1.0 INTRODUCTION

Cadastral surveying in Malaysia is a procedure that produces a map or plan for

a land parcel or a group of land parcel. The boundary mark and boundary line are

need to be show without any hesitating. Every line should have the value of bearing

and distance consequent to the accuracy of surveying follow to the circular and land

law.

Now a day, all survey work in Malaysia use e - Kadaster system to make sure

that the title survey more systematic and more efficient. According to the Circular

PUK 2009, the implementations of this e - Kadaster directly and indirectly influence

the conduct and procedures in carrying out the field work measures and processing in

the office. In this context, the cadastral survey that has been based on computing will

become more efficient.

GPS technology efficiently provides users precise positions. Nowadays, by

using modern GPS techniques such as Rapid-Static, Stop & Go and Real Time

Kinematics (RTK), many points can be observed in a relatively short period of time

with good accuracy as those obtainable by conventional EDM/Total Station

surveying. These can increase productivity, reduce cost and manpower, and at the

same time is capable to challenge the cadastre task. Furthermore, for multipurpose

cadastre surveys, GPS positioning is a desirable and adequate method for establishing

and strengthening the national and regional geodetic networks.

For this task, we were required to do a standard traverse to compare the

reading between solar observations and global positioning system (GPS). The

standard traverse is a series of high accuracy traverse. The linear accuracy in 1:25000

and the angular is 1.5” per station. The purpose of standard traverse is to density

secondary control point and as a control network for cadastral survey. It is for any

precise job such as control network for cadastral survey, mapping and geodetic

control network.

The standard traverse is done by observing horizontal distance, horizontal

angle, solar observation and GPS observation. The standard traverse observes by

angle method which is define the interior and exterior angle and the total should be

360. The solar observation is needed for the azimuth control at the starting bearing

and the correction for the traverse.

1

We had been given a task for standard traverse at around UiTM Perlis. We starting

and closing the standard traverse with CRM point.

1.1 Executive Summary

1.1.1 Name of Project

Standard Traverse

1.1.2 Objective

To compare the reading between solar observation and GPS

(Global Positioning System) by using CRM as control point.

To carry out Standard Traverse Survey in accordance with Survey

Department practice.

To expose student using instrument in horizontal angle

measurement concept and understanding the method whereby

never used before this.

1.1.3 Scope of work

In this practical, we plant the CRM point by using a steel pipe with

cement. So, the pipe will not easily disturbance. Solar and GPS

observation were used as a method to achieve the objective.

AutoCAD 2007 was used as software to draw a certified plan and

show standard traverse network.

1.2 Site Location

The location for this practical was around UiTM Perlis. Refer Figure 1.2.

Figure 1.2: Location of plan

2

2.0 THEORY OF WORK

There are the characteristics of the theory of cadastral surveying need to follow to get

the best result and work.

2.1 Reconnaissance

Reconnaissance is very important to get the general view and to know the

real topographical surface of the survey site.

To get the overall picture of the area to be survey can be done smoothly.

To identify any obstacles.

To locate traversing stations.

2.2 Station Marking

The traversing stations must be marked several days prior before

observation.

The traversing stations place in firm, stable and on level ground.

The traversing stations using pipe driven in concrete because stations

must be permanent and harder to disturbed.

2.3 Horizontal Angle Measurement

Standard traverse

Standard traverse consist a series of traverses high accuracy. The linear

accuracy in 1:25000 and the angular is 1.5” per station. The purpose of

standard traverse is to density secondary control point and as a control

network for cadastral survey. Beside that it used for mapping and

geodetic control network.

Control traverse

Control traverse is a series of control station to forming a network. The

linear accuracy in 1:15000 and the angular is 3.0” per station. It uses for

engineering work, monitoring, setting out, constructions and etc.

Since this traverses is needed and important to get the high accuracy, so

all the work must be properly done to avoid the errors. (human error,

gross error and an instrument error).

2.4 Azimuth control

3

The azimuth controls get by doing solar observation.

The angular check by solar observation at intervals not exceeding 25

stations.

The true bearing from solar observation was compared between Global

Positioning System (GPS).

2.5 Global Positioning System (GPS)

GPS satellite navigation system which is provides the location and time

information.

Geodetic GPS network for Peninsular Malaysia was first observed in

early 1992 and completed 1993 providing a consistence set of coordinates

in WGS84.

The GPS surveying has been practiced for various applications which

particularly in providing control for large engineering projects.

2.6 Cadastral Reference Mark (CRM)

According to survey circular 2009, part of survey datum is two new CRM

with distance not less than 30 meter.

The observation can be in static method with condition that both points

must observe on same time.

The observation takes about 40 minutes except the master set observation

where the observation was about an hour.

2.7 Adjustment

Tolerance between internal and external angle angle is 5”

Applied M correction

Final bearing for each line to be computed.

2.8 Angular and Linear Misclosure

Angular 1.5” per station

Linear misclosure 1:25000

3.0 EQUIPMENT

3.1 Standard Traverse equipment

4

Equipment Usage

Total station

Total station is the most important

equipment in survey.

It is used in traversing and detail survey.

Can be obtain bearings and distances

almost accurate using this equipment.

To get the straight line of sight.

Prism

As reflector unit where it will give the

information about bearing and distance

during the observation

Tripod

To hold the total station prism.

To make sure the total station or prism

is correctly positioned on the point and

level.

Hammer

Used to knock the nail at the hard

surface

Nail

Used to mark the station at the hard

surface

Figure 3.1: List of Traverse equipment

3.2 Solar Observation equipment

5

Equipment Usage

Total station

Total station is the most important

equipment in survey.

It is used in traversing and detail

survey.

Can be obtain bearings and distances

almost accurate using this equipment.

To get the straight line of sight.

Prism

As reflector unit where it will give the

information about bearing and distance

during the observation

Tripod

To hold the total station prism.

To make sure the total station or

prism is correctly positioned on the

point and level.

Sunglasses

Used with total station when during

solar observation and to prevent eyes

from directly contact with ultraviolet

radiation.

Figure 3.2: List of Solar observation equipment

3.3 Global Positioning System (GPS) equipment

6

Equipment Usage

Receiver

Receive data from satellite.

X,Yand Z data.

Tribach Used to attach base and rover.

Figure 3.2: List of GPS equipment

4.0 PROCEDURES OF WORK

7

4.1 Flow chart of work

4.2 Preparation

8

Preparation

1. Reconnaissance

2. Station marking

Field Work

1. Differential Field Test (DFT)

2. Traversing

3. Solar Observation

4. GPS Observation

Data Processing

1. GPS processing

2. AutoCAD

4.2.1 Reconnaissance

Before starting the survey, reconnaissance is important to

know and identified the topographical detail the place of the

area. Besides that, it needs to be done first to avoid any

obstacle during field work and to make sure field work done

smoothly.

4.2.2 Station marking

Station marking using pipe driven in concrete because

stations must be permanent and harder to disturbed. Station

making placed on level ground and must be mark several

days before observation

4.3 Field Work

4.3.1 Differential Field Test

The differential field test should be carried out at the start of

every new survey job to make sure that the instrument to be

used in a good condition. It is important to ascertain if the

EDM or total station is inacceptable working order.

Procedure of differential field test:

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i. Set up instrument total station at point A and prism

at point B.

ii. Then measured the distance A to B.

iii. Mark point C between line A and B.

Figure 4.3: Differential field test

iv. Then move the instrument at point C and put the

prism at point A and B.

v. Then measure the distance CA and CB.

vi. Distance AB must be compared with total distance

CA + CB.

10

A 68.825 B

A 38.846 C 29.978 B

4.3.2 Procedure of traversing

i. Start from know point line (CRM 1 to CRM 2).

ii. Set up the instrument at station CRM 2 and set 00 000

00 0 in circle left and target to station CRM 1

iii. Observe to station 1.

iv. Take the horizontal angle’s reading of station 1.

v. Take the vertical angle’s reading of station 1.

vi. Take the distance’s reading of station CRM 2 to

Station 1.

vii. at station CRM 2 and set 1800 000 00 0 in circle right

and target to station CRM 1 and observe to station 1

viii. at station CRM 2 and set 900 000 00 0 in circle left

and target to station 1

ix. Observe to station CRM 1.

x. Take the horizontal angle’s reading of station CRM

1.

xi. Take the vertical angle’s reading of station CRM 1.

xii. Take the distance’s reading of station CRM 1 and

CRM 2.

xiii. At station CRM 2 and Set 2700 000 00 0 in circle right

and target to station 1 and observe station CRM 1

xiv. Repeat the same step for station 3, 4, 5,6,7,8 and 9.

4.3.3 Procedure of solar observation

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CRM 1

CRM 2

1

i. Put the total station on CRM 2 and prism on CRM 1.

ii. Then focus on prism and set RO value.

iii. Make sure that the total station is in face left

iv. Total station was set to RO then click ok. The

bearing was recorded automatically then target to

the sun.

v. Using face left, the sun position was observed on the

crosshair in the total station then click ok.

vi. Make sure that the sun is position as in diagram

below:

1st Sun position using face left 2nd Sun position using face left

vii. Change to face right then click ok.

viii. Make sure that the sun is position as in diagram

below:

1st Sun position using face right 2nd Sun position using

face right

ix. Close to RO back. Then click save.

x. Repeat the same step for another set.

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4.3.4 Procedure of GPS observation

i. Set up a base receiver of Topcon GT at pillar 1.

ii. Set up a survey configuration and coordinate system

in base receiver. The projection that was used is

WGS 84.

iii. After finish set up the basic information, start

collects the data with press button FN to start the

recording and write down the time and date of

observation for reference when do the processing.

iv. Next, move to the rover receiver at the station 1.

v. At the rover, press the button FN to start the

recording and write down the time and date of

observation for reference when do the processing.

vi. After both of the instrument start collects the data,

wait until minimum 40 minutes to 1 hour for

recording the data.

vii. After 40 minutes, stop the recording at rover receiver

by press button FN again.

viii. After that, move the rover to the next station.

ix. Repeat step v until viii for station 2, 8 and 9.

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4.4 Data Processing

4.4.1 GPS processing

The process of GPS data will be done by using Topcon

Tools 8 software. The steps are shown as below:

i. Create a new job in Topcon Tools 8.

ii. Do the setting at job configuration such as

projection, datum and others.

iii. Browse the raw data which had been download

from GPS instrument such as Topcon GT.

iv. After that, insert the coordinate easting and

northing of base station.

v. Do the processing at occupation view. Disable

the broken line which cannot be used in

processing.

vi. Next, choose GPS + Postprocessing and the

report will be shown. Refer figure 4.4.1(A) and

4.4.1(B).

vii. The report will show in detail about the

coordinate of each point, elevation, projection

and others.

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Figure 4.4.1(A)

Figure 4.4.1(B)

4.4.2 AutoCAD

i. Key in data from booking traversing into

AutoCAD to produce a standard traverse plan.

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5.0 RESULT AND ANALYSIS

5.1 Result

5.1.1 Booking form for standard traverse

Station Face Left ’ ”

Face Right ’ ”

Vertical Angle ’ ”

Distance(m)

Final Distance(m)

16

12

3

00 00 00

202 24 12

180 00 00

22 24 17

89 19 36

(270 39 58)

195.704

(195.704)

195.704

32

1

90 00 00

247 35 40

270 00 00

67 35 42

90 24 57

(269 34 47)

70.416

(70.416)

70.416

23

4

00 00 00

217 48 46

180 00 00

37 48 59

88 57 57

(271 01 53)

246.364

(246.364)

246.343

43

2

90 00 00

232 11 12

270 00 00

52 11 10

90 39 25

(269 20 31)

195.701

(195.702)

195.702

34

5

00 00 00

178 34 31

180 00 00

358 34 39

85 32 19

(274 27 33)

133.121

(133.121)

133.121

54

3

90 00 00

271 25 22

270 00 00

91 25 20

91 00 42

(268 59 13)

246.365

(246.365)

246.365

45

6

00 00 00

171 24 09

180 00 00

351 23 59

88 42 51

(271 16 58)

114.835

(114.836)

114.836

65

4

90 00 00

278 35 54

270 00 00

98 36 01

94 27 56

(265 31 38)

133.120

(133.120)

133.120

56

7

00 00 00

209 41 37

180 00 00

29 41 45

89 26 00

(270 33 45)

58.415

(58.415)

58.415

76

5

90 00 00

240 18 25

270 00 00

60 18 21

91 16 30

(268 44 53)

114.838

(114.838)

114.838

67

8

00 00 00

197 21 45

180 00 00

17 21 41

90 45 22

(269 14 26)

158.344

(158.344)

158.344

87

6

90 00 00

252 38 12

270 00 00

72 38 14

90 31 44

(269 28 12)

58.421

(58.421)

58.421

78

9

00 00 00

158 56 10

180 00 00

338 56 04

91 32 59

(268 26 58)

59.974

(59.974)

59.974

98

7

90 00 00

291 03 48

270 00 00

111 03 50

89 14 26

(270 45 12)

158.339

(158.339)

158.339

17

6.0 Final bearing for standard traverse by Global Positioning System

GPS

Station Face Left ’ ”

Face Right ’ ”

Mean Angle ’ ”

Bearing ’ ”

Final Bearing ’ ”

12

3

00 00 00

202 24 12

180 00 00

22 24 17

202 24 14.5+2.25

104 52 16M=35”

104 51 41

202 24 12 202 24 17 202 24 17 104 51 41

32

1

90 00 00

247 35 40

270 00 00

67 35 42

157 35 41+2.25

262 27 59Datum

262 27 59

157 35 40 157 35 42 157 35 43

23

4

00 00 00

217 48 46

180 00 00

37 48 59

217 48 52.5-1.75

142 41 07M=-01’10”

142 39 57

217 48 46 217 48 59 217 48 51 142 39 57

43

2

90 00 00

232 11 12

270 00 00

52 11 10

142 11 11-1.75

284 52 16M=-35”

284 51 41

142 11 12 142 11 10 142 11 09 284 51 41

34

5

00 00 00

178 34 31

180 00 00

358 34 39

178 34 35+2

141 15 44M=-01’45”

141 13 59

178 34 31 178 34 39 178 34 37 141 13 59

54

3

90 00 00

271 25 22

270 00 00

91 25 20

181 25 21+2

322 41 07M=-01’10”

322 39 57

181 25 22 181 25 20 181 25 23 322 39 57

45

6

00 00 00

171 24 09

180 00 00

351 23 59

171 24 04-0.7

132 39 47M=-2’19”

132 37 28

171 24 04 171 23 59 171 24 03 132 37 28

65

4

90 00 00

278 35 54

270 00 00

98 36 01

188 35 57.5-0.7

321 15 44M=-01’45”

321 15 59

188 35 54 188 36 01 188 35 57 321 15 59

56

7

00 00 00

209 41 37

180 00 00

29 41 45

209 41 41-2

162 21 26M=-2’54”

162 18 32

209 41 37 209 41 45 209 41 39 162 18 32

76

5

90 00 00

240 18 25

270 00 00

60 18 21

150 18 23-2

312 39 47M=-2’19”

312 37 28

150 18 25 60 18 21 150 18 21 312 37 28

18

67

8

00 00 00

197 21 45

180 00 00

17 21 41

197 21 43+2

179 43 11M=-3’29”

179 39 42

197 21 45 197 21 41 197 21 45 179 39 42

87

6

90 00 00

252 38 12

270 00 00

72 38 14

162 38 13+2

342 21 26M=-2’54”

342 18 32

162 38 12 162 38 14 162 38 15 342 18 32

78

9

00 00 00

158 56 10

180 00 00

338 56 04

158 56 07+2

158 39 20M=-4’04”

158 35 16

158 56 10 158 56 04 158 56 09 158 35 16

98

7

90 00 00

291 03 48

270 00 00

111 03 50

201 03 49+2

359 43 11M=-3’29

359 39 42

201 03 48 201 03 50 201 03 51 359 39 42

7.0 Final bearing for standard traverse by Solar Observation

Station Face Left ’ ”

Face Right ’ ”

Mean Angle ’ ”

Bearing ’ ”

Final Bearing ’ ”

12

3

00 00 00

202 24 12

180 00 00

22 24 17

202 24 14.5+2.5”

104 52 36M= -3”

104 52 33

19

202 24 12 202 24 17 202 24 17 104 52 333

21

90 00 00

247 35 40

270 00 00

67 35 42

157 35 41+2.5”

262 28 19Datum

262 28 19

157 35 40 157 35 42 157 35 412

34

00 00 00

217 48 46

180 00 00

37 48 59

217 48 52.5-1.5”

142 41 27M= -6”

142 41 21

217 48 46 217 48 59 217 48 51 142 41 214

32

90 00 00

232 11 12

270 00 00

52 11 10

142 11 11-1.5”

284 52 36M= -3”

284 52 33

142 11 12 142 11 10 142 11 09 284 52 333

45

00 00 00

178 34 31

180 00 00

358 34 39

178 34 35+2.0”

141 16 04M= -9”

141 15 55

178 34 31 178 34 39 178 34 37 141 15 555

43

90 00 00

271 25 22

270 00 00

91 25 20

181 25 21+2.0”

322 41 27M= -6

322 41 21

181 25 22 181 25 20 181 25 23 322 41 21

45

6

00 00 00

171 24 09

180 00 00

351 23 59

171 24 04-1.0”

132 40 07M= -12”

132 39 55

171 24 04 171 23 59 171 24 03 132 39 55

65

4

90 00 00

278 35 54

270 00 00

98 36 01

188 35 57.5-1.0”

321 16 04M= -9”

321 15 55

188 35 54 188 36 01 188 35 57 321 15 55

56

7

00 00 00

209 41 37

180 00 00

29 41 45

209 41 41-2.0”

162 21 46M= -15”

162 21 31

209 41 37 209 41 45 209 41 39 162 21 31

76

5

90 00 00

240 18 25

270 00 00

60 18 21

150 18 23-2.0”

312 40 07M= -12

312 39 55

150 18 25 60 18 21 150 18 21 312 39 556

78

00 00 00

197 21 45

180 00 00

17 21 41

197 21 43+2.0”

179 43 31M= -18

179 43 13

197 21 45 197 21 41 197 21 45 179 43 138

76

90 00 00

252 38 12

270 00 00

72 38 14

162 38 13+2.0”

342 21 46M= -15”

342 21 31

162 38 12 162 38 14 162 38 15 342 21 317

800 00 00 180 00 00 158 56 07

+2.0”158 39 40M= -21”

158 39 19

20

9 158 56 10 338 56 04158 56 10 158 56 04 158 56 09 158 39 19

98

7

90 00 00

291 03 48

270 00 00

111 03 50

201 03 49+2.0”

359 43 31M= - 18”

359 43 13

201 03 48 201 03 50 201 03 51 359 43 13

7.1 Analysis

8.0 CONCLUSION

From the analysis data above, we can conclude that, this practical task

teaches us how to do the standard traverse. The standard traverse is more

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accurate than the control traverse. It is because the linear accuracy of

control traverse is about 1: 8000 and angular 3.0” per station while the

linear accuracy of standard is 1: 25000 and angular 1.5” per station. Other

than that, their applications are different.

We establish nine marks which are consist of four CRM point and five

stations for our traverse. All the four CRM point are marked by using

steel pipe and cement. Meanwhile the rest of stations are marked by using

pegs. The method to get the coordinate of the CRM point is obtained by

using static method. The solar observation is done for azimuth control.

The comparison of bearing between solar observation and GPS

observation for line CRM 1-2 is 20”. The comparison of bearing between

observed bearing (solar observation) and solar observation for line station

8-9 is 21”. The comparison of bearing between observed bearing (GPS

observation) and GPS observation for line station 8-9 is 4’4”. Meanwhile

the comparison of distance between observed distance and GPS

observation for line CRM 1-2 and station 8-9 are -0.008 respectively. The

angular misclosure is 3” per stations and this standard traverse achieved

limit accuracy 1: 131287.

9.0 COMMENTS

WAN NUR ADILIN BT WAN RAMLAN 2012481308

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In this practical, l has learnt many things in doing standard traverse. There are:

1. I learn how to establish station using the metal pipe in concrete.

2. I have learned how to conduct the various cadastral control survey

methods.

3. I also learn how to know the difference of the control traverse and standard

traverse.

4. I can know how to do the standard traverse and booking.

5. I also know the difference between internal and external must not more

than ± 05”.

6. The correction for mean angle should not more than ±2.5”.

7. The bearing correction for each station is shall not more than ± 1.5” and

the linear misclose must get at least 1:25,000.

We start this practical by establishing the station by using steel pipe and

cement. The station must be established before any measurement was

made in order to get a higher accuracy. Next, we start our observation by

doing link traverse. After the finish a link traverse, we do a GPS

observation to get the coordinate for the traverse at station 1, 2,8 and 9.

GPS observation is done by using Topcon and static observation method

was made. After that, we do solar observation at station 2 and 8 to

determine the azimuth. The readings of solar observation were compared

with the GPS observation in order to get the best result.

WAN HAFISHAH BT WAN MOHAMED 2012437202

From this survey, there are many things I need to recall what have I learned before

this. Start from reconnaissance until produced standard traverse plan. We need to do

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reconnaissance before start survey to avoid any obstacle during traversing such as

choose the best station to do solar observation. By doing this survey, we don’t have

many problems in field work but that problems come when we start to calculate the

data. According to the standard traverse, we have to take the angle exceed or less 360

degree. In order to have a precise measurement, we have to make sure that every

aspect in doing this practical in good condition such as the instrument.

Furthermore, in this practical I know to differentiate between control traverse and

standard traverse which is standard traverse is a series of high accuracy traverse

compared with control traverse. The misclosure for standard traverse is 1: 25000

compared with misclosure other traverse only 1:8000 for first class.

Last but not least, a special thanks to our lecturer SrKhairulAzhar and En. Nadzari b

Yahaya for their helps and guided us to conduct this work, also a special thanks to my

group members because give a full commitment in complete this practical work either

in field work and preparing a report. We hope that we can make a more good work for

other practical work.

MOHD SHAFIQ AZFAR BIN MOHD NAZERI 2012877076

First a foremost, I would like to thanks to our lecture Sr. KhairulAzhar that

have been thought us about on how to conduct a standard traverse survey. Actually

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we have learnt this subject before, so we do it again for this semester. As usually, we

have briefing by Sr. KhairulAzhar on how to conduct this job and what are the

specification needs. As usually, we do a reconnaissance survey on place that we want

to setup our point of Cadastral Reference Mark (CRM). Besides that, I have learnt on

how to use a GNSS that is global positioning system. We use a static method that is

base and rover technique. Then we collect our data to be calculated and process by

using Topcon tools software. We produce four point of coordinate Cadastral

Reference Mark (CRM) that is two points at first station and two point a last station.

We use an open close traverse method that is start with known point and end with

known point. We also do a solar observation on a first station and last station. The

objective of this survey is to compare the coordinate by using solar observation and

global positioning method. We do our traverse along 500 metre and according the rule

and regulation of PKUP 2009. I learn on how to calculate a standard traverse and

process the data until get the final plan. Furthermore, not forget to our team that give

fully commitment to done this practical even has many problem but we can solve and

handle it professionally. Thank you.

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