cadastre survey (sghu 2313)

CADASTRE SURVEY (SGHU 2313)

WEEK 1-PREPARATION FOR CADASTRE SURVEY

SR DR. TAN LIAT CHOON07-5530844

016-4975551

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OUTLINE

• Kalibrasi Alat Ukur

• Ukur Pengukuran (Jarak dan Keluasan)

• Sistem Kordinat Ukur Kadaster

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KALIBRASI ALAT UKUR

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Kalibrasi Peralatan Ukur

Hasil kerja akhir bagi sesuatu pengukuran ialah pelan dan datapengukuran. Hasil kerja ini pula digunakan untuk tujuan tertentucontohnya bagi kerja ukur hakmilik, salinan Pelan Akui (PA)digunakan sebagai pelan pada dokumen hakmilik tanah.Dokumen hakmilik tanah adalah suatu dokumen rasmi yangdijamin oleh kerajaan sebagai dokumen yang tidak bolehdisangkal. Sehubungan itu semua proses untuk menghasilkandokumen yang tidak boleh disangkal perlu kepada suatuprosedur dan sistem kerja yang dapat menjamin dan mencapaistatus tersebut. Peralatan ukur yang digunakan untuk mengutipdan memproses data telah ditetapkan perlu melalui prosestentukur bagi mempastikan alat tersebut dalam keadaan baikdan data yang dihasilkan adalah betul.

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JUPEM telah menetapkan semua peralatan ukur (kompasprisma, rantai ukur, EDM, total station, GPS, alat aras) yangdigunakan dalam pengukuran kadaster hendaklah dijalankantentukuran. Slip ujian/kalibrasi perlu dilampirkan bersama-samadengan buku kerja luar.

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Bagi memastikan peralatan yang digunakan untukmencerap jarak dan mendapatkan koordinat relatif di ataspermukaan bumi berada dalam keadaan baik, peralatanperalatan tersebut perlu dilakukan kalibrasi sekurang-kurangnya setiap 6 bulan sekali untuk alat total station atauEDM dan sekurang-kurangnya 1 tahun sekali bagi alat GNSS.

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Kaedah Kalibrasi Total Station

Semakan Harian

Dilaksanakan di lokasi kerja, setiap kali hendak memulakankerja ukur. Kaedahnya, ukur semula jarak mana-managarisan yang telah diukur pada hari sebelumnya. Kerjapengukuran boleh diteruskan jika jaraknya berbeza kurangdaripada 10 mm jika tidak proses DFT perlu dijalankan.

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Semakan Harian

i. Semakan harian hendaklah dibuat setiap hari sebelummenyambung kerja-kerja ukuran bagi memastikan alatberada dalam keadaan baik.

ii. Perbezaan di antara jarak diukur berbanding cerapan harisebelumnya hendaklah tidak melebihi 10 milimeter.

iii. Bagi alat GNSS, semakan harian hendaklah dibuat juga.

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Differential Field Test (DFT)

DFT dilaksanakan di lokasi kerja apabila; Semakan Harianmempunyai beza jarak melebihi 10 mm dan apabila setiapkali memulakan kerja ukur yang baru.

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Jarak AB hendaklah dibandingkan dengan jumlah jarak CA + CB; Jikadidapati jarak melebihi 10 mm, alat yang diuji tidak boleh digunakan,ianya hendaklah dibuat ujian kalibrasi


i. Differential Field Test hendaklah dijalankan setiap kalimemulakan kerja baru.

ii. Bagi kerja yang bermula dengan menggunakan dua (2) tandaCadastral Reference Mark yang saling nampak, Differential FieldTest hendaklah dibuat di atas garisan yang menyambungkankedua-dua tanda Cadastral Reference Mark tersebut.

iii. Sekiranya wujud perbezaan jarak di antara cerapan terusmenggunakan Total Station berbanding hasil kiraan dua (2) tandaCadastral Reference Mark, jarak hasil kiraan dua tanda CadastralReference Mark hendaklah digunapakai sebagai jarak muktamadgarisan tersebut. Had perbezaan yang dibenarkan adalah tidakmelebihi 0.020 meter. 11


iv. Bagi perbezaan melebihi had 0.020 meter, tindakanberikut hendaklah diambil jika:

(a) Differential Field Test berada dalam had 0.010 meter,penentuan Cadastral Reference Mark perlu dilakukansemula.

(b) Differential Field Test tidak berada dalam had, alat totalstation tersebut perlu dibuat kalibrasi.

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Alat Total Station beserta dengan reflectors’ hendaklahdibuat ujian kalibrasi di tapak ujian EDM apabila; Ujian DFTmempunyai beza jarak; melebihi dari 10 mm; sekali setiap 6bulan; Selepas diservis; Berlaku penggantian salah satu unitdalam set alat; apabila berlaku kecacatan akibat jatuh ataulain-lain, ataupun bacaan jarak pada posisi yang sama tidakkonsisten.

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Alat Total Station dipasangsiap di tiang 1 dan jarak-jarakdari tiang 1 ke tiang-tiang yang lainnya dicerap denganbantuan cermin prizam yang mempunyai beza jarak antara5m – 300m. Bacaan dicatatkan dalam Borang Ujian EDM(online atau manual). Perbezaan asas antara jarak yangdicerap dan jarak piawai (atau jarak asal) bagi setiap garisancerapan dicatatkan dalam ruangan yang berkenaan.Perbezaan-perbezaan ini dijumlahkan, dan kemudiandibahagikan kepada bilangan cerapan yang dilakukan bagimendapatkan satu nilai angkatap.

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Had maksima constant error (jarak diukur – jarak piawai /bilangan cerapan) yang dibenarkan adalah 10 mm, jika tidakalat berkenaan hendaklah dihantar untuk diservis/dibaiki.Adalah digalakan supaya cerapan dibuat berulang kalidengan alat Total Station dipasangsiap pada tiang-tiangyang lain. lni bertujuan untuk memastikan pengukuran jarakTotal Station menepati kejituannya.

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Kaedah Kalibrasi Total Station dan Peralatan GNSS

i. Data-data berdigit bagi jarak piawai pillar (*.med dan*.gnss) dan sijil jarak piawai pillar (*.pdf) hendaklah dimuatturun secara dalam talian (on-line) daripada sistem yangtelah dibangunkan.

ii. Fail kalibrasi yang dihasilkan secara berdigit di lapanganhendaklah dimuat naik ke dalam sistem yang telahdibangunkan untuk tujuan validasi data dan seterusnyakelulusan.

iii. Bagi kalibrasi yang dibuat secara manual pula, data-datacerapan hendaklah dimasukkan ke dalam sistem melalui keyboard entry untuk validasi data dan kelulusan. 16

Kaedah Kalibrasi Total Station dan Peralatan GNSS

iv. Sistem akan mengeluarkan sijil kalibrasi (*.edm dan *.gnss) yangtelah diluluskan dan hendaklah dimuat turun dan seterusnyadisertakan bersama-sama fail ASCII yang lain semasa membuatpenghantaran kerja melalui JUPEM2U.

v. Format fail berdigit *.edm dan *.gnss yang dikeluarkan oleh sistemadalah seperti berikut :

•JE_2009_01_01di mana;J - NegeriE - Tapak EDM (G - Tapak GNSS)2009 - Tahun01 - ID Tapak01 - Nombor Siri Sijil EDM 17

Contoh Borang Ujian EDM (Lama)

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Contoh Borang Ujian EDM (Baru)

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Kaedah Kalibrasi GNSS

Tiga ujian perlu dilakukan ke atas peralatan GPS bagimempastikan pealatan GPS berkenaan berada dalamkeadaan baik iaitu:

• Zero Baseline Test• EDM Baseline Test• GPS Network Test

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Zero Baseline Test

Ujian ini perlu dilakukan sebelum bermulanya sesuatuprojek baru. Tujuan ujian ini ialah untuk memastikanreceiver GPS, antena, kabel serta perisian yang digunakanberada dalam keadaan yang baik dan bersesuaian denganspesifikasi kerja. Caranya ialah 2 unit receiver GPSdisambungkan pada 1 unit antena dengan mengunakanAntenna Cable Splitter. Kedua-dua receiver GPS sepatutnyamemaparkan nilai koordinat yang sama. Had perbezaanjarak yang dibenarkan adalah tidak melebihi 3 mm. Ujian iniperlu dijalankan 2 kali untuk kedua-dua antena GPS.

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EDM Baseline Test

Ujian ini perlu dilakukan 6 bulan sekali atau sebelum sesuatuprojek yang besar dilaksanakan. Tujuan ujian ini ialah untukmemastikan pasangan receiver GPS serta perisian pemprosesanyang digunakan untuk penentuan garis dasar berada dalamkeadaan baik. Ujian ini juga akan menentukan kejituan receiverGPS serta mengesahkan keupayaan pemprosesan. Ujiandilaksanakan di tapak ujian EDM/GPS iaitu di atas pilar-pilar yangmempunyai beza jarak antara 20m – 1km. Receiver GPS mestidigunakan dengan antena serta kabel yang sama. Had perbezaanjarak slope (cerapan – piawai) yang dibenarkan adalah tidakmelebihi 10 mm.

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Kaedah Kalibrasi GNSSGPS Network Test

Ujian ini dijalankan setiap tahun atau semasa firmware atau perisianpemprosesan dinaiktaraf. Tujuan ujian ini ialah untuk memastikanperalatan GPS berfungsi dengan baik bagi menghasilkan koordinatrelatif yang tepat. Sebelum ujian ini dijalankan optical plummet perludiuji beserta dengan Zero Baseline Test. Ujian mesti dibuat di atasminima 3 stesen GPS jaringan geodetik GPS sedia ada. Ujian ini bolehdibuat dalam beberapa sessi cerapan dengan lebih dari 1 pasang alat.Kaedah cerapan statik digunakan dengan masa cerapan > 2 jam bagisetiap sesi cerapan. Pelarasan jaringan Minimally Constrained dibuatmengunakan datum GDM2000. Hasil koordinat akhir hendaklah dalamsistem koordinat tempatan (RSO). Allowable discrepancy; < 10mmbagi koordinat horizontal atau < 20mm bagi komponen pugak atau < 5+ 2XL = mm (L = jarak baseline dalam km) bagi ketepatan relatif.

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Kaedah Kalibrasi GNSSKetika ujian Zero Baseline Test, ia memerlukan keadaanseperti berikut:

Tempat ujian / cerapan perlu sekurang-kurangnya 90%sky visibility

Masa cerapan sekurang-kurangnya 10 minit dengan selacerapan 15 saat (ZBT).

Receiver GPS perlu menjejak sekurang-kurangnya 5satelit dengan GDOP < 6

Cut-off angle 15° kebawah semasa pemprosesan garisasas.

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27Senarai tapak kalibrasi di setiap negeri

Kaedah Kalibrasi Alat Aras

Ujian Dua Piket

Ujian alat aras perlu dibuat untuk memastikan gariskolimatan berkeadaan selari dengan tangent utama. Olehitu, apabila gelembung udara berada di tengah-tengah tiub,maka garis kolimatan adalah mengufuk. Jika garis kolimatantidak mengufuk, maka selisih kolimatan terwujud dalamalat aras ini. Kaedah biasa bagi menguji alat aras adalahdengan menjalankan ujian dua piket.

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Kaedah ujian dua piket (lihat rajah dibawah) ialah;- pasangalat di C di mana stesen C berada di tengah setaf A dan B.Jarak A – B (L) ialah lebih kurang 40 meter. Ambil bacaansebagai a1, b1. Anjakan alat aras di D, sebaik-baiknyaberjarak L/10 iaitu lebih kurang 4 meter daripada piket B.Ambil bacaan setaf sebagai a2 dan b2.

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Jika selisih (e) didapati kurang daripada +/ 2mm per 40meter, maka alat aras tidak perlu pelarasan. Pandangandepan dan belakang hendaklah dicerap pada jarak yangsama supaya selisih (e) terhapus atau pendek supayaselisih e dapat dikurangkan. Untuk melaras alat di titik D,bacaan yang sepatut didapati di A ialah a2’

Dihitung daripada a2’ = a2 – 44e/40, di mana sekiranyaL = 40 meter dan L/10 = 4 meter

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Alat aras automatik dilengkapkan dengan skru pelarasankhas untuk kompensator, iaitu sebagai tambahan kepadadiafragma bergerak. Oleh kerana pelarasan inimemerlukan kerja yang teliti, maka alat aras perludikembalikan kepada pengeluar untuk pelarasan dimakmal.

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UNIT PENGUKURAN(JARAK & KELUASAN)

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Unit Pengukuran(Jarak & Keluasan)

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Unit Pengukuran(Jarak & Keluasan)

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COORDINATE SYSTEM IN CADASTRE SURVEY

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Cadastral Control Infrastructure (CCI)

Aspects of CCI and Re-adjustment of DCDB

To readjust the whole cadastral network.

To constraint the propagation of error in cadastralnetwork.

The usage of least square adjustment that will distributethe residues homogeneously in the large network.

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25,000 CCI stations

MyRTKnet GPS data

Tie-up survey data

Final coordinates in GDM2000

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Specifications for CCI

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MASS

PGGN

CCICADASTRAL CONTROLINFRASTRUCTURE

PRIMARY GEODETICGPS NETWORK

MALAYSIAN ACTIVE GPS STATIONS

Tertiary : 5, 2.5, 0.5 Spacing

First Order: 238 stations

Zero Order: 8 Stations

AREA PRIMARY GRID SECONDARY GRID

URBAN

SEMI-URBAN

RURAL

2.5 km x 2.5 km

10 km X 10 km

0.5 km X 0.5 km

2.5 km X 2.5 km

2.5 km X 2.5 km

Connected toPGGN

Connected toPrimary Grid

ObservationTechnique: staticObservation Period1 – 1.5 hr

Observation Technique:Rapid Static.Observation Period:15 – 30 min

Baseline RelativeAccuracy less then3ppmCoordinates Diff.From 2 Bases Stn.Less than 2 cm

Baseline RelativeAccuracy: Less than3ppmCoordinate DifferencesFrom 2 Bases stn.: LessThan 3cm

10 km X 10 km

Control Network Hierarchy


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CADASTRAL CONTROL INFRASTRUCTURE (CCI) EMPLOYINGWHOLE TO THE PART CONCEPT & GPS TECHNOLOGY

Cadastral Coordinated System (CCS)

Definition of CCS

A cadastral reform program to improve the cadastralsurvey system.

The use of least square adjustment for cadastral survey. The use of GPS for transfer of control for cadastral

survey. Application of geocentric datum for cadastral and

mapping Possible use of RSO in cadastral survey. The institutional and legal aspect of using coordinated

system.57

The Cost and Benefit of CCS

Reduce field cost

Reduce mobility cost

Faster validation of survey work

High accuracy using LSA

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Main Component of CCS

Coordinates - Unique Survey Accurate Coordinate -Legal (contributory) evidence of boundaries.

CCI - Based on highest geodetic order - Adequate density. National Coordinate System - GDM2000 -

Geocentric Cassini / RSO projection. DCDB - Contains complete cadastral map -

Layered data content- appropriate data modelling design-Unique Parcel Identifier Automated Database ConversionSystem.

Cadastral Survey Practice – LSA - Whole to the Part.

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CCS Conceptual Model

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CCS

DigitalCadastralDatabase(DCDB)

CommonNationalCoordinateSystem

CadastralControlInfrastructure

CadastralSurveyPractice

Coordinates

Least SquareAdjustment

“Whole-to-Part”Survey Concept

AdequateDensity

Based onHighest Geodetic

Order

GeocentricCassini/RSOProjection

System

GDM2000CompleteCadastral

Maps

Layered

AppropriateData

Modeling

UniqueParcel

Identifier

Legal(Contributory)

Evidence ofBoundaries Unique

Single Set ofSurvey Accurate

Coordinates

The Characteristic(Entity)

The Aspect(Attribute)

CCS Implementation Model

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Finalized GeocentricBased Cassini &RSO Coordinates

In DCDB

Establishing State CadastralControl Infrastructure (CCI)

Tie-Up of Selected ParcelCorners to CCI

Development of StateCadastral Control Database

(CCDB)

Populating DCDBWith Survey

AccurateCoordinates

AutomatedRe-Coordination

System

New Cadastral

SurveyResurvey

GDM2000

LegalOrganizational

RelatedActions

Socio-EconomicRelatedActions

National Digital Cadastral Database (NDCDB)

BACKGROUND OF DCDB

Digital Cadastral Database (DCDB) contains all informationobtained from cadastral survey jobs related to boundaries ofland parcels.

The existing DCDB, which covers the entire country, wasdeveloped from historical survey data (conversion fromhardcopy Certified Plans to digital) as well as from currentsurvey jobs.

Coordinates in the DCDB were obtained from several meansand contain varying, unpredictable, and un-quantified errors.

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Uncertainties of surveyed values are typical, but errors aremore common in some rural areas.

To be able to support a modern cadastral system, an accuratepositional record of the cadastre is imperative. The existingDCDB was not designed for this purpose.



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To be able to support a modern cadastral system, anaccurate positional record of the cadastre is imperative.The existing DCDB was not designed for this purpose.

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Different Types of Cadastral Coordinates

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RIGID COORDINATE

Homogenous and Systematically Adjusted

PLOTTING COORDINATE

For cadastral map plotting purposes

SYSTEM COORDINATE

System/Software generated coordinate based on features location

Rigid Coordinate Plotting Coordinate System Coordinate

Surveyed value

System value

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Old and New Geodetic Infrastructure

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G001

G003

G004

G005

G007

G008

G009

G010

G011

G012

G013

G015

G016

G017

G018

G019

G020

G021

G022

G023

G024

G025

G026

G027

G028

G029

G030G031

G032G033

G034

G035

G036

G037

G038 G039

G040

G041

G042

G043

G044

G045

G046

G047

G048

G049

G050

G051

G052

G053

G054

G055

G056

G057

G058

G059

G060

G061

G062

G063

G064

G065

G066

G067

G068

G069

G070

G071

G072

G073

G074G075

G076

G077

99.00 99.50 100.00 100.50 101.00 101.50 102.00 102.50 103.00 103.50 104.00

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

GEODETIC TRIANGULATIONPENINSULAR MALAYSIA

G002

G014

G084

P4

P075

GPS BASED REFERENCE SYSTEM

Non Rigorous Adjustment Technique For Coordinates Computation

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Least Squares adjustment technique determine a unique set of

coordinates for each boundary mark from a set of observed values

(bearings & distances).

Bowditch adjustment distributes closing errors linearly but not

able to provide a unique coordinates solution.

GPS

GPS

Bowditch Least Squares

GDM2000

Establishment of Cadastral Control Infrastructure (CCI)Using JUPEM MyRTKnet GPS Service


Automated Network Adjustment& Re-Coordination System

Re-coordination and Re-population (R&R)

NDCDB

Methodology For Cadastral Data Migration To The New Geocentric Datum For Malaysia (GDM2000) Expected NDCDB Spatial Accuracy

CATEGORY

Std. Dev.

Northing

Std. Dev.

Easting

Cadastral Control Spacing

Urban/ New Development

± 5 cm

or better

± 5 cm

or better 0.5 km

Semi Urban/Rural

± 10 cm

or better

± 10 cm

or better 2.5 km

Total estimated number of boundary marks to be re-coordinated is about 40 million boundary marks.

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Methodology of NDCDB

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Establishing State Cadastral Control Infrastructure (CCI)


Development of State Cadastral Control Database (CCDB)

Populating DCDB with Survey Accurate Coordinates

Automated Re-CoordinationSystem

Finalized GeocentricBased Cassini & RSOCoordinates in DCDB

Establishmentof CCI andState CCDB

Repopulation &Re-coordinationof DCDB withSurvey AccurateCoordinates

Study on CadastralSurvey ProceduresUnder CCS

Cost-Benefit Analysis of CCS Implementation

Adjustment of NDCDB

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CCDB

DCDB

DataIntegrity

Check

ConnectionLineFile

DataSelection

Adjustment

TransformationQualityControl

TempNDCDB

NDCDB

Editing

FORMATION OFCADASTRAL NETWORK

RE-COORDINATIONUSING ANAUTOMATEDDATA CONVERSIONSYSTEM (ADCS)

SURVEY ACCURATEDIGITAL CADASTRALDATABASE (NDCDB)


Based on a uniform coordinate system, i.e. GDM2000Cassini Soldner system.

Uniform coordinate accuracy of about 5-10 cmthroughout Peninsular Malaysia.

Cadastral system that is “compatible” with GPSMyRTKnet system.

Cadastral database that is “compatible” with GIStechnology.

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Advantages of NDCDB

NDCDB just have a "single line" and is "compatible" withGIS technology.

NDCDB graphic coordinates are similar to coordinateattributes.

NDCDB will help the development of informationsystems, especially the "MULTI-PURPOSE Cadastre".

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State of Johor CCI Point

CERTIFIED PLAN

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CADASTRE SURVEY (SGHU 2313)

WEEK 1-PREPARATION FOR CADASTRE SURVEY

SR DR. TAN LIAT CHOON07-5530844

016-4975551

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OUTLINE

• Calibration of survey instruments

• Surveying Unit (Distance and Area)

• Coordinate System in Cadastre Survey

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CALIBRATION OF SURVEY INSTRUMENTS

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Calibration of Survey Equipment

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The final output of a measurement is a plan and measurementdata. This output is used for specific purposes, for example, forthe title survey, the copy of the Certificated (CP) is used as a planon the document of land title. The document of land title is anofficial document guaranteed by the government as anirrefutable document. In this regard, all processes of producingirrefutable documents are necessary for procedure and workingsystem that can guarantee and achieve that status. Themeasuring equipment used to collect and process data has to bedetermined through the calibration process to ensure theinstrument is in good condition and the data produced iscorrect.


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JUPEM request all measuring instrument (prisms, measuringchains, EDM, total stations, GPS, leveling instrument) used incadastral survey to be calibrated. Test/calibration result slipneed to be attached together with field book.


To ensure the instrument used to measure distances andobtain relative coordinates on the surface of the earth is ingood condition, the instrument should be calibrated at leastonce every 6 months for total station or EDM and at leastonce a year for GNSS instrument.

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Total Station Calibration Method

Daily Check

To be carried out at site, every starting of surveying work. Themethod is to re-measure the distance of last measured line doneyesterday. Survey work can be continued if the distance is lessthan 10 mm otherwise the DFT process should be carried out.

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i. Daily check should be carried out daily before continuethe survey work to ensure the instrument is in goodcondition.

ii. The difference between the measured distancecompared to the previous day's observations shouldnot exceed 10 millimeters.

iii. For GNSS instrument, daily check should be made aswell.

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DFT to be carried out at site when daily check have adifference of 10 mm each time start a new survey line.

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a) Plant peg A and B with distance not less than 50m

A (peg) 50m B (peg)

b) Set up Total Station at peg A and Prism at peg B, measure distance A to Bc) Plan peg C in the middle of line A and B

A (peg) 24m C (peg) 26m B (peg)

d) Move Total Station to peg C and set up prism at A and B, measuredistance CA and CB.

Compare distance AB with the total distance of CA + CB; If it is found exceed10 mm, the instrument shall not be used, it shall sent for calibration test


i. Differential Field Test must be conducted every time whenstart a new survey work.

ii. For survey work that start with two (2) visible CadastralReference Mark, Differential Field Test should be made onthe line that connects both Cadastral Reference Marks.

iii. If there is a difference between direct observation usingTotal Station versus the calculated result of two (2) CadastralReference Mark, the distance of the calculated two CadastralReference Marks shall be adopted as the ultimate distanceof the line. The permissible difference limit is not more than0.020 meters.

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iv. For differences above the limit of 0.020 meter, thefollowing action shall be taken if:

(A) Differential Field Test is within the limit of 0.010 meter,the Cadastral Reference Mark determination needs tobe resurvey.

(B) Differential Field Test is not within the limits, the totalstation must be calibrated.

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Total Station together with reflectors' shall be calibratedtest at EDM test base when; the DFT test has a distancedifference; exceeding 10 mm; once every 6 months; afterservice; replacement of any unit of the instruments; in anydefect due to fall or other, or inconsistent in readingdistance at the same position.

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Set up Total Station on pole 1 and distances from pole 1 tothe other poles are measure with the help of prism whichhave a distance between 5m - 300m. Readings are recordedin the EDM Test Form (online or manual). The basicdifference between the distance measured and thestandard distance (or the original distance) for eachobservation line is recorded in the provided space. Thesedifferences are summed up, and then divided into thenumber of observations to get mean value.

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Maximum limit of constant error (measured distance -standard distance / number of observations) allowed is 10mm, otherwise the instrument should be delivered formaintenance / repair. It is recommended that theobservation be made repeatedly with the Total Station setup on the other pillars. This is to ensure that distancemeasured by Total Station meets its accuracy.

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Total Station and GNSS Instrument Calibration Method

i. The digital data for the pillar distance (*.med and*.gnss) and certificate of pillar distance (*.pdf) must bedownloaded online from the system that has beendeveloped.

ii. A calibration file that generated digitally in the fieldshould be uploaded into a system that has beendeveloped for the purposes of data validation andapproval.

iii. For manual calibrations, the observation data shall beentered into the system via key board entry forvalidation of data and approval. 98

Total Station and GNSS Instrument Calibration Method

iv. The system will issue a calibration certificate (*.edm and*.gnss) which has been approved and should bedownloaded and subsequently attached together withASCII file when submitting surveyed work via JUPEM2U.

v. The digital file formats *.edm and *.gnss are as follows:

•JE_2009_01_01where;J – StateE - EDM Test Base (G – GNSS Test Base)2009 - Year01 – Test Base ID01 - EDM Certificated Serial Number

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Sample of EDM Test Form (Old)

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Sample of EDM Test Form (New)

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GNSS Calibration Method

Three tests need to be done on GPS instruments to ensurethe GPS instruments are in good condition:

• Zero Baseline Test• EDM Baseline Test• GPS Network Test

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Zero Baseline Test

• Should be performed before any new GPS cadastral survey activity iscarried out.

• Should be performed to ensure the correct operation of the receivers,antennas, cabling and software.

• Shall be carried out by connecting two (2) GPS receivers to the sameantenna, using an antenna cable-splitter appropriate for the brand ofreceiver/antenna.

• Shall be used to verify the precision of the receiver measurements, as wellas validate the data processing software.

• The test should be applied twice, for both antennas.

• The resulting (computed) slope distance between the two (2) receiversbeing tested must be less than three (3) millimetres. If this tolerance is notmet the test should be repeated or the equipment sent to the GPS agentfor further testing.

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EDM Baseline Test

• Should be performed on a six monthly basis or prior to any large surveycampaign being carried out.

• Should be performed to ensure the correct operation of a pair of GPSreceivers that will be used for baseline measurement.

• The test shall be used to study the precision of the receivermeasurements, as well as validate the data processing software.

• The GPS receivers should be tested against the established EDM baselinelengths (between pillars), varying from twenty (20) metres to about one(1) kilometre.

• The resulting difference in slope distance between the GPS measurementand the standard must be less than ten (10) millimetres. If this tolerance isnot met the test should be repeated, and if the equipment fails again theinstrument should be returned to the GPS agent for repair.

104

GNSS Calibration MethodGPS Network Test

• The network test should be carried out on an annual basis, or when the receiver'sfirmware or post-processing software is upgraded to a new version. In the latercase, the test should include the Zero Baseline Test and EDM Baseline Test.

• The GPS instrumentation must be tested on part of the established high ordergeodetic network (DSMM Report, 1994, “GPS Derived Coordinates”). The networkshould include a minimum of three (3) existing First Order GPS Control stations asdescribed in the above DSMM report (1994).

• The maximum allowable discrepancy between the surveyed coordinates (observedGPS values) and the true coordinates (established values) for the network testmust be less than ten (10) millimetres in the horizontal component or relativeaccuracy of better than a + bL millimetres (a=5mm, b=2ppm, L= baseline length inkilometres), and less than twenty (20) millimetres in the vertical component. If thistolerance is not met, the surveyor will be required to validate the results byrepeating the test again. If the test fails again the datasets and results should bevalidated by the Geodetic Authority. If the results are still outside tolerance it isadvised that the surveyor proceed to carry out zero baseline and EDM baselinetests, or the equipment sent to the GPS agent for further testing. 105

GNSS Calibration MethodWhen conducting Zero Baseline Test, the above test requiresthe following conditions:

The test should be carried out at an established EDMbaseline test site, by occupying pillars with at least 90% skyvisibility.

The test should be performed for a minimum of ten (10)minutes observation sessions with 15 second interval.

Receiver GPS perlu menjejak sekurang-kurangnya 5 satelitdengan GDOP < 6

The receivers shall track at least five (5) satellites during thetest session with a GDOP of less than six (6).

Cut-off angle of fifteen degrees (15°) should be appliedduring the baseline processing. 106

109Senarai tapak kalibrasi di setiap negeri

Level Instrument Calibration Method

Then the level is move approximately 3 to 5 metres behindone of the pegs. Then take the staff reading at A and Bagain. Reading at A is 1.621 and at B is 1.092 and thedifference is 0.529. In this example a big error exists (line ofsight does not coincide with line of collimation).

123


Two Peg Test

All instruments are subject to errors. The checking of theinstrument (level) is therefore important. The main error iswhere the line of sight is not parallel to the horizontal lineof collimation. In this case your levels will not be correct. Atest for checking the level is known as the two peg test. Thistest determines the amount of error and if an error occursnotify the technician (the level must be serviced).

124


On the ground, two points A and B are marked a distance ofapproximately 50 metres apart. In sandy soil two pegs areused, on hard surfaces nails or paint may be used.

The level is set up half way between the two points andcarefully levelled. A levelling staff is placed at Peg A and astaff reading is taken then the level is placed on Peg B and areading is taken.

The staff reading at A is 1.540 and at B 1.268. The differencebetween the readings is 0.272.

125


126


127


If the difference (e) is less than +/2mm per 40 meter, thenthe leveling equipment does not need adjustment.Foresight and backsight reading should be observed at thesame distance so that the difference (e) is omitted or shortso that the difference can be reduced. To adjust theinstrument at point D, the readings obtained at A is a2 ‘

Calculated from a2'= a2 - 44e / 40, where L = 40 meters andL / 10 = 4 meters

128


Automatic leveling equipment is equipped with a specialadjusting screw for the compensator, which is in addition tothe moving diaphragm. Due to this adjustment requiringcareful work, the leveling equipment must be returned tothe manufacturer for the adjustment in the laboratory.

129

SURVEY UNIT (DISTANCE AND AREA)

130

Surveying Unit(Distance & Area)

131

Surveying Unit(Distance & Area)

132

COORDINATE SYSTEM IN CADASTRE SURVEY

133


Aspects of CCI and Re-adjustment of DCDB

To readjust the whole cadastral network.

To constraint the propagation of error in cadastralnetwork.

The usage of least square adjustment that will distributethe residues homogeneously in the large network.

134


25,000 CCI stations

MyRTKnet GPS data

Tie-up survey data

Final coordinates in GDM2000

135

Specifications for CCI

136

MASS

PGGN

CCICADASTRAL CONTROLINFRASTRUCTURE

PRIMARY GEODETICGPS NETWORK

MALAYSIAN ACTIVE GPS STATIONS

Tertiary : 5, 2.5, 0.5 Spacing

First Order: 238 stations

Zero Order: 8 Stations

AREA PRIMARY GRID SECONDARY GRID

URBAN

SEMI-URBAN

RURAL

2.5 km x 2.5 km

10 km X 10 km

0.5 km X 0.5 km

2.5 km X 2.5 km

2.5 km X 2.5 km

Connected toPGGN

Connected toPrimary Grid

ObservationTechnique: staticObservation Period1 – 1.5 hr

Observation Technique:Rapid Static.Observation Period:15 – 30 min

Baseline RelativeAccuracy less then3ppmCoordinates Diff.From 2 Bases Stn.Less than 2 cm

Baseline RelativeAccuracy: Less than3ppmCoordinate DifferencesFrom 2 Bases stn.: LessThan 3cm

10 km X 10 km

Control Network Hierarchy


137


138


139

CADASTRAL CONTROL INFRASTRUCTURE (CCI) EMPLOYINGWHOLE TO THE PART CONCEPT & GPS TECHNOLOGY

Cadastral Coordinated System (CCS)

Definition of CCS

A cadastral reform program to improve the cadastralsurvey system.

The use of least square adjustment for cadastral survey. The use of GPS for transfer of control for cadastral

survey. Application of geocentric datum for cadastral and

mapping Possible use of RSO in cadastral survey. The institutional and legal aspect of using coordinated

system.140

The Cost and Benefit of CCS

Reduce field cost

Reduce mobility cost

Faster validation of survey work

High accuracy using LSA

141

Main Component of CCS

Coordinates - Unique Survey Accurate Coordinate -Legal (contributory) evidence of boundaries.

CCI - Based on highest geodetic order - Adequate density. National Coordinate System - GDM2000 -

Geocentric Cassini / RSO projection. DCDB - Contains complete cadastral map -

Layered data content- appropriate data modelling design-Unique Parcel Identifier Automated Database ConversionSystem.

Cadastral Survey Practice – LSA - Whole to the Part.

142

CCS Conceptual Model

143

CCS

DigitalCadastralDatabase(DCDB)

CommonNationalCoordinateSystem

CadastralControlInfrastructure

CadastralSurveyPractice

Coordinates

Least SquareAdjustment

“Whole-to-Part”Survey Concept

AdequateDensity

Based onHighest Geodetic

Order

GeocentricCassini/RSOProjection

System

GDM2000CompleteCadastral

Maps

Layered

AppropriateData

Modeling

UniqueParcel

Identifier

Legal(Contributory)

Evidence ofBoundaries Unique

Single Set ofSurvey Accurate

Coordinates

The Characteristic(Entity)

The Aspect(Attribute)

CCS Implementation Model

144

Finalized GeocentricBased Cassini &RSO Coordinates

In DCDB

Establishing State CadastralControl Infrastructure (CCI)


Development of StateCadastral Control Database

(CCDB)

Populating DCDBWith Survey

AccurateCoordinates

AutomatedRe-Coordination

System

New Cadastral

SurveyResurvey

GDM2000

LegalOrganizational

RelatedActions

Socio-EconomicRelatedActions


BACKGROUND OF DCDB




147



To be able to support a modern cadastral system, an accuratepositional record of the cadastre is imperative. The existingDCDB was not designed for this purpose.



148




To be able to support a modern cadastral system, anaccurate positional record of the cadastre is imperative.The existing DCDB was not designed for this purpose.

149

Different Types of Cadastral Coordinates

150

RIGID COORDINATE

Homogenous and Systematically Adjusted

PLOTTING COORDINATE

For cadastral map plotting purposes

SYSTEM COORDINATE

System/Software generated coordinate based on features location

Rigid Coordinate Plotting Coordinate System Coordinate

Surveyed value

System value

151

Old and New Geodetic Infrastructure

152

G001

G003

G004

G005

G007

G008

G009

G010

G011

G012

G013

G015

G016

G017

G018

G019

G020

G021

G022

G023

G024

G025

G026

G027

G028

G029

G030G031

G032G033

G034

G035

G036

G037

G038 G039

G040

G041

G042

G043

G044

G045

G046

G047

G048

G049

G050

G051

G052

G053

G054

G055

G056

G057

G058

G059

G060

G061

G062

G063

G064

G065

G066

G067

G068

G069

G070

G071

G072

G073

G074G075

G076

G077

99.00 99.50 100.00 100.50 101.00 101.50 102.00 102.50 103.00 103.50 104.00

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

GEODETIC TRIANGULATIONPENINSULAR MALAYSIA

G002

G014

G084

P4

P075

GPS BASED REFERENCE SYSTEM

Non Rigorous Adjustment Technique For Coordinates Computation

153

Least Squares adjustment technique determine a unique set of

coordinates for each boundary mark from a set of observed values

(bearings & distances).

Bowditch adjustment distributes closing errors linearly but not

able to provide a unique coordinates solution.

GPS

GPS

Bowditch Least Squares

GDM2000

Establishment of Cadastral Control Infrastructure (CCI)Using JUPEM MyRTKnet GPS Service


Automated Network Adjustment& Re-Coordination System

Re-coordination and Re-population (R&R)

NDCDB

Methodology For Cadastral Data Migration To The New Geocentric Datum For Malaysia (GDM2000) Expected NDCDB Spatial Accuracy

CATEGORY

Std. Dev.

Northing

Std. Dev.

Easting

Cadastral Control Spacing

Urban/ New Development

± 5 cm

or better

± 5 cm

or better 0.5 km

Semi Urban/Rural

± 10 cm

or better

± 10 cm

or better 2.5 km

Total estimated number of boundary marks to be re-coordinated is about 40 million boundary marks.

154

Methodology of NDCDB

155

Establishing State Cadastral Control Infrastructure (CCI)


Development of State Cadastral Control Database (CCDB)

Populating DCDB with Survey Accurate Coordinates

Automated Re-CoordinationSystem

Finalized GeocentricBased Cassini & RSOCoordinates in DCDB

Establishmentof CCI andState CCDB

Repopulation &Re-coordinationof DCDB withSurvey AccurateCoordinates

Study on CadastralSurvey ProceduresUnder CCS

Cost-Benefit Analysis of CCS Implementation

Adjustment of NDCDB

156

CCDB

DCDB

DataIntegrity

Check

ConnectionLineFile

DataSelection

Adjustment

TransformationQualityControl

TempNDCDB

NDCDB

Editing

FORMATION OFCADASTRAL NETWORK

RE-COORDINATIONUSING ANAUTOMATEDDATA CONVERSIONSYSTEM (ADCS)

SURVEY ACCURATEDIGITAL CADASTRALDATABASE (NDCDB)


Based on a uniform coordinate system, i.e. GDM2000Cassini Soldner system.

Uniform coordinate accuracy of about 5-10 cmthroughout Peninsular Malaysia.

Cadastral system that is “compatible” with GPSMyRTKnet system.

Cadastral database that is “compatible” with GIStechnology.

157

Advantages of NDCDB

NDCDB just have a "single line" and is "compatible" withGIS technology.

NDCDB graphic coordinates are similar to coordinateattributes.

NDCDB will help the development of informationsystems, especially the "MULTI-PURPOSE Cadastre".

158


159

State of Johor CCI Point

CERTIFIED PLAN

160

T H A N K YO U

166

cadastre survey (sghu 2313)

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