

18. 17
Latitude correction
The correction to the latitude of course AB is - (0.0012/49.55) x 12.10 = - 0.00029
The correction to the latitude of course BC is - (0.0012/49.55) x 12.00 = - 0.00029
The correction to the latitude of course CD is - (0.0012/49.55) x 13.30 = - 0.00032
The correction to the latitude of course DA is - (0.0012/49.55) x 12.15 = - 0.00029
Departure correction
The correction to the departure of course AB is - (0.0093/49.55) x 12.10 = - 0.00227
The correction to the departure of course BC is - (0.0093/49.55) x 12.00 = - 0.00225
The correction to the departure of course CD is - (0.0093/49.55) x 13.30 = - 0.00250
The correction to the departure of course DA is - (0.0093/49.55) x 12.15 = - 0.00228

19. 18
6. Compute Station Coordinates
N₂ = N₁ + Latitude₁₋₂
E₂ = E₁ + Departure₁₋₂
Where,
N₂ and E₂ = Y and X coordinates of station 2
N₁ and E₁ = Y and X coordinates of station 1
Latitude₁₋₂ = Latitude of course 1-2
Departure₁₋₂ = Departure of course 1-2
Station N Coordinate* Latitude E Coordinates* Departure
A 1000.000 1000.000
- 1.4342 + 12.0130
B 998.5658 1012.013
+ 11.9409 + 1.1894
C 1010.5067 1013.2024
+ 1.6436 - 13.2001
D 1012.1503 1000.0023
- 12.1503 - 0.0023
A 1000.000 1000.000

20. 19
The adjusted loop traverse plotted by coordinates.
N 1000.0000
E 1000.0000
N 998.5658
E 1012.0130
N 1010.5067
E 1013.2024
N 1012.1503
E 1000.0023
996
998
1000
1002
1004
1006
1008
1010
1012
1014
998 1000 1002 1004 1006 1008 1010 1012 1014
Y axis(north)
X axis
(east)
D
B
A
C

21. 20
DISCUSSION
In this fieldwork, we need to construct a closed loop traverse using a theodolite the
staff parking at Taylor’s University Lakeside Campus. We are required to measure the
horizontal and vertical angles of any four points which are labelled as A, B, C and D. We had
used about three hours to complete all the scope works.
First of all, we need to place the theodolite at station A and adjust the theodolite until
it is in horizontal level. Moreover, the other stations (A, B, C, D) must be stated on the site to
form a loop traverse by using the white liquid ink. We had moved to the base for four times
to get our field data.
During measuring the angle, the horizontal and vertical angles will be shown on the
digital readout panel. The process of the fieldwork is smoothly. After we get the readings, we
are required to do the error distributions in order to find out more exact angle.
Our total angle for the loop traverse is 360° 52’ 40” and the total angle error is about
- 0° 52’ 40”. Therefore, it has - 0° 13’ 10” error per angle. The accuracy is important to be
calculated to ensure that the mis-closure of the angle is acceptable. The typical accuracy is
1:3000. The accuracy we calculated is 1: 5282.52. Thus, our traversing is acceptable.
One of the difficulties we had faced during the fieldwork was we have to ensure that
the spirit bubble have to be exactly at the centre point. At the first time we set up the
theodolite, it took us extra time to let the instrument to be in stabilizes which we have to
make sure that the spirit level is always in the middle in every position. As we had tried more
often, we did more efficiently while making the theodolite to be in a stable state quickly.

22. 21
In conclusion, this fieldwork was interesting. It was effective for us to broaden our
knowledge on the experiment of the theodolite and adjust the data error in order for us to
find out more exact angel. This is a very great experience and it will definitely help us in our
future.

23. 22
REFERENCES
Civil Engineering. (n.d.). Retrieved June 3, 2016, from
http://surfcivil.blogspot.my/2010/05/traverse-surveying.html
Horizontal control surveys. (n.d.). Retrieved June 4, 2016, from http://surveying.structural-
analyser.com/chapter07/
Introduction to Traversing - Open and closed Traverses. (n.d.). Retrieved June 4, 2016, from
http://www.builtsense.net/topic/239-introduction-to-traversing-open-and-closed-traverses/
Military. (n.d.). Retrieved July 11, 2016, from
http://www.globalsecurity.org/military/library/policy/army/fm/3-34-331/ch6.htm
Surveying Equipment. (n.d.). Retrieved July 11, 2016, from
http://www.engineersupply.com/surveying-equipment.aspx