Tranversing

1. SCHOOL OF ARCHITECTURE, BUILDING AND DESIGN
BACHELOR IN QUANTITY SUREYING (HONOURS)
SITE SURVEYING [QSB60103]
FIELDWORK 2nd REPORT
TRAVERSE
Lecturer: Mr. Chai Voon Chiet
Name Student ID Marks
Chow Wen Fang 0326822
Carolyn Low Sing Yee 0327652
Chia Yuh Fei 0324019

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Table of Contents
Introduction to Traversing .......................................................................3-5
1.1 Definition of Traversing
1.2 Type of Traversing
1.3 Definition of term used in traversing
1.4 Acceptable Misclosure
1.5 Purpose of traversing
Outline Apparatus ...................................................................................6-7
2.1 Theodolite
2.2 Adjustable Leg Tripod
2.3 Levelling Rod
2.4 Optical Plummet
Objective ..................................................................................................... 8
Raw Data...................................................................................................... 9
Adjusted Data.......................................................................................10-19
3.0 Field Angle
3.1 Adjusted Angle
3.1.1 Compute the angular angle and adjust the angles
3.1.2 Stadia Method
3.1.3 Compute course bearing or azimuth
3.1.4 Compute Course Bearing and Latitude
3.1.5 Determine the Error of Closure
3.1.6 Adjust course latitudes and departures
3.1.7 Compute Station Coordinates
Summary.................................................................................................... 20
Appendix.................................................................................................... 21

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INTRODUCTION
1.0Introduction to Traversing
1.1 Definition of Traversing
Traverse Surveying is a popular method of surveying and also the most common type of control
survey. A traverse is a series of connected lines whose lengths and directions of the survey
lines are measured with the aid of an angle measuring instruments and a tape or a chain
respectively. The interconnected series of lines are called courses while running between a
series of points on the ground is called traverse stations. For the measurement, both angles and
distances are measured using different types of measuring equipment. The angles are often
measured using total station or theodolite whereas the distances are often measured using steel
tape, total station or electronic distance measurement instrument. The purpose of using
traversing in control survey is to determine a network of horizontal reference points called
control points.
1.2 Types of Traversing
Open Traverse
Open Traverse is a series of measured straight lines and angles that does not close geometrically
or intersect to form a loop. It ends at a station whose relative position is unknown instead of
ending up at the starting point. Provided there is no check on the fieldwork or starting data, it
is normally not recommended to use. Usually, they are being applied in underground surveys.
Open Traverse
Closed Traverse
Closed traverse is a series of connected lines whose lengths and bearings are measured. It also
provides a check on the validity and accuracy of field measurements. If you were to pace
continuously along the sides of a closed traverse, the finishing point would end up in the
starting location. There are two types of closed traverse:
Closed Traverse

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Loop Traverse
Loop Traverse starts and ends at the same point, forming a loop or a polygon. It is suitable for
many engineering surveys.
Loop Traverse
Connecting Traverse
Connecting Traverse looks similar to Open Traverse, however it starts and ends at a point of
known position at every end of traverse.
Connecting Traverse
1.3 Definition of term used in Traversing
Azimuth
An azimuth is the direction measured in degrees clockwise from north on an azimuth circle.
An azimuth circle consists of 360 degrees. 90 degrees corresponds to east, 180 degrees is south ,
270 degrees is east and 360 degrees and 0 degrees marks north.
Bearing
A bearing provides a direction given as the primary compass direction, degree of angle, and an
east and west designation. A bearing describes a line as heading north or south, and deflected
some number of degrees toward east or west. A bearing, therefore, will always have an angle
less than 90 degrees.
Comparison between Azimuth and Bearing

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1.4 Acceptable Misclosure
Commonly for land surveying, an accuracy of about 1:3000 is typical. An accuracy of at least
1:5000 would be required for third-order control traverse surveys. The acceptable misclosure
can be measured by:
Accuracy = 1: (P/ E𝑐)
P= Perimater of the entire traverse
E𝑐= The total error
1.5 Purpose of Traversing
 Determine the positions of existing boundary markers.
 Determine the positions of boundary lines.
 Establish ground control of photographic mapping.
 Establish control for gathering data and locating construction work, railroads and
highways.

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OUTLINE APPARATUS
2.0Outline Apparatus
2.1 Theodolite
A surveying instrument and precision instrument for measuring angles in the horizontal and
vertical planes. A theodolite consists of a telescope mounted on a base. The telescope has a
sight on the top of it that is used to align the target. Other than that, the instrument has a focusing
knob that is used to make the object clear. A theodolite works by combining optical plummets
(or plumb bobs), a spirit (bubble level), and graduated circles to find vertical and horizontal
angles in surveying. The telescope contains an eyepiece that the user looks through to find the
target being sighted. The theodolite’s base is threaded for easy mounting on a tripod.
2.2 Adjustable Leg Tripod
Adjustable leg tripods are easy to set up on ground because each leg can be adjusted to the
exact height needed to find the target, even on a steep slope. A sturdy tripod in good condition
is essential for obtaining accurate measurement. They provide a level base to easily mount and
securely hold the instrument. The legs of tripod are made of wood, fiberglass or aluminium and
are adjustable for use in different types of surveying equipment.

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2.3 Levelling Rod
Levelling rods can be one piece, but many are sectional and can be shortened for storage and
transport or lengthened for use. Aluminium rods may be shortened by telescoping sections
inside each other. Besides that, it is also a graduated rod used in measuring the vertical distance
between a point on the ground and the line of sight of a surveyor’s level.
2.4 Optical Plummet
In surveying, it is a device used in place of a plumb bob to centre transits and theodolites over
a given point, preferred for its steadiness in strong winds.

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OBJECTIVE
 To learn the principle of running a closed field traverses
 To enhance student’s knowledge in traversing procedure
 To determine the positions of existing boundary
 To establish the positions of boundary lines
 To determine the area encompassed within a boundary
 To establish ground control for photographic mapping
 To determine the error of closure and compute the accurate of the work
 To allows student to apply the right theories to a hands-on situation
 To determine the adjusted independent coordinates of the traverse station so that they
can be plotted on the drawing sheet.

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RAW DATA
First
Reading
From Station A From Station B From Station C From Station D
Station
D
Station B Station
A
Station
C
Station B Station
D
Station
A
Station
C
Horiz L
Horiz R 132°54'00" 62°07'20" 71°57'40" 94°55'20"
Vertical
Angle
88°27'00" 89°04'20" 87°59'40" 89°35'00" 89°31'40" 88°36'20" 89°27'20" 89°24'20"
Top Stadia 1.989 1.879 1.875 2.057 2.060 1.932 1.987 1.933
Middle
Stadia
180 180 180 180 180 180 180 180
Bottom
Stadia
1.614 1.715 1.712 1.540 1.536 1.674 1.611 1.675
Second
Reading
From Station A From Station B From Station C From Station D
Station B Station D Station A Station C Station B Station D Station A Station C
Horiz L
Horiz R 132°43'00" 65°10'40" 71°32'00" 94°00'00"
Vertical
Angle
271°33'60" 270°56'20" 272°01'00" 270°26'20" 270°29'20" 271°25'20" 270°32'00 270°35'40"
Top
Stadia
1.989 1.879 1.875 2.057 2.06 1.932 1.987 1.932
Middle
Stadia
180 180 180 180 180 180 180 180
Bottom
Stadia
1.614 1.714 1.712 1.539 1.536 1.675 1.611 1.675
Average
Reading
From Station A From Station B From Station C From Station D
Station D Station B Station A Station C Station B Station D Station C Station A
Horiz L
Horiz R 132°48'30" 63°39'00" 71°44'50" 94°27'40"
Vertical
Angle
89°4’00” 88°27’00” 87°59’20” 89°34’20” 89°31’10” 88°35’30” 89°27’20” 89°24’40”
Top
Stadia
1.989 1.898 1.875 2.057 2.060 1.932 1.933 1.987
Middle
Stadia
180 180 180 180 180 180 180 180
Bottom
Stadia
1.614 1.715 1.712 1.540 1.536 1.675 1.675 1.611

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3.0 Field Angle
Figure 1.1 Unadjusted Field Angle (Not to Scale)
Station Field Angles
A 132°48'30"
B 63°39'00"
C 71°44'50"
D 94°27'40"
Sum= 360°158'120"
362°40'00"
Sum of interior angles= (4-2) (180°) = 360°
Total angular angle= 362°40'00"-360°00'00" = 00°02’ 40”
Therefore, error per angle= 2’ 40”/4= 120”/4= 40” per angle

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3.1 Adjusted Angle
3.1.1 Compute the angular angle and adjust the angles
The sum ofthe interior angles in any loop traverse must equal 360°.
Sum of interior angles= (4-2) (180°) = 360°
Total angular angle= 362°40'00"-360°00'00" = 00°02’ 40”
Therefore, error per angle= 2’ 40”/4= 120”/4= 40” per angle
Figure 1.2 Adjusted Field Angle (Not to Scale)
Station Field Angles Correction Adjusted Angles
A 132°48'30" +00' 40" 132°8'30"
B 63°39'00" +00' 40" 62°59'00"
C 71°44'50" +00' 40" 71°4'50"
D 94°27'40" +00' 40" 93°47'40"
Sum= 360°158'120" 360°00'00"
362°40'00"

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3.1.2 Stadia Method
We can use stadia method to calculate the distance between the points. The horizontal and
vertical distances between the survey points and the theodolite can be calculated using the
equations as follows:
D = K x s x 𝑐𝑜𝑠 2 (𝜃) + C x sin (𝜃)
D = horizontal distance between survey point and instrument
V = vertical distance between middle stadia 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 = addictive factor given by the manufacturer of the theodolite, (normally=0) Thus, the
distance between stations are as below.
Distance betweenstations are as below:
Station K *s *cos² θ C*cosθ Distance Average
Distance
AB 100 0.164 0.9993 0 16.38852
16.33448BA 100 0.163 0.9988 0 16.28044
BC 100 0.517 0.9999 0 51.69483
52.0448CB 100 0.524 0.9999 0 52.39476
CD 100 0.257 0.9994 0 25.68458
25.741DC 100 0.258 0.9999 0 25.79742
AD 100 0.376 0.9999 0 37.59624
37.5425DA 100 0.375 0.9997 0 37.48875
Sum= 131.6628
Station Average Top
Stadia
Average
Bottom
Stadia
S (Average Top
Stadia - Average
Bottom Stadia)
Average
Vertical
Angle
90°
Average
Vertical
Angle
cos² θ
AB 1.879 1.715 0.164 88°27'00" 1°33 0.9993
BA 1.875 1.712 0.163 87°59'20" 2°0'40" 0.9988
BC 2.057 1.540 0.517 89°34'20" 0°25'40" 0.9999
CB 2.060 1.536 0.524 89°31'10" 0°28'
50"
0.9999
CD 1.932 1.674 0.257 88°35'30" 1°24'30" 0.9994
DC 1.933 1.675 0.258 89°27'40" 0°32'20" 0.9999
DA 1.987 1.611 0.375 89°24'20" 0°35'40" 0.9999
AD 1.989 1.614 0.376 89°4'00" 0°56' 0.9997

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3.1.3 Compute course bearing or azimuth
Line Azimuth N Bearing
A-B 132°8'30" S 47°51’ 40” E
B-C N 15°7’30” E
C-D
D-A S 0°0’0” E
180°00’00”
+ 132°8'30"
312°8'30"
+ 62°59' 00"
375°7'30"
-360°00' 00"
15°7' 30"
180°00’00”
+ 15°7' 30"
195°7'30"
+ 71°4'50"
266°12'20"
15°7' 30"
+ 71°4'50"
S 86°12'20"
W
266°12'20"
180°00’00”
86°12'20"
93°47' 40"
180°00’00”

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3.1.4 Compute Course Bearing and Latitude
cos β sin β L cos β L sin β
Station Bearing, β Length, L Cosine Sine Latitude Departure
A S 47°51’ 40” E 16.334 0.6709 0.7415 10.959 12.112
B N 15°7’30” E 52.045 0.9654 0.26090 50.244 13.578
C S 86°12'20" W 25.741 0.0662 0.9978 1.704 25.684
D S 0°0’0” E 37.542 1.0000 0.0000 37.542 0.000
Perimeter(P) = 131.663 Sum of latitudes = Σ∆y = 0.039
Sum of departure = Σ∆x = 0.006

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3.1.5 Determine the Error of Closure
Accuracy = 1: (P/ E𝑐)
P= Perimater of the entire traverse
E𝑐= The total error
For average land surveying, an accuracy of about 1:3000 is typical.
E𝑐= [ (𝑠𝑢𝑚 𝑜𝑓 𝑙𝑎𝑡𝑖𝑡𝑢𝑑𝑒) ² + (𝑠𝑢𝑚 𝑜𝑓 𝑑𝑒𝑝𝑎𝑟𝑡𝑢𝑟𝑒) ²]^ ½
= [ (0.039) ² + (0.006) ²]^½
= 0.0395 m
Perimeter, P = 131.663 m
Accuracy = 1: (131.663 / 0.0395) = 1: 3337
Therefore, the traversing is acceptable.

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3.1.6 Adjust course latitudes and departures
The Compass Rule
Correction = - [ ∑∆y ] / P x L or – [ ∑∆x ] / P x L
Where,
∑∆y and ∑∆x = The error in latitude and departure
P = Total length of perimeter of the traverse
L = Length of a particular course
Station Unadjusted Correction Adjusted
Latitude Departure Latitude Departure Latitude Departure
A -10.959 12.112 -0.005 -0.0007 -10.964 12.111
B 50.244 13.578 -0.015 -0.0024 50.229 13.576
C -1.704 -25.684 -0.008 -0.0012 -1.712 -25.685
D -37.542 0.0000 -0.011 -0.0017 -37.553 -0.002
Σ=0.039 0.006 -0.039 -0.0060 0.0000 0.0000
Check Check

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Latitude Correction
 The correction to the latitude of course A-B
[ – 0.039 / 131.663] × 16.334 = - 0.005
 The correction to the latitude of course B-C
[ – 0.039 / 131.663] × 52.045 = - 0.015
 The correction to the latitude of course C-D
[ – 0.039 / 131.663] × 25.741 = - 0.008
 The correction to the latitude of course D-A
[ – 0.039 / 131.663] × 37.542 = - 0.0011
Departure Correction
 The correction to the departure of course A-B
[ – 0.006 / 131.663] × 16.334 = - 0.0007
 The correction to the departure of course B-C
[ – 0.006 / 131.663] × 52.045 = - 0.0024
 The correction to the departure of course C-D
[ – 0.006 / 131.663] × 25.741 = - 0.0012
 The correction to the departure of course D-A
[ – 0.006 / 131.663] × 37.542 = - 0.0017

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3.1.7 Compute Station Coordinates
N2 = N1 + Lat1-2
E2 = E1 + Dep1-2
Where,
N2 and E2 = The Y and X coordinates of station 2
N1 and E1 = The Y and X coordinates of station 1
Lat1-2 = The latitude of course 1-2
Dep1-2 = The departure of course 1-2
Assuming that the coordinate of A is (1000,1000)
Station N Coordinate* Latitude E Coordinate*Departure
A 1000 1000
-10.964 12.111
B 989.036 1012.111
50.229 13.576
C 1039.265 1025.687
-1.712 -25.685
D 1037.553 1000.002
-37.553 -0.002
A 1000 1000

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FIGURE The adjusted loop traverse plotted by coordinates.
Area = ½ x {[(EA x NB) + (EB x NC) + (EC x ND) + (ED x NA)] – [(NA x EB)
+ (NB x EC) + (NC x ED) + (ND x EA)]}
Area = ½x {[(1000 x989.036) + (1012.111 x1039.265) + (1025.687 x 1037.553) +
(1000.002x1000) + (1000x1012.111) + (989.036 x1025.687) + (1039.265 x1000.002)
+ (1037.553 x 1000)]} = 860.86

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Summary
In this second fieldwork, we are able to practice and carry out the closed loop traverse.
This fieldwork is carried out at the same place as the first fieldwork which is the open car park
area at Taylor’s University. We are assigned to do at station with the mark of X, there are total
of 4 stations and these 4 stations form a closed traverse. We marked the 4 stations as A, B, C
and D before starting the fieldwork. We used theodolite, tripod stands and levelling rod as the
equipment in this fieldwork. All station must be stated on the site to form a loop traverse.
During the survey, we will take turns to do different tasks such as collect readings or
take the leveling rod at particulars point. The horizontal reading was taken twice so that we
able to obtain the average reading to make it more accurate. Then, we also need to record the
top stadia, middle stadia and bottom stadia readings to calculate the length if the perimeter of
the traverse since we are not using others instrument. This method is called stadia method.
After taking all the readings, we are using the formula to solve all the error for the
readings. We obtained an accuracy of 1: 3337. For average land surveying an accuracy of about
1:3000 is typical. Therefore, our traverse survey is acceptable. For the adjustment of latitude
and departure, we used the compass rule by using the following formula:
Correction = - [ ∑Δy ÷ P] x L or - [ ∑Δx ÷ P] x L
Overall, this fieldwork has taught us a lot of hands-on knowledge about the surveying.
We are more understand that a land surveyor required to measure distances in order to build
level, sound buildings or determine the boundaries of a piece of land. This profession, typically
held by individuals with a degree in civil engineering, is a very important one that has existed
for all of recorded human history. Since distances can be distorted by hills and other factors,
so a surveyor must use several unique tools to acquire precise measurements. Lastly, we have
a good experience on this fieldwork and thanks Mr. Chai for giving us a chance to learn all this
instrument.

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Appendix
Left: Chow Wen Fang
Middle: Chia Yuh Fei
Right: Carolyn Low Sing Yee