The horizontal component of the national spatial reference system of Slovenia is based on EUREF GPS campaigns at the passive GNSS-network of EUREF sites in the years 1994–1996. Both active GNSS ...networks (the SIGNAL and Zero-Order Combined Geodetic Networks) were established afterwards, which caused inconsistencies in coordinates based on GNSS surveys. Furthermore, the national coordinate reference system (D96) was supposed to expire after two decades from its realization due to relatively active tectonics. A new GNSS campaign was carried out in 2016 in order to validate and improve the quality of coordinates of GNSS sites in Slovenia. The result is a new realization of ETRS89 referred to as D17. However, it was not implemented directly due to substantial coordinate differences when compared to the previous realization. A pragmatic approach was chosen that attempted to keep changes of coordinates as much small as possible. It eliminated inconsistencies but also distortions in GNSS networks caused by the changes in physical space. The new coordinates are based on both the old (D96) and new (D17) realizations of ETRS89 and are denoted by D96-17. According to the requirements for the quality of coordinates in the land cadastre surveys, all the previously determined coordinates of cadastral points remain unchanged. The main benefit of the update of coordinates in the core GNSS networks in the country is more precise and accurate positioning in the future.
The horizontal component of the national spatial reference system of Slovenia is based on EUREF GPS campaigns at the passive GNSS-network of EUREF sites in the years 1994-1996. Both active GNSS ...networks (the SIGNAL and Zero-Order Combined Geodetic Networks) were established afterwards, which caused inconsistencies in coordinates based on GNSS surveys. Furthermore, the lifetime of the national coordinate reference system (D96) might be expired after two decades from its realization due to relatively active tectonics. A new GNSS campaign was carried out in 2016 in order to validate and improve the quality of coordinates of GNSS sites in Slovenia. The result is a new realization of ETRS89 referred to as D17. However, it was not implemented directly due to substantial coordinate differences when compared to the previous realization. A pragmatic approach was chosen that attempted to keep changes of coordinates as small as possible. It eliminated inconsistencies but also distortions in GNSS networks caused by the changes in physical space. The new coordinates are based on both the old (D96) and new (D17) realizations of ETRS89 and are denoted by D96-17. According to the requirements for the quality of coordinates in the land cadastre surveys, all the previously determined coordinates of cadastral points remain unchanged. The main benefit of the update of coordinates in the core GNSS networks in the country is more precise and accurate positioning in the future.KEY WORDSD96-17, ETRS89, EUREF, geodetic datum, coordinate system, reference frame
In daily geodetic practice, the access to the national coordinate reference system is provided by the national network of continuously operating GNSS stations, called SIGNAL, which has been in use ...for more than ten years. Because of the active geodynamics, the coordinates of the reference frame points diverge in time. All these activities and plans to provide a high quality national horizontal coordinate reference system in the long term are presented. KEY WORDS national geodetic reference system, coordinate time series, EUREF, geokinematic model, GNSS, horizontal coordinate system, zero-order geodetic network 1UVOD Državni geodetski referenční sistem je opredeljen kot sistemska državna infrastruktura za določanje in izražanje položaja objektov in pojavov v prostoru. GPS Study (1996-2002) of Active Deformation along the Periadriatic Fault System in Northeastern Slovenia: Tectonic Model.
In recent years, Global Navigation Satellite Systems (GNSS) have gained great importance in terms of the benefi ts it provides such as precise geodetic point positioning, determining crustal ...deformations, navigation, vehicle monitoring systems and meteorological applications etc. As in Turkey, for this purpose, each country has set up its own GNSS station networks like Turkish National Permanent RTK Network analyzed precise station coordinates and velocities together with the International GNSS Service, Turkish National Fundamental GPS Network and Turkish National Permanent GNSS Network (TNPGN) stations not only are utilized as precise positioning but also GNSS meteorology studies so total number of stations are increased. This work is related to the reactivated of the TRAB IGS station which was established in Karadeniz Technical University, Department of Geomatics Engineering. Within the COST ES1206 Action (GNSS4SWEC) KTU analysis center was established and Trop-NET system developed by Geodetic Observatory Pecny (GOP, RIGTC) in order to troposphere monitoring. The project titled “Using Regional GNSS Networks to Strengthen Severe Weather Prediction” was accepted to the scientifi c and technological research council of Turkey (TUBITAK). With this project, we will design 2 new constructed GNSS reference station network. Using observation data of network, we will compare water vapor distribution derived by GNSS Meteorology and GNSS Tomography. At this time, KTU AC was accepted as E-GVAP Analysis Centre in December 2016. KTU reference station is aimed to be a member of the EUREF network with these studies.
This article describes the current situation and activities on the establishment of the national horizontal coordinate system of Slovenia. In Slovenia, a horizontal coordinate system (reference ...frame) denoted as D96/TM, which is based on the EUREF GPS campaigns performed more than 20 years ago, is used. In daily geodetic practice, the access to the national coordinate reference system is provided by the national network of continuously operating GNSS stations, called SIGNAL, which has been in use for more than ten years. Because of the active geodynamics, the coordinates of the reference frame points diverge in time. To ensure the proper quality of the coordinate reference system, many activities have been started in recent years. The national combined geodetic network, also referred to as the ‘zero-order network’, and the Analytical Centre of GNSS Service were established, and the ‘EUREF Slovenia 2016’ GNSS campaign was performed. All these activities and plans to provide a high quality national horizontal coordinate reference system in the long term are presented.
The present ETRS 89 realisations in Latvia and Lithuania are based on the EUREF‐BAL'92 campaign, which has an estimated accuracy of the same level as the original EUREF 89 campaign (class C). Latvia ...and Lithuania wish to replace their EUREF‐BAL'92 realisation with an ETRS 89 realisation based on the NKG 2003 GPS campaign. The NKG 2003 GPS campaign was carried out in GPS‐week 1238 (Sept 28th to Oct 4th 2003) under the framework of the Nordic Geodetic Commission (NKG). The campaign included mainly permanent stations in the Nordic and Baltic area as well as Island, Greenland and Svalbard. In Latvia, Lithuania and Denmark also field sites defining ETRS 89 were included. New ETRS 89 coordinates based on the NKG 2003 campaign have been calculated. The campaign resulted in a set of coordinates in ITRF 2000 epoch 2003.75. All stations in Latvia and Lithuania as well as a sub‐set of stations in neighbouring countries were converted to ETRS 89 using the standard procedure described by Boucher and Altamimi. No intraplate deformations have been taken into account, thus the epoch of the ETRS 89 coordinates is 2003.75. Estimated accuracy: 0,5–1 cm (95%) for the horizontal co‐ordinates and 1–2 cm (95%) for the vertical at the epoch of the observation. The computed ETRS 89 coordinates presented in this paper are to be considered as improvement and extension of ETRS 89 in Latvia and Lithuania based on the NKG 2003 GPS campaign. During symposia in Riga, 14–17 June 2006, the IAG Reference Frame Sub‐commission for Europe (EUREF) recognising, that in Sept‐Oct 2003 the EUREF‐NKG‐2003 campaign in Scandinavia and the Baltic countries was observed, including points in Latvia and Lithuania, and that the results of it were submitted to the EUREF Technical Working Group, where they were accepted as Class B standard (about 1 cm at the epoch of observation), endorses the subset of points submitted to the EUREF Technical Working Group as extension to the current realisation of ETRS89 (Resolution No 1).
Daily and weekly coordinates solutions of GNSS permanent stations operating within EPN network allows to track long-term changes of coordinates caused e.g. by the local and global movements of ...tectonic plates. They are therefore an excellent tool for testing stability and repeatability of stations position. The article presents an analysis of coordinates changes of selected reference stations based on weekly EPN solutions. In addition the author proposes parameters of approximating function by assuming an existence of periodic, annually repeatable trend. The author performed also an independent fitting function for two different periods of two ITRF frames of routine time analysis and reprocessing.
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