On Geodetic Transformations
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Development of 3D Datum Transformation Model Between Wgs 84 and Clarke 1880 for Cross Rivers State, Nigeria
British Journal of Environmental Sciences Vol.7, No.2, pp. 70-86, May 2019 Published by European Centre for Research Training and Development UK (www.eajournals.org) DEVELOPMENT OF 3D DATUM TRANSFORMATION MODEL BETWEEN WGS 84 AND CLARKE 1880 FOR CROSS RIVERS STATE, NIGERIA Aniekan Eyoh1, Onuwa Okwuashi 2 and Akwaowo Ekpa3 Department of Geoinformatics & Surveying, Faculty of Environmental Studies, University of Uyo, Nigeria 1, 2 & 3 ABSTRACT: The need to have unified 3D datum transformation parameters for Nigeria for converting coordinates from Minna to WGS84 datum and vice-versa in order to overcome the ambiguity, inconsistency and non-conformity of existing traditional reference frames within national and international mapping system is long overdue. This study therefore develops the optimal transformation parameters between Clarke 1880 and WGS84 datums and vice-versa for Cross River State in Nigeria using the Molodensky-Badekas model. One hundred (100) first order 3D geodetic controls common in the Clarke 1880 and WGS84 datums were used for the study. Least squares solutions of the model was solved using MATLAB programming software. The datum shift parameters derived in the study were ΔX=99.388653795075243m ± 2.453509278, ΔY = 15.027733957346365m ± 2.450564809, ΔZ = -60.390012806020579m ± 2.450556881,α=-0.000000601338389±0.000004394,β=0.000021566705811 ± 0.00004133728, γ = 0.000034795781381 ± 0.00007348844, S(ppm) = 0.9999325233 ± 0.00003047930445. The results of the computation showed roughly good estimates of the datum shift parameters (dX, dY, dZ, K, RX , RY , RZ, K ) and standard deviation of the parameters. The computed residuals of the XYZ parameters were relatively good. The result of the test computation of the shift parameters using the entire 107 points were however not significantly different from those obtained with the 100 points, as the results showed good agreement between them. -
Reference Systems for Surveying and Mapping Lecture Notes
Delft University of Technology Reference Systems for Surveying and Mapping Lecture notes Hans van der Marel ii The front cover shows the NAP (Amsterdam Ordnance Datum) ”datum point” at the Stopera, Amsterdam (picture M.M.Minderhoud, Wikipedia/Michiel1972). H. van der Marel Lecture notes on Reference Systems for Surveying and Mapping: CTB3310 Surveying and Mapping CTB3425 Monitoring and Stability of Dikes and Embankments CIE4606 Geodesy and Remote Sensing CIE4614 Land Surveying and Civil Infrastructure February 2020 Publisher: Faculty of Civil Engineering and Geosciences Delft University of Technology P.O. Box 5048 Stevinweg 1 2628 CN Delft The Netherlands Copyright ©20142020 by H. van der Marel The content in these lecture notes, except for material credited to third parties, is licensed under a Creative Commons AttributionsNonCommercialSharedAlike 4.0 International License (CC BYNCSA). Third party material is shared under its own license and attribution. The text has been type set using the MikTex 2.9 implementation of LATEX. Graphs and diagrams were produced, if not mentioned otherwise, with Matlab and Inkscape. Preface This reader on reference systems for surveying and mapping has been initially compiled for the course Surveying and Mapping (CTB3310) in the 3rd year of the BScprogram for Civil Engineering. The reader is aimed at students at the end of their BSc program or at the start of their MSc program, and is used in several courses at Delft University of Technology. With the advent of the Global Positioning System (GPS) technology in mobile (smart) phones and other navigational devices almost anyone, anywhere on Earth, and at any time, can determine a three–dimensional position accurate to a few meters. -
JHR Final Report Template
TRANSFORMING NAD 27 AND NAD 83 POSITIONS: MAKING LEGACY MAPPING AND SURVEYS GPS COMPATIBLE June 2015 Thomas H. Meyer Robert Baron JHR 15-327 Project 12-01 This research was sponsored by the Joint Highway Research Advisory Council (JHRAC) of the University of Connecticut and the Connecticut Department of Transportation and was performed through the Connecticut Transportation Institute of the University of Connecticut. The contents of this report reflect the views of the authors who are responsible for the facts and accuracy of the data presented herein. The contents do not necessarily reflect the official views or policies of the University of Connecticut or the Connecticut Department of Transportation. This report does not constitute a standard, specification, or regulation. i Technical Report Documentation Page 1. Report No. 2. Government Accession No. 3. Recipient’s Catalog No. JHR 15-327 N/A 4. Title and Subtitle 5. Report Date Transforming NAD 27 And NAD 83 Positions: Making June 2015 Legacy Mapping And Surveys GPS Compatible 6. Performing Organization Code CCTRP 12-01 7. Author(s) 8. Performing Organization Report No. Thomas H. Meyer, Robert Baron JHR 15-327 9. Performing Organization Name and Address 10. Work Unit No. (TRAIS) University of Connecticut N/A Connecticut Transportation Institute 11. Contract or Grant No. Storrs, CT 06269-5202 N/A 12. Sponsoring Agency Name and Address 13. Type of Report and Period Covered Connecticut Department of Transportation Final 2800 Berlin Turnpike 14. Sponsoring Agency Code Newington, CT 06131-7546 CCTRP 12-01 15. Supplementary Notes This study was conducted under the Connecticut Cooperative Transportation Research Program (CCTRP, http://www.cti.uconn.edu/cctrp/). -
Transformations Between the Irish Grid and the GPS Co-Ordinate Reference Frame WGS84 / ETRF89
Making maps compatible with GPS Transformations between The Irish Grid and the GPS Co-ordinate Reference Frame WGS84 / ETRF89 Published by Director, Ordnance Survey Ireland and Director and Chief Executive, Ordnance Survey of Northern Ireland ã Government of Ireland 1999 ã Crown Copyright 1999 Making Maps Compatible with GPS A Transformation between the Irish Grid and the ETRF89 Co-ordinate Reference Frame CONTENTS INTRODUCTION 3 GEODETIC CO-ORDINATE REFERENCE SYSTEMS 4 Introduction 4 Cartesian Co-ordinates 4 Geographical Co-ordinates 5 Plane Co-ordinates 5 Transformation between Geodetic Datum 6 Irish Grid Reference System 6 GPS reference system 7 WGS84 and GRS80 7 ETRS89 7 IRENET95 7 RELATING GPS AND MAPPING REFERENCE SYSTEMS 8 Comparisons 8 Why the difference? 8 Relating GPS to Irish Maps. 9 LEVEL 1 TRANSFORMATION (EASTING AND NORTHING SHIFTS) 11 Derivation 11 Transformation Procedure 12 Forward Transformation Procedure 12 STEP 1: Irish Grid Co-ordinates converted to GPS (Irish Grid) Co-ordinates 12 STEP 2: GPS (Irish Grid) converted to ETRF89 Geodetic Ellipsoidal Co-ordinates 12 Reverse Transformation Procedure 12 STEP 1: ETRF89 Geodetic Ellipsoidal Co-ordinates projected to GPS (Irish Grid) 12 STEP 2: GPS (Irish Grid) Co-ordinates converted to Irish Grid Co-ordinates 12 LEVEL 2 TRANSFORMATION (HELMERT 7 PARAMETER) 13 Introduction 13 Transformation Criteria 13 Method of Parameter Computation 13 Assessment of 7 Parameter Helmert Transformation 15 Accuracy 15 Invertability / Reversibility 15 Uniqueness 15 Conformality 15 Extensibility -
A Guide to Coordinate Systems in Great Britain
A guide to coordinate systems in Great Britain An introduction to mapping coordinate systems and the use of GPS datasets with Ordnance Survey mapping Contents Section Page no 1 Introduction ................................................................................................................................ 3 1.1 Who should read this booklet? ...................................................................................... 3 1.2 A few myths about coordinate systems ......................................................................... 3 2 The shape of the Earth................................................................................................................ 5 2.1 The first geodetic question ............................................................................................ 5 2.2 Ellipsoids ....................................................................................................................... 6 2.3 The Geoid ...................................................................................................................... 7 3 What is position? ........................................................................................................................ 8 3.1 Types of coordinates...................................................................................................... 8 3.2 We need a datum ......................................................................................................... 14 3.3 Realising the datum definition with a Terrestrial Reference -
Reference Systems for Surveying and Mapping Lecture Notes
Delft University of Technology Reference Systems for Surveying and Mapping Lecture notes Hans van der Marel ii The front cover shows the NAP (Amsterdam Ordnance Datum) ”datum point” at the Stopera, Amsterdam (picture M.M.Minderhoud, Wikipedia/Michiel1972). H. van der Marel Surveying and Mapping Lecture notes CTB3310 (Reference Systems for Surveying and Mapping) August 2014 Publisher: Faculty of Civil Engineering and Geosciences Delft University of Technology P.O. Box 5048 Stevinweg 1 2628 CN Delft The Netherlands Copyright ©2014 by H. van der Marel All rights reserved. No part of this publication may be reproduced or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, recording or by any information storage and retrieval system, without written permission from the copyright owner. The text has been type set using the MikTex 2.9 implementation of LATEX. Graphs and diagrams were produced, if not mentioned otherwise, with Matlab and Inkscape. Contents 1 Introduction 1 2 2D Coordinate systems 3 2.1 2D Cartesian coordinates . 3 2.2 2D coordinate transformations . 4 3 3D Coordinate systems 7 3.1 3D Cartesian coordinates . 7 3.2 7-parameter similarity transformation . 9 4 Spherical and ellipsoidal coordinate systems 13 4.1 Spherical coordinates . 13 4.2 Geographic coordinates (ellipsoidal coordinates) . 14 4.3 Topocentric coordinates, azimuth and zenith angle . 18 4.4 Practical aspects of using latitude and longitude. 19 4.5 Spherical and ellipsoidal computations . 22 5 Map projections 25 6 Datum transformations and coordinate conversions 29 7 Vertical reference systems 33 8 Common reference systems and frames 37 8.1 International Terrestrial Reference System and Frames . -
Determination of Geoid and Transformation Parameters by Using GPS on the Region of Kadınhanı in Konya
Determination of Geoid And Transformation Parameters By Using GPS On The Region of Kadınhanı In Konya Fuat BAŞÇİFTÇİ, Hasan ÇAĞLA, Turgut AYTEN, Sabahattin Akkuş, Beytullah Yalcin and İsmail ŞANLIOĞLU, Turkey Key words: GPS, Geoid Undulation, Ellipsoidal Height, Transformation Parameters. SUMMARY As known, three dimensional position (3D) of a point on the earth can be obtained by GPS. It has emerged that ellipsoidal height of a point positioning by GPS as 3D position, is vertical distance measured along the plumb line between WGS84 ellipsoid and a point on the Earth’s surface, when alone vertical position of a point is examined. If orthometric height belonging to this point is known, the geoid undulation may be practically found by height difference between ellipsoidal and orthometric height. In other words, the geoid may be determined by using GPS/Levelling measurements. It has known that the classical geodetic networks (triangulation or trilateration networks) established by terrestrial methods are insufficient to contemporary requirements. To transform coordinates obtained by GPS to national coordinate system, triangulation or trilateration network’s coordinates of national system are used. So high accuracy obtained by GPS get lost a little. These results are dependent on accuracy of national coordinates on region worked. Thus results have different accuracy on the every region. The geodetic network on the region of Kadınhanı in Konya had been established according to national coordinate system and the points of this network have been used up to now. In this study, the test network will institute on Kadınhanı region. The geodetic points of this test network will be established in the proper distribution for using of the persons concerned. -
Uk Offshore Operators Association (Surveying and Positioning
U.K. OFFSHORE OPERATORS ASSOCIATION (SURVEYING AND POSITIONING COMMITTEE) GUIDANCE NOTES ON THE USE OF CO-ORDINATE SYSTEMS IN DATA MANAGEMENT ON THE UKCS (DECEMBER 1999) Version 1.0c Whilst every effort has been made to ensure the accuracy of the information contained in this publication, neither UKOOA, nor any of its members will assume liability for any use made thereof. Copyright ã 1999 UK Offshore Operators Association Prepared on behalf of the UKOOA Surveying and Positioning Committee by Richard Wylde, The SIMA Consultancy Limited with assistance from: Roger Lott, BP Amoco Exploration Geir Simensen, Shell Expro A Company Limited by Guarantee UKOOA, 30 Buckingham Gate, London, SW1E 6NN Registered No. 1119804 England _____________________________________________________________________________________________________________________Page 2 CONTENTS 1. INTRODUCTION AND BACKGROUND .......................................................................3 1.1 Introduction ..........................................................................................................3 1.2 Background..........................................................................................................3 2. WHAT HAS HAPPENED AND WHY ............................................................................4 2.1 Longitude 6°W (ED50) - the Thunderer Line .........................................................4 3. GUIDANCE FOR DATA USERS ..................................................................................6 3.1 How will we map the -
Horizontal Datums Knowing Where in the World You Are Maralyn L. Vorhauer Geodesist National Geodetic Survey
Horizontal Datums Knowing where in the world you are Maralyn L. Vorhauer Geodesist National Geodetic Survey A major concern of people everywhere is to know where they are at any time and how to get where they are going. The determination of such positions on the earth’s surface and their relationship is a primary concern of the science of geodesy and the scientists called geodesists. Understanding and using datums form an integral part of this positioning. Geodesy is defined as the science of determining the size and shape of the earth. Geodesists are concerned with the precise measurement of various physical properties of the earth in order to determine these values as accurately as possible. As these measurements become more and more precise, the earth’s size and shape can be more and more accurately represented. This knowledge of the size and shape of the earth enables more precise positioning of points on the earth’s surface-such as a boundary, a road or even a car. To compute these positions, this knowledge of the size and shape of the earth must be known. However, the earth is not a regular surface, so a figure must be used which represents as closely as possible the irregular shape of the earth so as to allow computation of positions on the surface using known mathematical equations. This figure has been found to be an ellipsoid. Still, determining an accurate model for the earth is only the first step in computing an accurate position of a point on the surface of the earth. -
The International Association of Geodesy 1862 to 1922: from a Regional Project to an International Organization W
Journal of Geodesy (2005) 78: 558–568 DOI 10.1007/s00190-004-0423-0 The International Association of Geodesy 1862 to 1922: from a regional project to an international organization W. Torge Institut fu¨ r Erdmessung, Universita¨ t Hannover, Schneiderberg 50, 30167 Hannover, Germany; e-mail: [email protected]; Tel: +49-511-762-2794; Fax: +49-511-762-4006 Received: 1 December 2003 / Accepted: 6 October 2004 / Published Online: 25 March 2005 Abstract. Geodesy, by definition, requires international mitment of two scientists from neutral countries, the collaboration on a global scale. An organized coopera- International Latitude Service continued to observe tion started in 1862, and has become today’s Interna- polar motion and to deliver the data to the Berlin tional Association of Geodesy (IAG). The roots of Central Bureau for evaluation. After the First World modern geodesy in the 18th century, with arc measure- War, geodesy became one of the founding members of ments in several parts of the world, and national geodetic the International Union for Geodesy and Geophysics surveys in France and Great Britain, are explained. The (IUGG), and formed one of its Sections (respectively manifold local enterprises in central Europe, which Associations). It has been officially named the Interna- happened in the first half of the 19th century, are tional Association of Geodesy (IAG) since 1932. described in some detail as they prepare the foundation for the following regional project. Simultaneously, Gauss, Bessel and others developed a more sophisticated Key words: Arc measurements – Baeyer – Helmert – definition of the Earth’s figure, which includes the effect Figure of the Earth – History of geodesy – of the gravity field. -
Estimation Usability of the Free Software for Transformation Of
ESTIMATION USABILITY OF THE FREE SOFTWARE FOR TRANSFORMATION OF GEODETIC COORDINATES BETWEEB LOCAL AND GLOBAL DATUMS-EXAMPLE OF THE ADRIATIC SEA Duplančić Leder, Tea; Faculty of Civil Engineering and Architecture, Matice hrvatske 15, 21000 Split, Croatia; e-mail: [email protected] Leder, Nenad Hydrographic Institute of the Republic of Croatia, Zrinsko Frankopanska 161, 21000 Split, Croatia; e-mail: [email protected] Abstract The paper gives a brief outline of basic terms linked with global and local rotational ellipsoids and their datums as geoid approximations. It describes geodetic coordinate systems used to define the position of a point on the Earth. Several transformations are used to shift between local and global datums, but the Helmert and the Molodensky transformations are the most common ones. In order to estimate the usability of free software, 16 points were selected in a patterned distribution on the Eastern Adriatic coast. For each point, geodetic coordinates were transformed from the local ones to the WGS84 coordinates using a more accurate Helmert transformation (Trimble HYDROpro software with its parameters). After that, these coordinates were transformed using the Molodensky transformation, and the results were compared. The conclusion is that five free software products obtained satisfactory results, whereas one yielded somewhat poorer results. Keywords: datum transformation, Helmert transformation, Molodensky transformation 1. Introduction To date, in the Republic of Croatia, topographic maps and nautical charts have been produced on the local Helmannskoegel datum (Bessel rotational ellipsoid 1841). However, the modern GPS equipment for position fixing (geodetic coordinates) is based upon worldwide used satellite positioning methods, so that it gives position on the global WGS84 datum. -
3D Affine Coordinate Transformations
3D affine coordinate transformations Constantin-Octavian Andrei Master’s of Science Thesis in Geodesy No. 3091 TRITA-GIT EX 06-004 School of Architecture and the Built Environment Royal Institute of Technology (KTH) 100 44 Stockholm, Sweden March 2006 Abstract This thesis investigates the three-dimensional (3D) coordinate transformation from a global geocentric coordinate system to a national terrestrial coordinate system. Numerical studies are carried out using the Swedish geodetic data SWEREF 93 and RT90/RH70. Based on the Helmert transformation model with 7-parameters, two new models have been studied: firstly a general 3D affine transformation model has been developed using 9-parameters (three translations, three rotations and three scale factors) and secondly the model with 8-parameters (three translations, three rotations and two scale factors) has been derived. To estimate the 3D transformation parameters from given coordinates in the two systems, the linearized observation equations were derived. Numerical tests were carried out using a local (North, East, Up) topocentric coordinate system derived from the given global geocentric system. The transformation parameters and the residuals of the coordinates of the common points were computed. The investigation shows the horizontal scale factor is significantly different by the vertical scale factor. The residuals of the control points were expressed in a separate (North, East, Up) coordinate system for each control point. Some investigations on the weighting process between horizontal and vertical components were also carried out, and an optimal weighting model was derived in order to reduce the residuals in horizontal components without changing the coordinates. Keywords: Affine transformation ▪ scale factor ▪ translation ▪ rotation ▪ least squares adjustment ▪ weight ▪ residual.