CHAPTER 3.

1:
TRAVERSE BY TOTAL
STATION

Gs. SAIFUL ANUAR BIN JAAFAR@IBRAHIM

DEPARTMENT
 LECTURE CONTENT
•Modern instruments:
• Structure, handling , setting up and its components

•Measurement of angle and distance

•Instrument Errors and permanent adjustments

•Traverse by using total station:

 Type of traverse and procedures

 Observation & booking technique

 Calculation and error

 Plotting for second class traverse

INSTRUMENT : TOTAL STATION
•For traversing, the equipment that usually uses is total
station.
•Total Station is commonly used for making observation of
horizontal angle, vertical angle, horizontal distance, slope
distance and vertical distance or formerly known as Bearing
and Distance
•Very precision instrument are used in measuring the angle.
•Bearing of a survey line is the angle between the direction of
the line and the direction of the meridian or north at the
beginning of the line. Angle measured in a clockwise
direction.

Optic Digit
al al
INSTRUMENT : OTHERS

Prism
Tripod

Prism Pole Staff

DEFINITION OF TRAVERSE
•Traverse consists of line related by horizontal angle
(bearing) and lengths (distance).
•The length are measured by chain, measuring
tape or any suitable methods.
•The direction of lines are obtained by measurement of
angle or bearings using theodolite or prismatic
compass. Measured between points with known
rectangular coordinates.
•The station for the traverse loop is marked with a suitable
marker.
•The bearing and distance observed are recorded in the
traverse
form. Computation are necessary to obtain the survey
accuracy.
TRAVERSE LOOP – CLOSED TRAVERSE
EXAMPLE OF LOTS THAT WILL BE SURVEYED USING TRAVERSE BY
TOTAL STATION TECHNIQUE

3
2 Bg/d Bg/d

4
Bg/
d
Bg/d
1
5

Bg/ Bg/d
d
6
 TYPES OF TRAVERSE : Closed Traverse
 Starts with one known station and end with the same
station.
 The coordinates of the starting station and the end station
must be same.
 If there is a difference between starting coordinate and end
coordinate, the error can be identified and the correction
must be done to the each traverse line.
 Can be checked and adjuste1dc.oordinates
B X= 1000m
N
1 Y= 1000m coordinate
s X= 1400m
3 Y= 900m
n
A
C
2
A coordinates
X= 1000m
Y= 1000m 4
D Station 1 and n is known point (coordinate)
Open Traverse
 The measurement starts with one known station and
the end points are not in the same station.
 The traverse maybe has one known coordinates (a station).
 The error by using this traverse is difficult to define.
 Suitable for long narrow strip (construction of
1
highway and railway)
coordinates 3
X= 1000m n
Y= 1000m

Station 1 is known point (coordinate)

and station n is unknown point.
PURPOSE OF TRAVERSE
•Detail Survey
A traverse network of survey line and ground marks provides control
points which can be accurately plotted in a map or plan. Collect all
information of an object on the earth surface. (natural or man made
features)
⚫ Setting Out
 Set out the position of road, building or other
new construction.
 Pegs can then be set out on the ground from the
traverse to define
the position of such new work.
Measurement in Traverse
•Linear measurement (Distance)
•Measurement of distance between two or more points by
using measuring tape or chain.

2
•Angle measurement (Bearing) 30.000 m
1
•Measurement 2o5f.0a0n0glme between two or more points by
using t3otal
station or prismatic compass.
Procedure in Survey Works

1. Reconnaissance Survey
2. Station Marking
3. Observation and Measurement
4. Booking for Bearing Observation
5. Observation Checking
1. Reconnaissance Survey
Carried out to determine and selection of suitable station points. The
criteria for selection of station points:-
• Use “whole to part “ principle.
• The number of station must be minimize but cover all the survey site.
• The distance between station must be far (more than 30 m) and same as other
traverse line.
• Avoid the sight line to close with earth surface.
• Station must be at the stable surface.
• Try to avoid any disturbance such as tree, building etc.
• The station must be available to observe all the detail surrounding.
Bg/ 3
2 d Bg/
d
4
Bg/
d Bg/
d
1 5
Bg/ Bg/
d 6 d
Principle of Traverse Surveying
•“From whole to the Part”

Pkt 1 Pkt 2

Traverse
Line

L1 L2 L3
Pkt 6 Pkt 3

Site area to be
surveyed
Pkt
Pkt 5 4
2. Station Marking
•The station can be mark when the station criteria had been full fill.
•The common station marking are wood peg and nails.
•The selection of the station marking depend on the site condition.
•The survey works on the road, the suitable marking is nails.
•If the survey works in the forest or construction site, the wood peg is
the best used as station marking.
•For permanent marking, the station can be in concrete.
Pkt 1 Pkt
2

L1 L2 L3 Pk
Pkt
t3
6

Pk
Pkt t4
5
3. Observation and Measurement
There are two types of observation in traverse:-
• Angle – measure internal angle of the traverse
• Bearing – measure angle from the north in close wise direction

The observation begin with back station to front station.

The observation must be done in face left and face right.

Face Left :
When the vertical circle of the theodolite lies to the left of the observer when
taking a
first reading, the position of the instrument is referred as face left. The first reading
in new
observation.
a First, read back
station, a with face
N left
c
Second, turn theodolite to b
and
read front station with face left

b
C= instrument setup
• Face Right
•When the vertical circle of the theodolite lies to the right of the
observer when taking a reading, the position of the instrument is
referred as face right.
•The observation of the angle (horizontal or vertical) is known as face right
observation.

a Third, turn the instrument back to a,

read back station with face right
N
c Forth, turn teodolite to b and
read front station with face
right

b
C= instrument setup
 DIFFERENT IN ANGLE BETWEEN
FACE LEFT AND FACE RIGHT
N(+)
0°/360
°

W(-) E(+)
270° 90°

If FL in the this range, FR - If FL in the this range, FR + 180 °

180 °
S(-)
180
°
BOOKING & OBSERVATIONS
Bearing and distance observation are recorded in field book
with specific format.
OBSERVATION CHECKING
Observation Checking
There are three types of checking bearing and angle:-
1. Total internal and external angle
Σ (Internal Angle) = [2n-4] 90º
Σ (external Angle) = [2n+4] 90º n = total number of stations.

2. Bearing comparison
The last bearing is compare with the establish or known bearing value.
Example:
Line AB read as 29º 29’ 21”
Suppose read as 29º 29’ 29”
Angle misclosure – 8” in 4 station a, b, c and d.
Adjustment +2” per station.

3. Cross-bearing
The checking was done by observation to the other reference station and
compare the difference
 Accuracy in Traverse Theodolite
•Misclosure that recommended by Department Survey And Mapping
Malaysia (JUPEM)

CLASS ACCURACY CLOSURE MEASURED MEASUR AREA

DISTANCE E D
BEARING
1 1:8000 1’15” 0.001m 10” DEVELOPMENT

2 1:4000 2’30” 0.001m 30” AGRICULTURAL

3 1:3000 5’ 0.01m 1’ AGRICULTURAL

 Errors in Traversing
⚫ No Permanent Adjustment
• Instrumental error
⚫ Minimised
• Personal error
⚫ Do Permanent
• Natural error Adjustment
⚫ Multiple observations (
Face left /face right)
⚫ Repetition

⚫ Wind
Error of Manipulation
⚫ High temperature
⚫ Inaccurate centering
⚫ Haze ⚫ Inaccurate levelling
⚫ Unequal settlement of tripod ⚫ Non – elimination of parallax
⚫ Slip
leg
Error of Observation
⚫ Inaccurate bisecting signal
⚫ Non vertical signal
⚫ Displacement of pegs / signal
⚫ Wrong Reading & Booking
Source of Error
Some sources of error in running
a traverse observation are:
⚫ Poor selecting of stations, resulting in bad
sighting conditions caused by alternate sun
and shadow.
• Theodolite is not perpendicular to the station
• Theodolite is not level during observation
• Wrong handling for total station and tripod
• Parallax
• Effect from curvature and refraction
• Error in reading or booking

Mistakes In Traversing
⚫ Occupying or sighting on the wrong station
⚫ Incorrect orientation
⚫ Confusing angles to the right and left
⚫ Mistake in recording and reading
FIELD WORK : TRAVERSE BY TOTAL
STATION
Procedure:
1. Select site (Reconnaisance Survey)
2. Station Marking (4 station marked with picket)
3. Mark the station base on clockwise direction.
4. Distance between stations is 25-30 m.
5. Datum : Observe using Prismatic Compass for station 2-1.
1 +/-30 m 2

+/-30 m +/-30 m
4 3
+/-30 m
Thank You….
 CHAPTER 3.2:
INTRODUCTION TO COMPASS AND TOTAL
STATION

Gs. SAIFUL ANUAR BIN JAAFAR@IBRAHIM

DEPARTMENT
 INTRODUCTION
Compass Surveying

• Compass is a navigational instrument for determining Direction

relative to the Earth's .
•It consists of a magnetized pointer (usually marked on the North
end) free to align itself with Earth's magnetic field.
• Determine the object position by angular measurement.
• Angle can be classified into two:
 Horizontal
 Vertical
• Unit of angle:
 Degree(°) Minute(‘) Second(“)
SURVEYOR COMPASS

Vertical angle reading

Telescope
-View the target

Vertical tilt screw

-Adjustable for vertical

Compass needle
-Show direction
Bearing reading
-Shows bearing observ

Zero clamp
-Lock bearing to 0 sam
north direction
SURVEYOR COMPASS

Focus
-Zoom in and Zoom
Out the target
Bubble
-Make the instrume
centre to the station

Needle clamp
-For lock North Direc
Bearing clamp
-For lock target
 NORTH DIRECTION
• Direction of a North
line must be determine
Magnetic
by North-South line. North
• The problem is, True
how we can determine North

the North-South line? Grid

• To solve the problem, there are North

3 types of North direction.

Magnetic North
 North direction that showed by compass.
 The problem is that direction can be vary
from each place and can be manipulate by
iron object near the compass.
U
A

S
True North
 North direction that showed by meridian line.
 Can be determine by astronomical method.
 All bearing that use the true north can be call azimuth.
 This is really a true north.

U A

S
Grid North
 North direction that showed by the grid line in the map.
 It refer to rectangular coordinate system by each country.

U A

S
 BEARING
• Angle measured in clockwise
direction between survey lines with
the north direction.
• The following are types of bearing:
1. True Bearing
2. Magnetic Bearing
3. Grid Bearing
4. Whole Circle Bearing
5. Quadrantal Bearing
6. Forward/Backward Bearing
 BEARING
• Angle measured in clockwise
direction between survey lines with
the north direction.
• The following are types of bearing:
1. True Bearing
2. Magnetic Bearing
3. Grid Bearing
4. Whole Circle Bearing
5. Quadrantal Bearing
6. Forward/Backward Bearing
1. TRUE BEARING
• Angle between the true north to the direction of
the direction of the line (A).

North Pole

True Bearing
θ

South Pole
X
2. MAGNETIC BEARING
• Angle between the direction of the magnetic north
showed by magnetic needle and the direction of the line

North Pole

Magnetic
 North Pole

Meridian Magnet

Magnetic South
Pole
South Pole

* Sudut  akan
berubah dari masa ke
semasa
3. GRID BEARING
• The grid whole circle bearing of any survey lines is the
clockwise angle between grid north line and the survey line.

GB U A

S
4. WHOLE CIRCLE BEARING
• Angle from any north direction to the surveyed line.
• Whole circle bearing (WCB) is the measurement line
where the direction of the measurement is clockwise.
• WCB range is 0° - 360° from north direction.
N

W E

S
5. QUADRANTAL BEARING
• Angle form any line which it makes with the
north-south axis.

NW NE

W E

SW SE

S
 Quadrant 1 Quadrant 2
U
U

0 0

B T
B T

Quadrantal bearing
S is N 0 E S
Quadrantal bearing is S (1800- 0) E

Quadrant 3 Quadrant 4
U
U

0 0

B T
B T

S
S

Quadrantal bearing is S (0- 1800) W Quadrantal bearing is N (3600- 0) W

 Whole Circle Bearing to
Quadrant Bearing
LINE WCB RULE FOR QUADRANT
QB

AX 0° AND 90° QB=WCB NE

AY 90° AND 180° QB= SE

180° - WCB

AZ 180° AND 270° QB=WCB-180° SW

AW 270° AND 360° QB= NW

360° - WCB
Quadrant Bearing to Whole Circle Bearing

W N
X
φ θ

W E
A
ω Φ
Z S Y

LINE QB RULE FOR WCB BETWEEN

QB
AX NθE WCB = QB 0° AND 90°
AY SΦE WCB=180° - QB 90° AND 180°
AZ SωW WCB=180° + QB 180° AND 270°
AW NφW WCB=360° - QB 270° AND 360°
WHOLE CIRCLE BEARING TO QUADRANT BEARING

•94˚00’00”
S
•123˚20’00”
86˚00’00”
•175˚32’00”
ES U
•199˚46’50”
•242˚12’23” 56˚40’00”

•255˚28’33” E
Whole circle
•288˚34’13” S 4˚28’00” bearing
•311˚43’22” ES

•11˚12’13” 19˚46’50”
WS
•56˚44’56”
62˚12’23”
W
S
U
75˚28’33”
W N
48˚16’38”
N W
N
7
11˚12’13”
1 E N
˚ 56˚44’56”
2 E

5
’
4
7
”

W
QUADRANT BEARING TO WHOLE CIRCLE BEARING

•N 84˚00’00” E U
84˚00’00”
•N 23˚20’00” E
23˚20’00”
•S 75˚32’00” E Whole circle
•S 35˚46’50” E 104˚28’00” bearing
•S 42˚12’23” W 137˚47’37”

•S 55˚28’33” W 222˚12’23”
•N 88˚34’13” W 235˚28’33”
U
•N 11˚43’22” W 271˚25’47”

•S 11˚12’13” W 348˚16’38”
Quadra
•N 56˚44’56” E 191˚12’13” nt
56˚44’56” bearing

S
6. BACKWARD BEARING / FORWARD BEARING

• Angle from any meridian to the surveyed line.

• A great imaginary circle on the surface of the
Earth that runs north and south through the
North Pole and South Pole. Longitude is
measured on meridians: places on
a meridian have the same longitude. (See
prime meridian.)
• A prime meridian is a meridian in a geographical
coordinate system at which longitude is defined
to be 0°. Together, a prime meridian and its
antimeridian form a great circle
• If the survey line is in clockwise then AB is
forward bearing and BA is backward
bearing.
N 0
N
AB line = 88
(Forward Bearing)
268º
BA line = 2680
88º
B
(Back Bearing)

A BA line = 1800 + 880

TYPES OF ANGLE

1. INTERIOR
2. EXTERIOR
3. DEFLECTION
4. ANGLE TO THE RIGHT OR LEFT
• Forward bearing from interior angle

1 90º 00’ 00” 2

110º 20’ 20”

3
1. Find back bearing (2-1)
2. Back bearing (2-1) – Interior angle
3. Forward bearing (2-3 ) = 159º 39’ 40”
 • Interior angle from bearing

1 90º 00’ 00” 2

150º 10’ 20”

3
1. Find back bearing (2-1)
2. Back bearing (2-1) – Forward bearing (2-3)
3. Interior angle (at 2 ) = 119º 49’ 40”
 • Exterior angle from bearing

1 90º 00’ 00” 2

150º 10’ 20”

1. Find back bearing (2-1) 3

2. Back bearing (2-1) – Forward bearing (2-3)
3. Interior angle (at 2 ) = 119° 49’ 40”
4. Exterior angle = 360 ° 00’ 00” - 119° 49’ 40”
5. 240 ° 10’ 20”
• If the survey line is in clockwise then AB is
forward bearing and BA is backward
bearing.
N 0
N
AB line = 88
(Forward Bearing)
268º
BA line = 2680
88º
B
(Back Bearing)

A BA line = 1800 + 880

Definition Of Total STATION
•Total Station is commonly used for making horizontal angle and
vertical angle.
•Very precision instrument in measuring angle.
•Several types of traversing instruments :
- Transit theodolite
- Micrometer Theodolite
- Optical Theodolite
- Digital Theodolite
- Total Station
 Uses of TOTAL STATION
•Measurement of Horizontal Angles.
•Measurement of Horizontal Distance
•Measurement of Vertical Angles
•Measurement of Vertical Distance
•Measurement of Slope Distance
•Measurement of magnetic bearing
•Determining the relative height
•Determining heights and distance very fast (tachometry).
How does total station
works
• Measure angle and distance
• By measuring known point, a TS calculate receiver’s
position relative to known points and coordinate
system.

T Receive
S r

Known point
 Function of total
station
•Angular measurement
•TS capable to measure vertical and horizontal angle
• same function as theodolite (measure angle)

•Distance measurement
•TS also capable to measure slope distance.
•TS has an emitter that generates modulated microwave or infrared
signals. This waves or signals will be reflected by a prism reflector. The
modulation pattern is read and interpreted by microprocessor in TS. The
distance determined by emitting and receiving frequencies and
wavelength to the target.
Function of total
station
•Data recording and processing
•Micro computer in TS can store the data
•Data recorded can be download to a computer and process using
application software in order to generates a map of survey area
•Using the vertical angle, TS can calculate the horizontal and vertical
distance components of the measured slope distance

•Coordinate determination
•TS determines the coordinates of an unknown point relative to the
known coordinates by establishing a direct line of sight between two
point
•Angle and distance measured; coordinates are calculated using
trigonometry and triangulation.
Structure and Component of
1.TOTAL SATION
 A GTS-230N Series two-faces type of
total station
 total station can get the value of distance
and angle
 2000m for a prism used with condition of
slight haze with visibility about 20km.
Structure and Component of TOTAL
STATION
2.PRISM

 Prism is an instrument to mark the back

point and the front point.
 It has the ability to reflect the laser from
the total station to get the distance. It
landed over the tripod and placed above the
pegs.
 Usually, prism is widely used in traversing
for control survey.
3.TRIPOD

 Tripod is an instrument that acts as a

base for the total station or the prism.
 Helps to stabilize the instrument on it. The
feet of the tripod are push further onto
ground to make the instrument more stable.
 There is a screw that will be attaché to the
bottom of the total station and a hole that
allow the centering to the point using the
eyepieces.
 SETTING UP
INSTRUMENT
 (Temporary Adjustment)
•Setting up a total station
- Set up tripod
- Install the instrument

TOTAL
STATION /
THEODOLITE

STATION / PEG
PLUMBOB
•Centering and levelling a total station
• Focus on the surveying point or station.
• Centre the surveying point or station in the optical plummet.
• Center the bubble in the circular level.
• Center the bubble in the plate level by using the foot screw.
• Check to see the bubble is in same position in any direction.
• Center the instrument over the surveying point by looking the optical plummet
eyepiece to make sure the point in the actual position and the bubble also in a
plate level.
 Setting up Instrument

•Removing Parallax
• Focusing on the reticle.

• Sight the target

• Focus on the target
• Adjust the target until is no parallax.
 Total Station
Errors
TS Error

Error in TS &
reflector constant Error in frequency
(Scale error)
error Cyclic
(Zero error)

Zero Scale
error error
This takes into account the uncertainties in Deriving in this instance from
the position of the electrical centre of the incorrect pattern frequencies
transmitter and uncertainties in the generated within the instrument.
effective centre of the reflector

Cyclic error
This produces errors that are function of
the point in the phase cycles where the
measurement occurs and which
consequently repeat over every
wavelength of the measuring wave.
 Total Station Errors
Instrumental and reflector constants
•Also known as zero error. The uncertainties in the position of the
electrical centre of the transmitter and uncertainties in the effective
centre of the reflector
•Signals travel over some distance internally during both transmission and
return.
•The point from which the signal to be transmitted, the electronic centre,
may differ from the geometric centre referred to the location of the
instrument over a station.
•This gives rise to a constant, which must be applied to all distance
measured with that instrument. The constant value are specified by the
manufacturer.

Vertical axis zero

 Total Station Errors
Frequency error (Scale error)
• Due to incorrect pattern frequencies generated within the instrument.
• 3 component that cause scale error; oscillator, diode and external effects.
• Oscillator – environment temperature and heat from TS itself.
• Diode – carrier wave that affect by temperature
• External effects – atmospheric affect and humidity
Cyclic Error
• This produces errors that are function of the point in the phase cycles where the
measurement occurs and which consequently repeat over every wavelength of the
measuring wave.
• Component that cause cyclic error; electrical / optical crosstalk, multi-path error.
• Electrical crosstalk – electrical noise that coming from other source combine with the
EDM signal
• Optical crosstalk – some infrared signal leak from the source and travel to the reflector
• Multi-path error - some of the measurement signal are bounce out from the receiver.
CHAPTER 3.3:
TRAVERSE FIELDWORK PROCEDURE,
BOOKING PROCEDURE AND
TRAVERSE CALCULATION

Gs. SAIFUL ANUAR BIN JAAFAR@IBRAHIM

DEPARTMENT
TRAVERSE FIELDWORK PROCEDURE
AND BOOKING PROCEDURE
Station
point
2

Reference
point
3
1
Target point

4
 Station
2
Reference point Target point
1. Using -Set datum for
Compass face left and
to get the datum measure bearing
2. Start and distance,
Observation by Continue for face
using Total Station right

Station
1 Station 3
Station point
1.Prismatic
Compass
(Datum)
2. Total
Station (Face
Left and
Face Right)
 FIELDWORK PROCEDURES
Observation

STN 2

STN 1

STN 3

Stn marked by pegs or nails

STN 4 Bearings and distances - measured
 FIELDWORK PROCEDURES
Observation

STN 2

STN 1

STN 3
compass

STN 4
Stn marked by pegs or nails
 FIELDWORK PROCEDURES
Observation

STN 2

STN 1

STN 3

STN 4
Stn marked by pegs or nails
FIELDWORK PROCEDURES
Observation (cont…)

STN 2

STN 1

STN 3

STN 4
Stn marked by pegs or nails
FIELDWORK PROCEDURES
Observation (cont…)

STN 2

STN 1

STN 3

STN 4
Stn marked by pegs or nails
FIELDWORK PROCEDURES
Observation (cont…)
STN 2

STN 1

Clockwise

STN 3

STN 4
Stn marked by pegs or nails
 EXAMPLE OF BOOKING
FORM FOR
TRAVERSE
BEARING / ANGLE F LINE
Distance
r T Vertical Distance Final
Station Temp. Between
Face Left Face Right Mean o FINAL BEARING o Angle (m) Distance
Support
m
2

2
2

3
3

4
4

1
1
 HOW TO BOOKING THE
OBSERRVATION? Slope dist.

BEARING / ANGLE F LINE

Distance
r T Vertical Distance Final
Station Temp. Between
Face Left Face Right Mean o FINAL BEARING o Angle (m) Distance
Support
m
2 1 55.311
Datum from PC 85 00 00 88 16 55.336
Reference point

1 85 00 00 265 00 00 319 33 15 2 3 90 40 57.648 57.644

2
2

319 33 20 139 33 10
3 55.336 s 1o ’
co 44

Zenith angle
3 (VA = 90o – 88o 16’ = 1 44’)
o

Station point
4

Target point
1 (319 33 20 + 33 10 180 ) ÷ 2
139 ±
 HOW TO BOOKING THE
OBSERRVATION?
BEARING / ANGLE F LINE
Distance
r T Vertical Distance Final
Station Temp. Between
Face Left Face Right Mean o FINAL BEARING o Angle (m) Distance
Support
m
Datum from PC 85 00 00 2 1 88 16 55.336 55.311

1 85 00 00 265 00 00 319 33 15 2 3 90 40 57.648 57.644

22

3 319 33 20 139 33 10

2 45.118
139 33 15 319 33 15 52 45 35 3 4 93 40 45.211
33
4 52 45 35 232 45 35

1
 BEARING / ANGLE F LINE
Distance
r T Vertical Distance Final
Station Temp. Between
Face Left Face Right Mean o FINAL BEARING o Angle (m) Distance
Support
m
Datum from PC 85 00 00 2 85 00 00 1 88 16 55.336 55.311

1 85 00 00 265 00 00 319 33 15 2 319 33 20 3 90 40 57.648 57.644

2
2 + 05

3 319 33 20 139 33 10

2 139 33 15 319 33 15 52 45 30 3 52 45 40 4 93 40 45.211 45.118

33 + 10

4 52 45 35 232 45 25

3 232 45 30 52 45 30 139 33 50 4 139 34 05 1 92 10 87.301 87.239

44 + 15

1 139 33 40 319 34 00

4 319 33 50 139 33 50 264 59 40 1 265 00 00 2

11 + 20
Lihat Ruangan 1

2 264 59 20 85 00 00

Garisan 1 – 2 dibaca 264 59 40 Mean of line 1 -

Sepatutnya 265 00 00 2
Tikaian - 20” pada 4 stesen iaitu 2,3 4
dan 1 Mean of line ( 2 – 1 + 180o )
Pembetulan + 20 ÷ 4 = + 5” setiap stesen
 BEARING / ANGLE F LINE
Distance
r T Vertical Distance Final
Station Temp. Between
Face Left Face Right Mean o FINAL BEARING o Angle (m) Distance
Support
m
Datum from PC 85 00 00 2 85 00 00 1 88 16 55.336 55.311

1 85 00 00 265 00 00 319 33 15 2 319 33 20 3 90 40 57.648 57.644

2
2 + 05
3 319 33 20 139 33 10

2 139 33 15 319 33 15 52 45 30 3 52 45 45 4 93 40 45.211 45.118

33 + 10
4 52 45 35 232 45 25

3 232 45 30 52 45 30 139 33 50 4 139 34 05 1 92 10 87.301 87.239

44 + 15
1 139 33 40 319 34 00

4 319 33 50 139 33 50 264 59 40 1 265 00 00 2

11 + 20 Lihat Ruangan 1

2 264 59 20 85 00 00
• Observation Checking

There are three types of checking bearing and angle:-

1. Total internal and external angle

Σ (Internal Angle) = [2n-4] 90º

Σ (external Angle) = [2n+4] 90º n = total number of stations.

2. Bearing comparison
The last bearing is compare with the establish or known bearing value.

Example:

Line AB read as 29º 29’ 21”

Suppose read as 29º 29’ 29”
Angle misclosure – 8” in 4 station a, b, c and d.
Adjustment +2” per station.

3. Cross-bearing
The checking was done by observation to the other reference station
and compare the difference
EXERCISE:DETERMINE ERROR AND
CORRECTION
•Final Bearing

Line observe (2-1) = 220̊ 01’ 10”

Actual Bearing (2-1) = 220̊ 00’ 00”

Error = ?

5 (Refer number of station)

Correction of each station should be = ?
LINEAR MISCLOSURE

▶Traverse Accuracy

= √(Different latitude)² + (Different departure)²

∑Distance

= 1: X ( in ratio)

1: 8000
Example : Traverse Accuracy
Calculation
(Linear Misclosure)
Limitation reading in survey work
Calculation of Latitude and Departure

Nort
h Survey line Formula
B Latitude = D
cosineθ Departure
Bearing = D sineθ
(θ)
Distance Latitud
(D) e Latitude A-B = D cosine θ
Departure A-B = D sine θ
θ

A D = Distance of Point A-B

Eas Θ = Bearing of Point A-B
Departure t
Example :
Calculation of
Latitude and
Departure

Formula
Latitude = D
cosineθ Departure
= D sineθ
Calculation of
Traverse
Traverse
Adjustment

•Traverse Adjustment

Two Methods

Transit Method Bowditch

Method
•Transit Method

2 Correction in Latitudes for line 1-2

Line of Traverse (Latit)

1 = X Diff of
Latitude Total sum of latitudes

Correction in Departures for

line 1-2
Line of traverse
4 = (Dipat) X Diff of
Total sum of Departure
departures
Transit example
 •Bowditch Method

2
Correction in Latitudes for line 1-2, 2-3, 3-4,
3 4-1
1
Distance of Line
= X Diff of
Latitude Total traverse length

Correction in Departures for line 1-2, 2-3, 3-

4, 4-1
4 Distance of
= Line X Diff of
Total traverse Departure
length
Bowditch example
 Calculation Coordinate For Traverse
•One station must have Known Coordinate (X, Y) before start the traverse.
•From one coordinate, another coordinate for all station can be calculate
by using the Adjustment Latitude and Adjustment Value. (Bowditch data)

Known Coordinate (X, Y)

Line of Station Coordinate
2
North / South East / West
1 1000.000 1000.000

N= 1000m 1
Adjustment Latitude and Adjustment
E= 1000m Departure Value.
3
1-2 241.725 72.262

2-3 81.636 272.305

3-4 - 371.028 -101.392

4 4-1 47.668 -243.176

Example of Coordinate
AREA FOR TRAVERSE
▶How to calculate area for traverse

Formula :
Area = ½ [(N1 E2)+(N2 E3)+(N3 E4)+(N4 E1)] –
[(N2 E1)+(N3 E2)+(N4 E3)+(N1 E4)]
Area = meter²

N E
1 1
N E
2 2
N E
3 3
Calculation Area by Using
Coordinate value
Plotting
Types of coordinate

•Rectangular
•Polar
 Coordinate System
 Polar coordinate system
U
Longitude
Greenwich

0 Latitude

S
• Polar coordinate system is a 2D coordinate system.
• Each point on a plane is determined by a Distance from a
reference point and an Angle from a reference direction.
 Coordinate System
• Rectangular coordinate system
 Coordinate System
• Rectangular coordinate system
U
1050.
00

B T
0

S
 Sources of Error
⚫ Some sources of error in running a traverse are:
⚫ Poor selecting of stations, resulting in bad sighting conditions
caused by alternate sun and shadow.
⚫ visibility of only the rod's top.
⚫ line of sight passing too close to the ground.
⚫ lines that are too short.
⚫ sighting into the sun.
⚫ Errors in measurements of angles and distance.
⚫ Failure to measure angles an equal number of times direct
and reverse.

⚫ Mistakes In Traversing
⚫ Occupying or sighting on the wrong station
⚫ Incorrect orientation
⚫ Confusing angles to the right and left
⚫ Mistake in recording and reading
Thank You…