2
Content Page
Cover Page 1
Table of Content 2 - 3
1.0 Introduction to Traversing 4
1.1 Open Traverse 4
1.2 Closed Traverse 5 - 6
1.3 Northing 6 - 7
1.4 Azimuth 8
1.5 Bearing 8
1.6 Allowable Misclosure Traverse 9 - 10
1.7 Traverse Computation 11
2.0 Outline of Apparatus 12
2.1 Theodolite 12
2.2 Optical Plummet 13
2.3 Adjusted Leg-Tripod 14
2.4 Ranging Pole 15
2.5 Bull’s Eye Level 16
2.6 Plumb Bob 17
2.7 Measuring Tap 18
3.0 Objective 19
4.0 Field Data 20
4.1 Compute the Angular Angle and Adjust the Angle 21
4.2 Calculate the Horizontal and Vertical Distances
between the Survey Points and Theodolite
22 - 26

3
4.3 Compute the Course Bearing and Azimuth 27 – 28
4.4 Compute the Course Latitude and Departure 29 – 30
4.5 Determine the Error of Closure 31
4.6 Adjust Cours Latitude and Departure 32 – 33
4.7 Compute Station Coordinate 34
4.8 Loop Traverse Plotted Using Coordinate (Graph) 35
5.0 Conclusion 36 - 37

4
1.0 Introduction To Traversing
Traversing is a form of a control survey that requires the establishment of a
series of stations that are linked together by angles and distances. The angles
are measured by theodolites, and the distances are measured conventionally
by tapes or electronic distance measuring equipment. The use of theodolite in
traversing surveys is very fundamental and has become one of the most
common methods in geometric engineering work such as:
 General purpose angle measurement;
 Provision of control surveys;
 Contour and detail mapping; and
 Setting out and construction work.
There are two types of traverse:
1.1 Open Traverse
An open traverse originates at a starting station, proceeds to its destination,
and ends at a station whose relative position is not previously known.
The open traverse is the least desirable type of traverse because it provides
no check on fieldwork or starting data. For this reason, the planning of a
traverse always provides for closure of the traverse. Traverses are closed in
all cases where time permits.
Figure 1.0: Open Traverse
Source: http://www.oc.nps.edu/oc2902w/geodesy/geolay/images/gfl12ws.gif

5
1.2 Close Traverse
A closed traverse starts at a point and ends at the same point or at a point
whose relative position is known.
The surveyor adjusts the measurements by computations to minimize the
effect of accidental errors made in the measurements. Large errors are
corrected.
There are two types of closed traverse:
 Loop Traverse - A loop traverse starts and ends on a station of
assumed coordinates and azimuth without affecting the computations,
area, or relative position of the stations.
If, however, the coordinates must be tied to an existing grid system, the
traverse starts from a known station and azimuth on that system. While
the loop traverse provides some check upon the fieldwork and
computations, it does not provide for a check of starting data or insure
detection of all the systematic errors that may occur in the survey.
Figure 1.1: Loop Traverse
Source: http://www.oc.nps.edu/oc2902w/geodesy/geolay/images/gfl12ws.gif

6
 Connecting Traverse - It looks like an open traverse, except that it
begins and ends at points or lines of known position (and direction) at
each of the traverse.
Figure 1.2: Connecting Traverse
Source: http://www.globalsecurity.org/military/library/policy/army/fm/6-2/Ch5.htm
1.3 Northing
There are three reference directions or datum meridian that are used as
traverse reference we should be associated with. They are:
 Magnetic North
 Grid North
 True North
1.3.1 Magnetic North
The earth has its magnetic field with its North and South poles in the vicinity of
the true positions of the North and South poles of the planet. This magnetic
field will orientate a free swinging magnetic needle in a north/south direction.
Based on this principle, it is therefore possible to orientate angular
measurements to magnetic north.

7
The magnetic north moves about the central axis of the earth. This variation is
known as “Magnetic Declination”. Magnetic Declination is the angular
difference between the true Whole Circle Bearing (WCB), measured relative
to true north and magnetic WCB, measured relative to magnetic north.
Magnetic declination varies according to the observer’s position relative to its
distance to the pole.
1.3.2 Grid North
It is a grid of lines parallel to the true meridian of one point on the grid, usually
the origin of the grid. Since the central meridian points to true north, therefore
as we move east or west away from the central meridian, the difference
between grid north and true north increases.
1.3.3 True North
This is the point at which all the lines of longitude converge (the axis of
rotation of the planet).

8
1.4 Azimuths
Azimuths defined as horizontal angles turned clockwise from the reference
line. These range from 0° > 360°. Generally measured only from the north.
(Preferred measurement)
Figure 1.3: Azimuth
Source: http://www.engr.mun.ca/~sitotaw/Site/Fall2007_files/Lecture9.pdf
1.5 Bearings
Bearings defined as an acute (less than 90°) horizontal angles measured from
the reference line. These are defined with two letters North (N) or South (S) &
West (W) or East (E) to indicate the quadrant containing the line. (Older
system difficult to adapt to computers)
Figure 1.4: Bearing
Source: http://www.engr.mun.ca/~sitotaw/Site/Fall2007_files/Lecture9.pdf

9
1.6 Allowable Misclosure Traverse
Figure 1.5: Allowable Misclosure Traverse Table
Source:
http://www.geodetic.gov.hk/data/specifications/Accuracy%20Standards%20of%20Control%20Survey%2
0-%20Version%202.0.pdf
Assessmentcriteria for
Least Squares Adjustment
Assessmentcriteria for
traverse computation
using Bowditch Rule
Class Class description
Allowable
residual of
distance
measurement
Allowable
residual of
angular
measurement
Allowable
linear
misclosure
Allowable
angular
misclosure
H1 Main Triangulation /
Trilateration
1: 120,000 2” --- ---
H2 Minor Triangulation /
Trilateration
1: 60,000 4” --- ---
H3 Main Control Traverse 1: 30,000 5” 1 : 30,000 5”√n
H4.1 Minor Control Traverse
(Class 4.1)
1: 15,000
or
5mm (minimum)
10” 1 : 15,000 10”√n
H4.2 Minor Control Traverse
(Class 4.2)
Note :
The origin of Class 4.2
station is Class 4.1 station.
1: 15,000
or
5mm (minimum)
10” 1 : 15,000 10”√n
H5 Traverse (Class 5) 1: 10,000
or
10mm (minimum)
20” 1 : 10,000 20”√n
H6 Traverse (Class 6) 1: 7,500
or
10mm (minimum)
30” 1 : 7,500 30”√n

10
Figure 1.6: Allowable Misclosure Traverse Table
Source:
http://www.geodetic.gov.hk/data/specifications/Accuracy%20Standards%20of%20Control%20Survey%2
0-%20Version%202.0.pdf
Class Class description Allowable difference between
forward and backward run
Misclosure of level loop / level line
or
Residual of the height difference
between stations (assessment
criteria for Least Squares
Adjustment)
V1 Precise Levelling
(Class 1)
4 √K mm when K ≥ 1
0.9 √N mm when K < 1
V2 Precise Levelling
(Class 2)
Note :
The origin of Class 2 benchmark
network is determined by GNSS
/ cross harbourlevelling. (e.g.
benchmark network in Lantau
Island)
V3 Ordinary Levelling 12 √K mm 12 √K mm
V4 Precise Levelling and
Trigonometrical Heighting
--- 12 √K mm
V5 Trigonometrical Heighting
(Class 5)
--- 30 √K mm
V6 Trigonometrical Heighting
(Class 6)
--- 50 √K mm

11
1.7 Traverse Computation
Traverse computations is the process of taking field measurement through a
series of mathematical calculations to determine final traverse size and
configuration. These calculations include error compensation as well as
reformation to determine quantities not directly measured.
Traditional traverse computation steps are:
Step 1: Balance (adjust) angles
Step 2: Determine line directions
Step 3: Compute latitudes and departures
Step 4: Adjust the traverse misclosure
Step 5: Determine adjusted line lengths and directions
Step 6: Compute coordinates
Step 7: Compute area
The order of some steps can be changed. For example, steps 1 and 2 would
be reversed for closed link traverses with directions at both ends. Balancing
angles would normally not be done if a least squares adjustment is used at
step 4.
The complete series of computations can only be performed on closed
traverses. That is because some of the steps require adjustment of errors and
errors cannot be identified in an open traverse.

12
2.0 Outline Of Apparatus
2.1 Theodolite
Figure 2.0: Theodolite
Source: http://www.aliexpress.com/popular/surveying-theodolite.html
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 meteorology
and rocket launch technology. A modern theodolite consists of a movable
telescope mounted within two perpendicular axes which are 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,
typically to seconds of arc.
Theodolite is a versatile instrument and is commonly used for the following
tasks:
a) Measurement of horizontal angles and vertical angles
b) Setting out horizontal angles
c) Ranging and Leveling
d) Optical distance measurement
e) Controlling verticality

13
2.2 Tribrach / Optical Plummet
Figure 2.1: Tribrach
Source: http://www.survey-acc.net/html_products/Tribranch-49.html#sthash.sdT2HjUG.dpbs
A tribrach is the detachable base of all theodolites, total stations, forced
centering targets, and most EDM’s. Tribrachs are equipped with a bulls eye
bubble for leveling and optical plummets for setting up precisely on a survey
mark. The discussion on tribrachs is conducted in a separate section because
they are being used with a wide variety of surveying equipment.
The ability to "leapfrog" backsight, instrument point and foresight by using
interchangeable tribrachs 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 measurements, as well as GPS observations from the
same survey point.

14
2.3 Adjustable Leg-Tripod
Figure 2.2: Tripod
Source: http://adainstruments.com/shop/tripods/surveying-tripods/surveying-tripod-ada-lightwood-s.html
Tripod provides a fixed base for all types of surveying instruments and
sighting equipment such as theodolites, total stations, levels or transits.
In the past, different equipment required different tripods. However, due to
standardization by instrument manufacturers, most of today’s equipment
utilize the same tripod. The same tripod can be used for total station, levels,
and GPS.
Tripods are made of either metal or wood. Wooden tripods are recommended
for precision surveys to minimize errors because of expansion and contraction
due to heat and cold. A stable tripod is required for precision in measuring
angles. A tripod should not have any loose joints or parts which might cause
instability.

15
2.4 Theodolite Pole / Ranging Pole
Figure 2.3: Theodolie Pole
Source: http://www.yorksurvey.co.uk/accessories/ranging-poles/1193/2m-steel-ranging-poles.html
Ranging poles are used to mark areas and to set out straight lines on the
field. They are also used to mark points that must be seen from a distance, in
which case a flag may be attached to improve the visibility.
Ranging poles are straight round stalks, 3 to 4 cm thick and about 2 m long.
They are made of wood or metal. Ranging poles can also be home made from
strong straight bamboo or tree branches.
Ranging poles are usually painted with alternate red-white or black-white
bands. If possible, wooden ranging poles are reinforced at the bottom end by
metal points

16
2.5 Bull’s Eye Level or Horizontal Bubble Level
Figure 2.4: Bull’s Eye Rod
Source: http://www.benchmarkarizona.com/Level_Rods-8-29.html
The bull's eye level is used for maintaining both level rods and sighting poles
in a vertical position. An out of adjustment bull's eye level can cause
accumulative error in level lines. Although the sighting pole is infrequently
used for traversing, an out of adjustment bull's eye level used on sighting
poles can cause errors in both angle and distance measurements.
A simple method for checking for gross error in bull's eye level adjustment is
to check it against a previously checked door jamb or other permanent
building part. Other, more elaborate, checking procedures can be developed
using plumb lines or other devices.

17
2.6 Plumb Bob
Figure 2.5: Plumb Bob
Source: http://www.snipview.com/q/Plumb-bob
Plumb bob is used to check if objects are vertical. A plumb bob consists of a
piece of metal (called a bob) pointing downwards, which is attached to a cord.
When the plumb bob is hanging free and not moving, the cord is vertical.
The plumb bob string with Gammon reel is the old standard short distance
sighting method, particularly for establishing temporary points. Steadiness of
the holder can be enhanced by the use of braces or any type of framework.
Various types of inexpensive string line targets are also available.

18
2.7 Measuring Tape
Figure 2.6: Measuring Tape
Source: http://www.harborfreight.com/1-2-half-inch-x-100-ft-open-reel-measuring-tape-36818.html
Surveying tapes are used in surveying to measure horizontal, vertical and
slope distances. They may be made of a ribbon or band of steel, an alloy of
steel, cloth reinforced with metal or synthetic materials. Tapes are issued in
various lengths and widths and graduated in a variety of ways. They are
available in lengths of 20, 30 and 50 m. Centimetres, decimetres and metres
are usually indicated on the tape.
Although EDM’s (electronic distance measuring instruments) have replaced
tapes for longer measurement, every crew should have both metallic and non-
metallic tapes available. Tape reels for metallic or fiberglass tapes save time
and help prevent damage to the tape, particularly if used in construction or
heavy traffic areas.

19
3.0 Objective
• To learn the principles of running a closed field traverse.
 To enhance the students’ knowledge in the traversing procedure.
• To be familiar with the setting up and use of theodolite.
• 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 be familiar with the various types and methods of traverse surveying
for detailing.
• To determine the adjusted independent coordinates of the traverse
stations so that they can be plotted on the drawing sheet.

20
4.0 Field Data
Station Field Angles
A 86° 44’ 20’’
B 92° 39’ 40’’
C 86° 46’ 20’’
D 93° 46’ 40’’
Sum = 357° 175’ 120’’
359° 57’ 00’’
86°45’05’’
93°47’25’’
92°40’25’’
B
A
D
C
48.8613 m
29.3505 m
47.4928 m
29.8862 m N0°00’00’’W
Field
Data
Adjusted
86°47’05’’

21
4.1 Compute the Angular Error and Adjust the Angles
The sum of the interior angles in any loop traverse must equal ( n - 2 )( 180° )
for geometric consistency.
Sum of interior = ( n - 2 )( 180° )
= ( 4 - 2 )( 180° )
= 360°
Total angular error = 360° - 359° 57’ 00’’
= 00° 03’ 00’’
Error per angle = 00° 03’ 00’’ / 4
= 00° 00’ 45’’ / 45’’ per angle
Station Field Angle Correction Adjusted Angles
A 86° 44’ 20’’ + 0° 00’ 45’’ 86° 45’ 05’’
B 92° 39’ 40’’ + 0° 00’ 45’’ 92° 40’ 25’’
C 86° 46’ 20’’ + 0° 00’ 45’’ 86° 47’ 05’’
D 93° 46’ 40’’ + 0° 00’ 45’’ 93° 47’ 25’’
Sum = 357° 175’ 120’’ 360° 00’ 00’’
359° 57’ 00’’

22
4.2 Calculate the Horizontal and Vertical Distance Between the
Survey Points and the Theodolite
The horizontal and vertical distances between the survey points and the
theodolite can be calculated using the equations as follows:
Equation
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 = 0)
C = Addictive factor given by the manufacturer of the theodolite,
(normally = 0)
D = K × s × Cos2
(θ) + C × Cos
(θ)

23
Therefore,
Distance A - B
Distance A – B = [ K × s × Cos2 (θ) ] + [ C × Cos(θ) ]
= [ 100 × (1.680 – 1.130) × Cos2 (0) ] + [ 0 × Cos(0) ]
= 54.9916 m
Distance A – B = [ K × s × Cos2 (θ) ] + [ C × Cos(θ) ]
= [ 100 × (1.710 – 1.280) × Cos2 (0) ] + [ 0 × Cos (0) ]
= 42.7310 m
Average Reading = (54.9916 + 42.7310) ÷ 2
= 48.8613 m
Top Stadia: 1.680
Middle Stadia: 1.520
Bottom Stadia: 1.130
Top Stadia: 1.710

24
Distance B - C
Distance B – C = [ K × s × Cos2 (θ) ] + [ C × Cos(θ) ]
= [ 100 × (1.415 – 1.085) × Cos2 (0) ] + [ 0 × Cos(0) ]
= 32.9950 m
Distance B – C = [ K × s × Cos2 (θ) ] + [ C × Cos(θ) ]
= [ 100 × (1.520 – 1.263) × Cos2 (0) ] + [ 0 × Cos(0) ]
= 25.7060 m
Average Reading = (32.9950 + 25.7060) ÷ 2
= 29.3505 m
Top Stadia: 1.415
Top Stadia: 1.520

25
Distance C - D
Distance C – D = [ K × s × Cos2 (θ) ] + [ C × Cos(θ) ]
= [ 100 × (1.710 – 1.220) × Cos2 (0) ] + [ 0 × Cos(0) ]
= 48.9925 m
Distance C – D = [ K × s × Cos2 (θ) ] + [ C × Cos(θ) ]
= [ 100 × (1.480 – 1.020) × Cos2 (0) ] + [ 0 × Cos(0) ]
= 45.9930 m
Average Reading = (48.9925 + 45.9930) ÷ 2
= 47.4928 m
Top Stadia: 1.710
Top Stadia: 1.480

26
Distance D - A
Distance D – A = [ K × s × Cos2 (θ) ] + [ C × Cos(θ) ]
= [ 100 × (1.723 – 1.423) × Cos2 (0) ] + [ C × Cos (0) ]
= 29.9954 m
Distance D – A = [ K × s × Cos2 (θ) ] + [ C × Cos(θ) ]
= [ 100 × (1.495 – 1.198) × Cos2 (0) ] + [ 0 × Cos(0) ]
= 29.7770 m
Average Reading = (29.9954 + 29.7770) ÷ 2
= 29.8862 m
Top Stadia: 1.723
Top Stadia: 1.495

27
4.3 Compute course bearing and azimuth
Azimuths Bearings
A – B 00° 00’ 00’’ N 00° 00’ 00’’
B – C 180° 00’ 00’’ N 87° 19’ 35’’ W
+ 92° 40’ 25’’
87° 19’ 35’’

28
Azimuths Bearings
C – D 92° 40’ 25’’ S 00° 32’ 30’’ W
+ 86° 47’ 05’’
179° 27’ 30’’
180° 00’ 00’’
- 179° 27’ 30’’
00° 32’ 30’’
D – A 93° 47’ 25’’ S 85° 40’ 05’’ E
+ 00° 32’ 30’’
94° 19’ 55’’
180° 00’ 00’’
+ 94° 19’ 55’’
85° 40’ 05’’

29
4.4 Compute Course Latitude and Departure
Figure 1.1: Algebraic sign convention for latitude and departure

30
4.4 Compute Course Latitude and Departure
Cos β Sin β L cos β L sin β
Station Bearing, β Length, L Cosine Sine Latitude Departure
A
N 00°00’00’’ 48.8613 1.0000 0.0000 + 48.8613 0.0000
B
N 87°19’35’’ W 29.3505 0.0466 0.9989 + 1.3691 - 29.3186
C
S 00°32’30’’ W 47.9428 0.1000 0.0095 - 47.9407 - 0.4532
D
S 85°40’05’’ E 29.8862 0.0755 0.9971 - 2.2574 + 29.8008
A
Total Perimeter (P)= 156.0408
Sum of
Latitude:
ΣΔy =
0.0323
Sum of
Departure:
ΣΔx =
0.0290

31
4.5 Determine the Error of Closure
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
= [ (0.0323)2 + (0.0290)2 ]1/2
= 0.0434 m
P = 156.0408 m
Accuracy = 1: (156.0408 / 0.0434)
= 1: 3595
Therefore, the traversing is acceptable.
Error in latitude
ΣΔy = 0.0323 m
Error in departure
ΣΔx = 0.0290 mA
A’
Total Error
0.0434 m
Ec

32
4.6 Adjust Course Latitude and Departure
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 Corrections Adjusted
Latitude Departure Latitude Departure Latitude Departure
A
B
C
D
A
+ 48.8613
+ 1.3691
- 47.9407
- 2.2574
- 0.0000
- 29.3186
- 0.4532
+ 29.8008
-0.0101
-0.0061
-0.0099
-0.0062
-0.0091
-0.0054
-0.0089
-0.0056
+ 48.8512
+ 1.3630
- 47.9506
- 2.2636
- 0.0091
- 29.3240
- 0.4621
+ 29.7952
Σ= +0.0323 +0.0290 -0.0323 -0.0290 0.00 0.00
CheckCheck

33
Latitude Correction
 The correction to the latitude of course A – B is
[ – 0.0323 / 156.0408 ] × 48.8613 = - 0.01011
 The correction to the latitude of course B – C is
[ – 0.0323 / 156.0408 ] × 29.3505 = - 0.00608
 The correction to the latitude of course C – D is
[ – 0.0323 / 156.0408 ] × 47.9428 = - 0.00992
 The correction to the latitude of course D – A is
[ – 0.0323 / 156.0408 ] × 29.8862 = - 0.00619
Departure Correction
 The correction to the departure of course A – B is
[ – 0.029 / 156.0408 ] × 48.8613 = - 0.0091
 The correction to the departure of course B – C is
[ – 0.029 / 156.0408 ] × 29.3505 = - 0.0054
 The correction to the departure of course C – D is
[ – 0.029 / 156.0408 ] × 47.9428 = - 0.0089
 The correction to the departure of course D – A is
[ – 0.029 / 156.0408 ] × 29.8862 = - 0.0056

34
4.7 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
Figure 1.2: Table of Computation of Station Coordinate
Station N Coordinate* Latitude E Coordinate* Departure
A
B
C
D
A
100.0000 (Assumed)
+ 48.8512
148.8512
+ 1.3630
150.2142
- 47.9506
102.2636
- 2.2636
100.0000
129.3331
- 0.0091
129.3240
- 29.3240
100.0000 (Assumed)
- 0.4621
99.5379
+ 29.7952
129.3331
Start/return here for lat. check
Start/return here for dep. check
(Course lat. and dep.)
* Compass - Adjusted Coordinates

35
4.8 Loop Traverse Plotted Using Coordinate (Graph)

36
5.0 Conclusion
In this second fieldwork, we were required to carry out a closed loop traverse
survey that is located at the 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 starting the
fieldwork, we roughly marked four points of stations which are station A, B, C
and D in a piece of paper. Station A, B, C and D must be stated on the site to
form a loop traverse.
After that, we used theodolite to measure the angles of four stations (A, B, C
and D) as our field data. The theodolite is placed at point A, and the angle of
point A is achieved by reading the theodolite through point D to B. The angles
of the theodolite must be read from left to right in order to obtain a more
accurate reading.
This process is repeated at each of the points on the site to obtain the angles
from each point. During the measurement, we recorded the vertical and
horizontal angles that have shown on the digital readout panel of the
theodolite.
We also recorded the top, middle and bottom stadia readings in order to
calculate the horizontal and vertical distances between the survey points
which are the distance between station A and B, station B and C, station C
and D and station D and A. This method is called stadia method.
D = K × s × Cos2 (θ) + C × Cos (θ)
During the process of calculating the error, we encountered our total field
interior angle is 359°57’00’’, which is 00°03’0’’ less than the standard total
interior angle of a polygon (360°). Thus, the error was distributed to each of
the point and each angle was added on with 00°00’45’’.
Our error in latitude is 0.0323 whereas the error in departure is 0.029. The
total error is 0.0434. By using the following formula, we calculated the
accuracy of our traverse survey.
Accuracy = 1: (P/EC), 1: [ Perimeter/ Error Closure ]

37
We obtained an accuracy of 1: 3595. 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
After that, we computed stations coordinates and plotted all the stations by
using their coordinates in a graph paper.
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. The profession of
surveying is commonly related to civil engineering, though surveying is an
important part of many academic disciplines. Surveyors have, and likely
always will be, an important part of developing infrastructure and maintaining
a civilized society.

Site Surveying Report - Traversing

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Site Surveying Report - Traversing