School of Architecture Fieldwork Report

SCHOOL OF ARCHITECTURE, BUILDING
AND DEISGN
BACHELOR OF QUANTITY SURVEYING
(HONOURS)
FIELD WORK
REPORT 2
TRAVERSING
SITE SURVEYING ( QSB 60103 )
LECTURER : MR. CHAI VOON CHIET
DATE OF SUBMISSION :
GROUP MEMBERS : GOH XINGXIN
0325587
CHEAH MAN YEE 0324743

DAPHNE TAN LI WEN
0329055
FARAH AIDA 0322962
CONTENT
OBJECTIVES PG 1
1.0 INTRODUCTIONTO TRAVERSING PG 2 – PG
8
1.1 OPEN TRAVERSE
1.2 CLOSED TRAVERSE
1.3 NORTHING
1.4 AZIMUTHS
1.5 BEARINGS
1.6 STATION SELECTION
1.7 TRAVERSE CALCULATION
2.0 OUTLINE OF APPARATUS PG 9 – PG
20
2.1 THEODOLITE
2.2 TRIPOD STAND
2.3 OPTICAL PLUMMET
2.4 BAR-CODED LEVEL ROD
2.5 TUBULAR SPIRIT BUBBLE
2.6 PLUMB BOB

3.0 TRAVERSING FIELDWORK PG 21 –
PG 29
3.1 AVERAGE FIELDWORK DATA
3.2 ADJUSTED AND UNADJUSTED DATA
3.3 COMPUTE COURSE BEARINGS
3.4 COMPUTE COURSE LATITUDE AND DEPARTURE
3.5 ACCURACY CHECK
3.6 ADJUST COURSE LATITUED AND DEPARTURE
3.7 COMPUTE STATIONS COORDINATES
3.8 AREA OF TRAVERSE
4.0 DISCUSSION AND RECOMMENDATIONS PG
30
5.0 CONCLUSION PG 31
OBJECTIVES
 To learn the principles of running a closed field traverses.
 To enhance students’ knowledge in traversing procedure.
 To establish ground control for photographic mapping.
 To be familiar with the setting up and use of theodolites, leveling rod,
adjustable-leg tripod as well as other instrument and collect the data of
the relevant fieldwork.
 To learn how to compute a traverse and properly adjust the measured
values of a closed traverse to achieve mathematical closure.
 To determine the error of closure and compute the accuracy of the work.
 To enable students to identify the error and make adjustment to the date
by using the correct formula.
 To allow students to apply the right theories to a hands-on situation.

 To determine the adjusted independent coordinates of the traverse
stations so that theu can be plotted on the drawing sheet.

1.0INTRODUCTIONTO TRAVERSING
Traversing is the process of measuring the length and direction (bearing) of the sides
of a traverse. A traverse is a series of successive straight lines that are connected. The
angles are measured by using a surveying instrument with a rotating telescope for
measuring horizontal and vertical angles called the theodolite. Stations are set out to
define a series of traverse lines or legs, the plan lights of which can be measured as
can the angles between pairs of lines at each station. There are three types of traverse
(Figure 1.0.1):
(1) Closed loop traverse, where the legs form a closed polygon.
(2) Closed tied ( or connecting or link) traverse, where the traverse runs
between two stations of known position
(3) Open traverse, where the lines, although starting from a known position,
do not finish at one.
Figure
1.0.1
Types
of

traverse
Source: John Muskett (1995). Site Surveying (Second Edition). Oxford, UK: Blackwell.
1.1OPEN TRAVERSE
Figure 1.1.1 Open Traverse
SOURCE: http://surveying.structural-analyser.com/chapter07/
An open traverse (Figure 1.1.1) consist of known points plotted in any corresponding
linear direction, but do not return to the starting point or close upon a point of equal
or greater order accuracy. (For example: the line center survey of a highway, railroad,
etc). This lack of geometric closure means that there is no geometric verification

possible with respect to the actual positioning of the traverse stations. In route surveys,
open traverse station positioning can be verified by computation from available tied-in
field markers as shown on property plans, or through the use of global positioning
system (GPS) receivers.
1.2CLOSED TRAVERSE
CLOSED LOOP TRAVERSE
Figure 1.2.1 Closed Loop Traverse
The location where the traverse begins is known as a closed traverse (Figure 1.2.1). For
the traverse to end, the initial traverse point has to be observed. The surveyed reading
that was taken backwards to the formerly observed location is horizontal and angular
with the closed traverse or is an observed existing point. When depicted graphically,
the closed traverse looks like what is called a shape in geometry, with the shape having
no opening.
CLOSE CONNECTING TRAVERSE

Figure
1.2.2
Closed
Connecting traverse
Connecting traverse looks like an open traverse, except that it begins and ends are
points (or lines) of known position (and direction) at each end of the traverse (Figure
1.2.2).
1.3NORTHING
There are three reference directions or datum meridians that are used as
traverse references:
(1) Magnetic North
(2) Grid North
(3) True North
Magnetic North

Magnetic North is the direction indicated by a magnetic compass. Magnetic
North moves slowly with a variable rate. It fluctuate over time, this meridian is
time dependent. A compass needle points to the magnetic north pole.
Grid North
Grid North is the direction of a grid line which is parallel to the central meridian
on the National Grid.
True North
The earth rotates on the geographic north and south poles. True North is the
direction of a meridian of longitude which converges on the North Pole. The
south and North Pole are directly opposite to one another.
Figure 1.3.1 Grid North, True North and Magnetic North

Sources: http://www.drillingformulas.com/magnetic-declination-and-grid-convergent-and-their-
applications-in-directional-drilling/
1.4AZIMUTHS
Figure 1.4.1 Azimuths
SOURCE: http://www.pobonline.com/articles/84502-web-exclusive-calculating-the-direction-
of-a-line-using-azimuths
The azimuth of a line is the clockwise horizontal angle between the line and a given
direction or meridian. Azimuths are reference from North. South is sometimes used as
a reference for geodetic surveys that cover vast areas. An azimuth angle would have a
positive value between 0 and 360o.

1.5BEARINGS
Figure 1.5.1 Bearings
SOURCE: http://www.pobonline.com/articles/84502-web-exclusive-calculating-the-direction-
of-a-line-using-azimuths
Bearings are based on a directional compass. The four main directions of a
compass are known as cardinal points. They are North (N), East (E), South (S)
and West (W). Sometimes, the half-cardinal points of North-East (NE), North-
West (NW), South-East (SE) and South-West (SW) are shown on the
compass. The bearing of a point is the number of degrees in the angle
measured in a clockwise direction from the north line to the line joining the
centre of the compass with the point. A bearing is used to represent the
direction of one point relative to another point.
1.6STATIONSELECTION
The station should be marked out firmly and clearly as well as strongly
referenced. The following are the requirements for the selection of

traversing stations (John Muskett (1995). Site Surveying (Second Edition). Oxford, UK:
Blackwell) :
(1) The stations should form a traverse of suitable shape.
(2) Only neighbouring stations along traverse lines need be intervisible.
(3) Where traverse legs are to be taped, the ground should be accessible.
(4) Traverse legs should be approximately equal in length.
(5) Existing stations and reference objects should be incorporated.
(6) Stations should permit the convenient surveying of detail.
(7) Stations should be free from the risk of disturbance.
(8) Stations should be easily referenced.
1.7TRAVERSE CALCULATION
Procedure for traverse calculations:
(1) Adjust angles or directions
(2) Determine bearings or azimuths
(3) Calculate and adjust latitudes and departures
(4) Determine the error of closure and accuracy
(5) Calculate rectangular coordinates
1.7.1 ADJUST ANGLES OR DIRECTION
o Adjustments applied to angles are independent of the size of the angle
o Methods of adjustment:
-Make larger corrections where mistakes were most likely
-Apply an average correction to each angle
-Or a combination
o Never make an adjustment that is smaller than the measured accuracy
1.7.2 DETERMINE BEARINGS OR AZIMUTHS
o Requires the direction of at least one line within the traverse to be known
or assumed
o For many purposes, an assumed direction is sufficient

o A magnetic bearing of one of the lines may be measured and used as the
reference for determining the other directions
o For boundary surveys, true directions are needed
1.7.3 LATITUDES AND DEPARTURES
o The latitude of a line is its projection on the north-south meridian and is
equal to the length of the line times the cosine of its bearing.
o The departure of a line is its projection on the east-west meridian and is
equal to the length of the lie times the sine of its bearing.
o The latitude is the y component of the line and
the departure is the x component of the line.
1.7.4 ACCEPTABLE MISCLOSURE
Generally for land surveying, an accuracy of
1:3000 is typical. The range of acceptable misclosure can be calculated
with the following formula:
Accuracy= 1: (P/Ec)
P= Perimeter of the Entire Traverse
Ec= The total Error
Classification First Order Class l
(Second
Order)
Class II (
Second
Order)
Class l
(Third
Order)
Class ii
(Third
Order)

Figure 1.7.4 Traverse Specification in United States of America
Source: https://engineering.purdue.edu/~asm215/topics/travcalc.html
1.7.5 RECTANGULAR COORDIANTES
o Rectangular X and Y coordinates of any point give its position with
respect to a reference coordinate system
o Useful for determining length and direction of lines, calculating areas,
and locating points
o You need one starting point on a traverse (which may be arbitrarily
defined) to calculate the coordinates of all other points
o A large initial coordinate is often chosen to avoid negative values, making
calculations easier.
Given that X and Y coordinates of any starting point A, the X and Y coordinates of the
next point B are determined by:
Recommended
spacing of
principal
stations.
Network
stations 10
to 15km
other
surveys
seldom less
than 3km.
Principal
stations
seldom less
than 4km,
except in
metropolitan
area surveys,
where the
limitation is
0.3km.
Principal
stations
seldom less
than km,
except in
metropolitan
area surveys
where the
limitation is
0.2km.
Seldom less
than 0.1km in
tertiary
surveys in
metropolitan
area surveys;
as required
for other
surveys.
Seldom less
than 0.1km
in tertiary
surveys in
metropolitan
area
surveys; as
required for
other
surveys.
Position closure
After azimuth
adjustment
0.04km √k
or
1:100,000
0.08km √k or
1:50,000
0.08km √k or
1:20,000
0.2km √k or
1:10,000
0.8km √k or
1:5000

Figure 1.7.5 Calculating X and Y coordinates
2.0 OUTLINE OF APPARATUS
A theodolite is a telescope mounted to very sensitive horizontal and vertical
protractors. It is capable of measuring angles and, when used in conjunction
with graduated reference objects, distances with a high degree of accuracy. The
theodolite also can be defined as “Universal Instrument”. There are two different
kinds of theodolites: digital and non digital. Non digital theodolites are rarely
used anymore. Digital theodolites consist of a telescope that is mounted on a
base, as well as an electronic readout screen that is used to display horizontal
and vertical angles. Digital theodolites are convenient because the digital
readouts take the place of traditional graduated circles and this creates more
accurate readings. For this fieldwork, we are using the digital theodolite to
complete our surveying. The basic components of theodolite are shown below
(Figure 2.0.1):

Figure 2.0.1 Basic Components of Theodolites
Source: http://www.johnsonlevel.com/News/TheodolitesAllAboutTheodo
2.1 THEODOLITE
A theodolite is a precision instrument for measuring angles in the horizontal
and vertical planes. Theodolites are used mainly for surveying applications, and
have been adapted for specialized purposes in fields like metrology and rocket
launch technology. A modern theodolite consists of a movable telescope
mounted within two perpendicular axes the horizontal or trunnion axis, and the
vertical axis. When the telescope is pointed at a target object, the angle of each
of these axes can be measured with great precision. Like other leveling
instruments, 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. The
instrument has a focusing knob
that is used to make the object
clear. The telescope
contains an eyepiece that
the user looks through to find
the target being sighted. An
objective lens is also located on
the telescope, but is on the
opposite end as the eyepiece.
The objective lens is used to sight the object, and with the help of the mirrors
inside the telescope, allows the object to be magnified. The theodolite's base is
threaded for easy mounting on a tripod.

GLOSSARY OF TERMS
-Gradient: An alternative to measuring vertical angles in degrees, the gradient
is defending as the tangent of the vertical angle with respect to the horizontal
times 100%.
-Face left: The theodolite position in which the vertical circle is on the viewer’s
left while he looks into the telescope.
-Face right: The theodolite position in which the vertical circle is on the
viewer’s right while he looks into the telescope.

-Horizontal circle: The graduated circle in the horizontal plane that the
theodolite reads out to measure horizontal angles.
-Horizontal clamp: Thumbscrew that can be used to _x the angle of the
theodolite with respect to the vertical axis.
-Vertical axis: When the horizontal clamp is tight, the instrument can be
translated horizontally with the slow-motion screw.
-Line of collimation: The line of sight through the centre of the telescope
crosshairs.
-Optical plummet: Small telescope whose eyepiece is near the bottom of the
theodolite that looks at the directly beneath the theodolite and is used for
centring.
-Round of angles: A complete set of angle measurements performed _rst in the
face-left, then in the face-right position.
-Slow-motion screw: The adjustment screw used to translate the theodolite in
the horizontal or vertical plane when the horizontal or vertical clamp is
tightened.
-Tangent screw: See slow-motion screw.
-Trunnion axis: The axis about which the telescope pivots.
-Vertical axis: The axis about which the horizontal circle pivots.
-Vertical circle: The graduated circle in the vertical plane that the theodolite
reads out to measure vertical angles.

FUNCTION OF THEODOLITE COMPONENTS
Components of theodolite and its function shown below (Figure 2.1.1 & Figure
2.1.2):
Figure 2.1.1 Components of Theodolite
Source: https://www.slideshare.net/shantynurul/describing-object-theodolite
Components and functions:
1) Targeting Sight is used to take aim hard object. Position targeting sight
at the top binoculars of theodolite and this part made of plastic.
2) Objective lens is used for viewing the object. Position of this part in front
of binoculars of theodolite.
3) Place battery.
4) Vertical angle adjustment buttons are used to reset the vertical angle.

5) Adjustment buttons angle 0° horizontal is used to reset the horizontal
angle.
6) Smooth horizontal screw driver used to drive a subtle tool to horizontal.
7) Horizontal angle locking screw is used to lock the horizontal movement
of equipment.
8) Nivo setter screw use to adjust device balance position.
9) Power switch ON/OFF is used to turn on or turn off the appliance.
10) Display window is used to show vertical and horizontal corner
perusal digitally.

Figure 2.1.2 Components of Theodolite
Source: https://www.slideshare.net/shantynurul/describing-object-theodolite
Components and functions:
11) Sight adjusting screw is used to adjust the point of sight that shot
right direction.
12) Point adjusting screw lens view finder is used to adjust the clarity
of the lens.
13) Tuners lens view finder is used to adjust the clarity of the lens.
14) Vertical angle locking screw used to lock the vertical movement
apparatus.
15) Smooth vertical screw driver used to drive tools subtly in the
vertical direction.
16) Nivo tube used to determine the erectness of tool.

DIGITAL LCD MONITOR (Figure 2.1.3)
Figure 2.1.3 Digital LCD Monitor
Source: https://www.slideshare.net/Ehabtariq/surveying-by-using-digital-theodolite

Figure 2.1.4 the Keys of Theodolite
Source: https://www.slideshare.net/Ehabtariq/surveying-by-using-digital-theodolite

2.2 TRIPOD STAND
A tripod stand is a device used to support any one of a number
of surveying instruments, such as theodolites, total stations, levels or transits.
There are two different kinds of tripods such as adjustable-leg tripods and
fixed tripods. For conducting this fieldwork, we are using adjustable -leg
tripods. Adjustable-leg tripods are the more common of the two in the
construction world, especially outdoors because of generally uneven terrain.
The
adjustable- leg tripod
is easier to set up on
uneven ground
because each leg can be
adjusted to exactly the
height needed to find
level, even on a very
steep slope. The
adjustable- leg tripod
is also easy to transport due to having retractable legs.

TRIPOD COMPONENTS (Figure 2.2.1)
A tripod is made up of three legs, each with metal points called shoes; and a
head
which the theodolite or other leveling device attached.

Figure 2.2.1 Tripod Components
Source: http://www.johnsonlevel.com/News/WhatisaTripodHowdoTripods
HEAD
The head of the tripod is attached to the legs and allows a steady surface to
connect leveling devices. The tool you are using will dictate the type of tripod
head needed. For most theodolite applications, a dome head (Figure 2.2.1) is
used. There are three different kinds of heads which includes flat head, dome
head and threaded base.
POINTS
Each tripod, whether fixed or adjustable, has metal points (Figure 2.2.1) on the
end of the legs for added stability and can help provide a stable environment
for the leveling tools on top of the tripod. When working outdoors, points on
the bottom of the tripod are essential, but when working indoors, metal points
can slide or scratch floors. Some tripods can be purchased with rubber
attachments which prevents either of these from happening.
LEGS
The most common materials for tripod legs are steel, aluminium, fibreglass and
wood. Among all the materials the most durable and yet heaviest is steel;
however, the lightweight and sturdy is aluminium. Wood and fibreglass legs are
the most accurate materials used in making tripod legs because of their lack of
sensitivity to changes in temperature.

2.3 OPTICAL PLUMMET
An optimal plummet is an attachment plate used to attach a surveying
instrument, for example a theodolite, total station, GNSS antenna or target to a
tripod. Optical plummet also can know as tribrach (Figure 2.3.1). Optical
instrument are used for surveying purposes and are supported on, and attached
to, the upper end of a tripod by means of a tribrach device. The tribrach used a
simple screw fixing to the tripod plate; it’s relatively easy to replace and the
plate can be modified to fit other mountings such as scaffold tube, railway lines
and more. It’s small and light and makes cheap tripods work harder. A good
tribrach will get precise results from a poor tripod but not the other way around.
Tribrachs are equipped with a bull’s eye bubble for leveling and optical
plummets for setting up precisely on a survey mark.
The ability to “leapfrog” back sight, instrument point and foresight by using
interchangeable tribraches increases the speed, efficiency and accuracy of the
traverse survey. Whenever possible, the tribrach should be detached from the
instruments and placed on the tripods for either theodolite or EDM setups.
This procedure speeds up the setting up process and protects the instrument
from accidents. In some cases, the same tribrach can be used to perform
angular or distance
measurement, as well as GPS
observations from the same
survey point.

Figure 2.3.1 Optical plummet or Tribrach
Source: https://billboyheritagesurvey.wordpress.com/2010/06/29/tribrach/
2.4 BAR-
CODED
LEVEL
ROD
It is aluminium rod that has a rectangular cross section. An instrument used to
determine the relative heights of the different points. The lower part of the rod
with metal is used to protect from spoil while using. The instrument is sectional
and it can be shortened for storage and lengthened for use. Leveling rods can
be used with surveyor, optical and laser levels. Leveling rods can be made up of
several different materials; however, the most
common are made out of wood, plastic and
fiberglass. Besides, leveling rods also use
different graduations. They can be graduated
many different ways including feet with inches,

fractions, tenths with hundredths and meters with centimeters. The most
common engineer's rod is called the Philadelphia Rod (Figure 2.4.1). The Philly
rod has a front side as well as a back side. Along with all other Grade Rods, it is
important to ensure that the Philly rod is fully extended; if it is only extended
partially, the graduations will not be accurate. Each foot on the Philly rod is
divided into hundredths of a foot. The distance between the hundredths is
painted black on a white background. The bottom of the black mark is odd
values, and the top of the black mark is even values. The rod must be placed on
the correct point exactly and held plumb throughout. If the rod is in the wrong
place or not held plumb, the readings will be incorrect and useless. In keeping
the rod plumb, a bulls-eye level may be used. If there is not a bulls-eye level
attached to the rod, you can make sure its plumb by lining it up with the
vertical crosshair of the telescope on the instrument being used.
Figure 2.4.1 Philadelphia Rod
Source: http://www.johnsonlevel.com/News/GradeRodsAllAboutGradeRod
Figure 2.4.2 Leveling Rod Reading

Source: http://free-ed.net/free-ed/Resources/Trades/carpentry/Building01/default.asp?iNum=0402
2.5 TUBULAR SPIRIT BUBBLE
A spirit level, bubble level or simply a level is an instrument designed to indicate whether a
surface is horizontal (level) or vertical (plumb).(Figure 2.5.1) Different types of spirit levels may
be used by carpenters, stonemasons, bricklayers, other building trades’ workers, surveyors,
millwrights and other metalworkers, and in some photographic or video graphic work.
To centre the bubble in a tubular vial with a three-screw levelling head. This is usually
necessary only in a jig transit or a theodolite. If desired, turn the instrument so that the vial is
parallel to the line joining two levelling screws. (Figure 2.5.2) Turn these screws simultaneously
in opposite directions by equal amounts until the bubble is centered.
Turn the instrument until the vial is at right angles to its original position, i.e., at right angles to
the line of the two levelling screws just used. Centre the bubble, using the third screw only.
Turn the instrument back to its original position and check the position of the bubble. If it does
not centre, repeat the procedure. Never touch the levelling screws after the first sight has been
taken.
Figure 2.5.1 Tubular Spirit Bubble
Source: https://www.hofstragroup.com/article/how-use-three-screw-leveling-head-transits-theodolites-
levels/

Figure 2.5.2 Tubular Spirit Bubble
Source: https://www.hofstragroup.com/article/how-use-three-screw-leveling-head-transits-theodolites-
levels/
2.6 PLUMB BOB
The plumb bob or plumb line employs the law of gravity to establish what is
“plumb”.(Figure 2.6.1) Don’t have to be a physics to understand that a string
suspended with a weight at the bottom will be both vertical and perpendicular
to any level plane through which it passes. In a sense, the plumb bob is the
vertical equivalent of the line level.
Plumb-bobs come in many different shapes and can be highly decorative
items. Some collectors of these fundamental tools estimate there to be over
10,000 different shapes of plumb-bob.
There are many different shapes of plumb-bob and most of them work just as
well as others, though some may be suited better to certain tasks depending
on their individual shape. However, the material they are made from, their
symmetry and how balanced they are perhaps more important than their
shape.
For precision marking, it is advised to choose a plumb-bob with a fine tip
such as the "carrot", "cone" or "pencil".(Figure 2.6.2) These would be ideal for
jobs where you need to accurately transfer points from
one place to another.

Figure 2.6.1 Plumb Bob
Source: https://dir.indiamart.com/impcat/plumb-bobs.html?biz=20
Figure 2.6.2 Plumb Bob Fine Tip
Source: https://www.wonkeedonkeetools.co.uk/plumb-bobs/what-are-the-different-shapes-of-
plumb-bob/
3.0 FIELD DATA
THEODOLITE
STATION
STATION
SIGHTED
TOP
STADIA
BOTTOM
STADIA
VERTICAL
ANGLE
HORI-
ZONTAL
ANGLE
HEIGHT
OF
THEODOLI
1ST A B 218.9 181.1 88⁰43’40’’
70⁰32’40’’
126.00
A D 210.7 189.3 87⁰58’20’’
2ND A B 218.9 181.0 272⁰56’40’’
70⁰35’40’’
A D 210.7 189.4 272⁰02’20’’
1ST
B C 211.0 189.0 88⁰33’40’’ 102⁰55’40’’ 120.50

B A 218.9 181.3 88⁰42’50’’
2ND B C 211.0 189.0 271⁰27’00’’
102⁰55’40’’
B A 218.9 181.1 271⁰17’50’'
1ST C B 211.0 188.9 87⁰33’00’’
74⁰40’40’’
131.30
C D 217.8 182.2 88⁰37’40’’
2ND C B 211.1 188.9 272⁰29’00’’
74⁰39’20’’
C D 217.6 182.0 271⁰23’00’’
1ST D C 217.8 182.2 89⁰01’00’’
111⁰46’30’’
121.20
D A 210.6 189.4 87⁰53’20’’
2ND D C 217.9 182.1 270⁰59’20’’
111⁰44’10’’
D A 210.5 189.3 272⁰07’20’’
3.1 AVERAGE FIELD DATA
THEODOLI
TE
STATION
STATIO
N
SIGHTE
D
TOP
STADI
A
BOTTO
M
STADIA
VERTICAL
ANGLE
HORIZONTA
L
ANGLE
HEIGHT
OF
THEODOLI
TE
A B
218.9
0
181.0
5
87⁰53’30
’’ 70⁰34’10’
’
126.00
A D
210.7
0
189.3
5
87⁰58’00
’’
B C
211.0
0
189.0
0
88⁰33’20
’’ 102⁰55’4
0’’
120.50
B A
218.9
0
181.2
0
88⁰42’30
’’
C B
211.0
5
188.9
0
87⁰32’00
’’ 74⁰40’00’
’
131.30
C D
217.7
0
182.1
0
88⁰37’20
’’

D C
217.8
5
182.1
5
89⁰00’50
’’ 111⁰45’2
0’’
121.20
D A
210.5
5
189.3
5
87⁰53’00
’'
3.2 UNADJUSTED FIELD ANGLE
STATION FIELD ANGLE
A 70⁰34’10’’
B 102⁰55’40’’
C 74⁰40’00’’
D 111⁰45’20’’
SUM 359⁰55’10’’
SUM OF UNADJUSTED FIELD ANGLES = 359⁰55’10’’
TOTAL ANGULAR ERROR = 360⁰ - 359⁰55’10’’
TOTAL ANGULAR ERROR = 4’50’’
THEREFORE, ERROR PER ANGLE = 4’50’’ ÷ 4
THEREFORE, ERROR PER ANGLE = 1’12.5’’ PER ANGLE
3.2.1 ADJUSTED FIELD ANGLE
STATION FIELD ANGLE CORRECTION ADJUSTED ANGLES
A 70⁰34’10’’ + 1’12.5’’ 70⁰35’22.5’’
B 102⁰55’40’’ + 1’12.5’’ 102⁰56’52.5’’
C 74⁰40’00’’ + 1’12.5’’ 74⁰41’12.5’’

D 111⁰45’20’’ + 1’12.5’’ 111⁰46’32.5’’
SUM 359⁰55’10’’ + 4’50’’ 360⁰
3.3 COMPUTE COURSE BEARINGS
B
C
102⁰56’52.5’’
74⁰41’12.5’’
N 67⁰3’7.5’’ W
S 7⁰38’5’’ W
180⁰ - 10⁰ - 102⁰56’52.5’’
= 67⁰3’7.5’’74⁰41’12.5’’- 67⁰3’7.5’’
= 7⁰38’5’’

3.4 COMPUTE COURSE LATITUDEAND DEPARTURE
3.4.1 LENGTH
LENGTH = K x S x cos²(𝛉) + C x cos(𝛉)
A-B =100 x (218.90-181.05) x cos² (90⁰-87⁰53’30’’)
= 100 x0.378 x cos² 2⁰6’30’’
= 37.749 m
B - A=100 x (218.90-181.20) x cos² (90⁰-88⁰42’30’’)
= 100 x 0.377 x cos² 1⁰17’30’’
= 37.681 m
AVERAGE LENGTH = 37.715 m
B - C=100 x (211.00-189.00) x cos² (90⁰-88⁰33’20’’)
=100 x 0.220 x cos² 1⁰26’40’’
= 21.986 m
C - B=100 x (211.05-188.90) x cos² (90⁰-87⁰32’00’’)
= 100 x 0.2215 x cos² 2⁰28’00’’
= 22.109 m
C - D =100 x (217.70-182.10) x cos² (90⁰-88⁰37’20’’)
=100 x 0.356 x cos² 1⁰22’40’’
= 35.579 m
D - C =100 x (217.85-182.15) x cos² (90⁰-89⁰00’50’’)

= 100 x 0.357 x cos² 0⁰59’10’’
= 35.689 m
D - A =100 x (210.55-189.35) x cos² (90⁰-87⁰53’00’’)
=100 x 0.212 x cos² 2⁰7’00’’
= 21.171 m
A - D =100 x (210.70-189.35) x cos² (90⁰-87⁰58’00’’)
= 100 x0.2135 x cos² 2⁰2’00’’
= 21.323 m
3.4.2 COURSE LATITUDEAND DEPARTURE
STATIO
N
BEARING, ß LENGTH
cos ß
COSINE
sin ß
SINE
L cos ß
LATITUD
E
L sin ß
DEPARTU
RE
A
N 10⁰ E
37.715 0.984
8
0.173
6
+37.14
2
+6.547
B
N 67⁰3’7.5’’ W
22.048 0.389
9
0.920
9
+8.597 -
20.304
C
S 7⁰38’5’’ W
35.634 09911 0.132
9
-
35.317
-4.736
D
S 60⁰35’22.5’’
E
21.247 0.491
1
0.871
1
-
10.434
+18.50
8

A
SUM
116.64
4
-0.012 +0.015
3.5 ACCURACY CHECK
ACCURACY =1 : ( P / Ec )
= 1 : 116.644 / 0.019
= 1 : 6139
For average land surveying an accuracy of about 1 : 3000 is typical
hence the accuracy of 1 : 6139 is acceptable.
3.6 ADJUST COURSE LATITUDE AND DEPARTURE
STATIO
N
UNADJUSTED CORRECTIONS ADJUSTED
LATITUDE DEPARTU LATITUDE DEPARTU LATITUDE DEPARTU
ERROR IN DEPARTURE: 0.015
ERROR IN LATITUDE: -0.012
TOTAL ERROR: 0.019
A
A’

RE RE RE
A
+37.14
2
+6.547 0.004 -0.005 37.146 6.542
B
+8.597 -20.304 0.002 -0.003 8.599 -20.307
C
-35.317 -4.736 0.004 -0.004 -35.313 -4.740
D
-10.434 +18.50
8
0.002 -0.003 -10.432 18.505
A
SUM -0.012 +0.015
+0.012 -0.015 0.00 0.00
Check Check
CORRECTIONS = -[∑∆y] / P x Lor -[∑∆x] / P x L
Where
∑∆y and ∑∆x = error in latitude or in departure
= -0.012 and +0.015
P = the total length or perimeter of the traverse
= 116.644 m
L = the length of a particular course
A-B = 37.715 m
B-C = 22.048 m

C-D = 35.634 m
D-A = 21.247 m
3.7 COMPUTE STATIONCOORDINATES
STATIO
N
N coordinate
Latitude
E coordinate
Departure
REMARKS
A 100.000 118.505 lat. check
37.146 6.542 (Course lat. And
dep.)
B 137.146 125.047
8.599 -20.307
C 145.745 104.740
-35.313 -4.740
D 110.432 100.000 dep. check
-10.432 18.505
A 100.000 118.505
N2 = N1 + Lat1-2
E2 = E1 + Dep1-2
Where
N2and 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
THE ADJUSTED LOOP TRAVERSE PLOTTED BY COORDINATES
150
200
,N)
N 137.146
E 125.047
N 145.745
E 104.740
B
C

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) ] }
= ½ x { [ (118.505 x 137.146)+(125.047 x 145.745)+
(104.740 x 110.432)+(100 x 100) ] – [ (100 x 125.047)+
(137.146 x 104.740)+(145.745 x 100)+(110.432 x 118.505) ] }
= ½ x (56044.12 – 54530.61)
= ½ x 1513.51
= 756.755 m²
4.0 DISCUSSION AND RECOMMENDATIONS
There are a few factors that we have learned that could have affected the
leveling work and there are also steps that could have been avoid and taken to
get a more accurate reading. The recommendations are:
1. The theodolite will be placed on a particular point as a starting point. The
angles that we get from the theodolite should be read from left to right in
order to obtain a more accurate reading.

2. For theodolite to provide acceptable results, the axes must bear the
correct relationships to each other, the bubbles must be correctly set, the
optical plummet must give reliable centering, vertical indexing must be
satisfactory and there should be no eccentricity of the circles.
3. The vertical axis should be truly vertical when the plate bubble is central.
4. Angles should be observed more than once so that inconsistent values
can be identified and rejected.
5. A mean of several consistent values can be taken, giving more reliable
measure than a single one.
6. The total angles must be 360°.
7. Using the correct formula such as trigonometry traversing calculation
technique to solve the misclosure error; however using the compass rule
to calculate the latitude and departure.

5.0 CONCLUSION
Surveying is the practice of taking measurement of features on and occasionally
above or below, the earth’s surface to determine their relative positions. The
practice may be more precisely described as land surveying to distinguish it
from quantity surveying, building surveying and other forms of surveying. In
this fieldwork, we are able to practice and carry out the closed loop traverse
survey that is located at the Taylor’s University Block E car park. Closed loop
traverse is a loop traverse starts and ends at the same point, forming a closed
geometric figure called a polygon which is the boundary lines of a tract land.
Before start to conduct this fieldwork, we roughly marked four points of
stations which are stations A, B, C and D in a piece of paper so we can easy to
understand. All stations must be stated on the site to form a loop traverse.
For our first attempt, we failed to get an accuracy of at least 1:3000. This is due
to the reason of we forgot to adjust the theodolite plate bubble in a correct
position which will affect our collected readings. Other than that, we also didn’t
able to take the height of instrument. Therefore, we actually did a lot of mistake
at the first attempt fieldwork. So we decided to redo the survey for getting
more accurate readings to complete our fieldwork report.
For our second attempt, we are able to obtain the most accurate readings.
During the survey, we will take turns to do different tasks such as collect
readings or takes leveling rod at particular point. The horizontal reading we
taken in twice so that we able to obtain the average reading which is more
accurate. Besides, we also did recorded the top stadia, middle stadia and
bottom stadia readings to calculate the length of the perimeter of the traverse
since we are not using the measuring tape or other instruments. This method is
called stadia method. Other than that, we are using the correct formula to solve
all the error or mistake for our readings.

Overall, this fieldwork has taught us a lot of hand-on knowledge about the
surveying. The principle to be adopted in surveying is that of “working form the
whole to the part”. Work should commence with a control survey to establish
the positions of plan control stations and the levels of temporary benchmarks
throughout the site. Measurements taken should be of adequate precision; the
“whole to part” method will reduce the likelihood of errors accumulating.
Lastly, our thanks also go to our lecturer, Mr. Chai Voon Chiet for giving us an
opportunity to learn and carry out the survey. Besides, he also provides
sufficient guidelines to ensure us able to conduct and obtain the accurate
readings throughout the whole fieldwork.

School of Architecture Fieldwork Report

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