CONTROL SURVEY FOR

CADASTRAL WORKS
 LECTURE CONTENT

1. Introduction
2. Types of control surveys
3. Geodetic Networks
4. Standard Traverse Networks
5. Survey frames
6. Control Survey in e-Cadastral Environment
 1. INTRODUCTION

 The purpose of Control Survey in cadastral

work is to provide a reference framework
which enables the position of earth related
information to be expressed in a common
coordinate system.
 It provides a practical basis for position
fixing for a wide range of users who deal with
cadastral surveying practices.
 Cont…

Control surveys establish a common,

consistent network of physical points that are
the basis for controlling the horizontal
positions and orientation of land parcels.
The ‘from whole to the part’ concept is
applied
 2. TYPES OF SURVEY
CONTROL NETWORKS

• Geodetic Networks
• Nationwide (Triangulation, Trilateration & GPS)
• Standard Traverse Networks
• Densification of control points
• Survey Frames
• Developed and town area
• Cadastral Reference Mark (CRM)
• e-Cadastral environment
3. GEODETIC NETWORKS
 3.1 GENERAL POLICY IN
GEODETIC NETWORKS

Geodetic networks were established as a

main reference for geodetic, mapping and
cadastral survey purposes
• Malaysian Revised Triangulation 1948 (MRT48)
for Peninsular Malaysia
• Borneo Triangulation 1968 (BT68) for East
Malaysia
MRT48

• 77 geodetic points
• 240 primary points
• 900 2nd & 3rd order points
 BT68

• 145 geodetic points

PRIMARY GEODETIC NETWORKS

• GPS technique
• 238 points observed
3.2 ACCURACY STANDARD FOR
GEODETIC NETWORK
• Azimuth control by star observation
• Baseline measurement acc. 1: 1,000,000
• Horizontal Direction
– Instrument 0”.2,
– No. of positions: 16, 8, 4 (0,1st,2nd order)
• Angle in a triangle Misc 1”.0
• Side Length 1:100,000
• Source: The Surveying Handbook, Russell Charles Brinker
 3.3 PROCEDURES

• The accuracy of the triangulation

network depends not only on the
methods and precisions used in
making observations, but also the
shape of figures in the network
(strength of figures).
• Spacing of station < 15 km
 Cont…

• Each station should have 2 reference

marks and 1 azimuth mark
• The best time to start observing is at
dusk (using guided lights)
• Other procedures… (beyond the syllabus-GEODESY)
4. STANDARD TRAVERSE
 4.1 GENERAL POLICY FOR
STANDARD TRAVERSE
• The main purpose of Standard traverse
network is to strengthen (densification) the
existing cadastral survey control throughout
the state.
• To strengthen Geodesy Scientific network
• To supply cadastral control to a new
settlement or development area.
• KPUP Circular 3/1995 and 5/1995
 4.2 ACCURACY STANDARD

• Standard traverse networks should be

based on (tied and adjusted to) nearest
trigonometric stations.
• All traverses shall conform to DSMM
standard traverse accuracy standard.
Linear misclosure 1:25,000
Angular Misclosure 1.5” per station
 4.3 PROCEDURES

• Survey should be started and closed on

existing standard traverse points or
trigonometric stations
• Standard traverse mark should be
placed at 300 m interval (if inter-
visible) and 200 m (if not inter-visible)
• Connection to the nearest trig station,
SBM and GPS monument should be
observed.
 Cont…

• Traverse control
– Starts and ends at existing standard
traverse points
– Intermediate closure checking by
solar observation at interval not
exceeding 25 stations
– Exceptions may be permitted in
special cases
 Cont…
• Conditions for observations
a. Observation to be done in the early morning or
late afternoon
b. EDM or continuous steel/invar tape (200m)
c. Distance to be recorded 0.001 meter
d. EDM to be calibrated before the completion of
40km of traverse
 4.4 STATION MARKING

a. Iron pipes set in concrete

b. Emplace at least likely to be disturbed
c. Far from railways, banks of rivers
d. Emplace few days prior to observation
e. Complete offsets to adjacent features
 Cont…

• Monumentation
4.5 FIELD OBSERVATIONS AND
ADJUSTMENT
• Horizontal Angles
– 1” theodolite (TS) to be used
– Two zero setting at 0 and 90
– Taken with C.L. and C.R
• Vertical Angles
– Are to be read on both faces to the
nearest second (if not using EDM)
 Cont…
FIRST ZERO SETTING
1. Instrument is at stn 101
2. Set 0 00 00 at C.L. to station 100
3. Turn clockwise to 102 and record angle 1
4. Set 180 00 00 at C.R. to stn 100
5. Turn anti- clockwise to 102 and record angle 2

SECOND ZERO SETTING

1. Instrument is at stn 101
2. Set 90 00 00 at C.L. to station 102
3. Turn clockwise to 100 and record angle 3
4. Set 270 00 00 at C.R. to stn 102
5. Turn anti- clockwise to 100 and record angle 4
Sample of Angle Observation
Station Circle Left Circle Right Mean Angle Bearing Final Bearing

Azimuth 1-2 by Solar Observation 89 20 20 89 20 20

2 00 00 00 180 00 00

3 60 10 12 240 10 08

3 90 00 00 270 00 00

4 155 18 27 335 18 23

4 180 00 00 00 00 00

2 54 31 26 234 31 30

1 00 00 00 180 00 00

5 155 45 23 335 45 19

5 90 00 00 270 00 00

1 294 14 35 114 14 35

Copyright: hassim baruddin ®

 Sample of angle observation
Station Circle Left Circle Right Mean Angle Bearing Final Bearing

4 00 00 00 180 00 10

6 203 51 16 23 51 30

6 90 00 00 270 00 01

4 246 08 42 66 08 48

5 00 00 00 180 00 01

7 110 30 42 290 30 39

7 90 00 10 270 00 05

8 220 30 19 40 30 17

8 180 00 00 00 00 00

5 298 59 15 118 59 13

Copyright: hassim baruddin ®

 Angle Adjustment
Station Circle Left Circle Right Mean Angle Bearing Final Bearing
Azimuth 1-2 by Solar 89 20 20 89 20 20
Observation

2 00 00 00 180 00 00 60 10 10 149 30 29
1 - 01
3 60 10 12 240 10 08

3 90 00 00 270 00 00 65 18 25 214 48 53
1 - 01
4 155 18 27 335 18 23

4 180 00 00 00 00 00 234 31 28 89 20 20
1 -01
2 54 31 26 234 31 30

1 00 00 00 180 00 00 155 45 21 190 34 16

4 +02
5 155 45 23 335 45 19

5 90 00 00 270 00 00 204 14 35 34 48 53
4 +02
1 294 14 35 114 14 35
Copyright: hassim baruddin ®
 Angle Adjustment
Station Circle Left Circle Right Mean Angle Bearing Final Bearing

4 00 00 00 180 00 10 203 51 18 214 25 32

5 -01.2 nil
6 203 51 16 23 51 30

6 90 00 00 270 00 01 156 08 44.5 10 34 16

5 -01.2
4 246 08 42 66 08 48

5 00 00 00 180 00 01 110 30 40 144 56 10

6 -01.5
7 110 30 42 290 30 39

7 90 00 10 270 00 05 130 30 10.5 275 26 19

6 -01.5
8 220 30 19 40 30 17

8 180 00 00 00 00 00 118 59 14 34 25 32
6 -01.5
5 298 59 15 118 59 13

Copyright: hassim baruddin ®

 4.6 Standard Traverse Plan

Standard traverse plan is to be drawn according to

DSMM Circular 5/1997.
a. Scale 1:5000
b. Paper size = A0
c. Except for the text size and graphic spacing, the
format of existing Certified Plan (CP) should be
used.
Sample of Standard Traverse Plan
5. SURVEY FRAMES
 5.1 GENERAL POLICY FOR
SURVEY FRAMES

• In a developing area, where boundary marks

were planted before building or
infrastructure constructions take place, most
of the boundary marks will likely to be
destroyed.
• In order to replace the destroyed boundary
marks in the future, a ‘survey frame’ is
required.
• Survey frame will be used as a reference /
control in the future.
 5.2 ACCURACY STANDARD

• The accuracy standard for survey frame is

equivalent to the normal cadastral works
which 1:8000
 5.3 PROCEDURES

• Survey frame marks should be planted on

a suitable location which is less likely to
be disturbed
• It is recommended that the surveyor to
study the future development plan for the
area in identifying the suitable position for
the survey frame marks.
• Survey frame marks can be established on
existing permanent structure such as road,
sump, drainage etc.
 6. CONTROL SURVEY IN e-
CADASTRAL ENVIRONMENT
 6.1 e-CADASTRAL

• The e-Cadastral Survey System were

implemented at JUPEM in 2007
• Using Coordinated Cadastral System to replace
conventional cadastral surveying methods
(bearing and distance measurements).
• National Digital Cadastral Data Base(NDCDB)
is the heart of the e-cadastral implementation.
 Cont…

• In the e-Cadastral environment, the land

parcel is represented by the coordinates of
its boundary marks.
• The coordinates of the boundary marks are
derived from observation to the Global
Navigation Satellite Systems (GNSS).
• The Cassini coordinates were referred to a
common datum for the whole Peninsular
Malaysia which called GDM2000.
 6.2 CADASTRAL SURVEY DATUM
According to DSMM Circular 6/2009, all cadastral
survey works shall start from;

• Two (2) Cadastral Reference Marks.

– 5 procedures for CRM points
• Two (2) existing NDCDB points
– Distance not less than 40m
– Proved to be in position (direct observation or by traverse and
calculation)
– Solar Observation / MyRTKnet
• Two (2) adjacent NDCDB points
– Proved to be in position with 3rd mark
– By angle and distance measurement
 6.3 PROCEDURES OF CRM

a) Two CRM (distant not less than 30m), observed simultaneously; 1st
mark with MyRTKnet and 2nd mark with Static method.
b) Two CRM (distant not less than 30m), observed simultaneously with
Static method.
c) Two new CRM (distant not less than 30m), both observed by
MyRTKnet in one initialization.
d) Two CRM (distant not less than 75m), observed by real time
MyRTKnet in two initialization.
e) Two existing CRM proved to be in position another CRM or existing
NDCDB mark by angle and distance measurement .
 6.4 ACCURACY STANDARD FOR CRM

• Distance not less than 30 meters

• Within the limit of acceptable displacement
as stated in 39(2) of PUK2009
• Internal angle not exceed 10”
 E-CADASTRE : eCRM
RTK net

1 GEOPORTAL 2

eCRM
Extract
PU/QT &
CRM - Planning
Layer - Establish CRM
- Observation
- Processing
JUPEM2U
Internet - Transform Module

CRM
Layer
Update
CRM/CCI LAYER
DATABASE