Network RTK Performance Analysis: A Case Study in Latvia

Dobelis, Didzis; Zvirgzds, Jānis

doi:10.3846/20296991.2016.1226383

Cited by 11 publications

(13 citation statements)

References 5 publications

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“…In this environment, a key element is represented by Continuously Operating Reference Station (CORS) and the service for the positioning in real time (e.g. Rizos & Satirapod, 2011;Lachapelle, Ryan, & Rizos, 2002;Dobelis & Zvirgzds, 2016). An increasing number of GNSS-CORS networks is being established and expanded around the world (e.g.…”

Section: Introductionmentioning

confidence: 99%

Cors Architecture and Evaluation of Positioning by Low-Cost GNSS Receiver

Pepe

2018

Geodesy and Cartography

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In recent years, the use of low cost GNSS receivers is becoming widespread due to their increasing performance in the spatial positioning, flexibility, ease of use and really interesting price. In addition, a recent technique of Global Navigation Satellite System (GNSS) survey, called Network Real Time Kinematic (NRTK), allows to obtain to rapid and accurate positioning measurements. The main feature of this approach is to use the raw measurements obtained and stored from a network of Continuously Operating Reference Stations (CORS) in order to generate more reliable error models that can mitigate the distance-dependent errors within the area covered by the CORS. Also, considering the huge potential of this GNSS positioning system, the purpose of this paper is to analyze and investigate the performance of the NTRK approach using a low cost GNSS receiver, in stop-and-go kinematic technique. By several case studies it was shown that, using a low cost RTK board for Arduino environment, a smartphone with open source application for Android and the availability of data correction from CORS service, a quick and accurate positioning can be obtained. Because the measures obtained in this way are quite noisy and, more in general, increasing with the baseline, by a simple and suitable statistic treatment, it was possible to increase the quality of the measure. In this way, this low cost architecture could be applied in many geomatics fields. In addition to presenting the main aspects of the NTRK infrastructure and a review of several types of correction, a general workflow in order to obtain quality data in NRTK mode, regardless of the type of GNSS receiver (multi constellations, single or many frequencies, etc.) is discussed.

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Section: Introductionmentioning

confidence: 99%

Cors Architecture and Evaluation of Positioning by Low-Cost GNSS Receiver

Pepe

2018

Geodesy and Cartography

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“…During the land reform until 2006, when usage of LatPos with real time corrections started widely in Latvia, surveying works of any kind were carried out by use of the existing Riga local geodetic network as geodetic base. Due to this reason, it was interesting to clarify how the coordinates of polygonometry points from catalogues Riga-1, Riga-2, Riga-3 differ from the coordinates determined by use of LatPos in RTK mode (Dobelis, Zvirgzds, 2016). It is found out in the research that differences can reach 0.15 m (see Fig.…”

Section: Fig 5 Differences Between Coordinates Calculated In 60ies mentioning

confidence: 94%

Tendencies of development of local geodetic network in Riga city

et al. 2018

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Local geodetic network is very important in harmonic development of city territory. On the base of the local geodetic network, cadastral and topographic surveying works, engineering geodetic works and executive measurements of newly built buildings and engineering networks are carried out. In the territory of Riga, the local geodetic network was started to create in 1880, and in the course of time, as the city expanded, necessity to have wider reference network emerged. In 2005, in the territory of Latvia, network of continuously working base stations LatPos was launched, which ensured completely new trends in execution of measurements and accuracy reached. One year later, base station network EUPOS-RIGA was launched in the territory of Riga. It can be regarded as consistent part of Riga local geodetic network. The purpose of the research was to state, what are differences between historically used coordinates of points of the local geodetic network, and coordinates that are determined by use of real time corrections of LatPos and EUPOS-RIGA base station network. Measurements were made in the territory of Riga in period from December 2016 until April 2017. In the framework of the research, 61 point of the local geodetic network was inspected and in 38 cases GNSS observations in RTK mode were completed. In the research, catalogues of coordinates of polygonometry points of sixties and eighties were used in order to compare what differences of coordinates existed historically. The main conclusion drawn during the research – historical points of the local geodetic network shall not be used for surveying works of any kind before improvement of them and before they comply with requirements of normative acts.

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“…For obtaining of data, GNNS receiver in the method RTK in 180 seconds sessions was used. In data processing, software Microsoft Office and software Bentley Microstation was used (Dobelis, Zvirgzds, 2016;Dobelis, Zvirgzds, Kalinka, 2016). In municipality of Jurmala City according to Point 64 of Regulations of the Minister Cabinet No.497 the first time inspection and evaluation is carried out.…”

Section: Methodology Of Research and Materialsmentioning

confidence: 99%

Evaluation of the Local Geodetic Network in Jurmala City

et al. 2019

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In order to evaluate the accuracy of the local geodetic network of Jurmala City, in research, comparison of forty-seven selected polygonometry network point coordinates with the obtained data was made by performing measurements by real time cinematic (RTK) method in LatPos base station system. Points were chosen so in order to cover evenly the entire territory of the city. At present, gradual renewal and improvement of the local geodetic network takes place in Jurmala. The linear discrepancy of coordinates obtained in measurements varies from 0.016 m to 0.259 m, mean linear discrepancy in the measured points is fixed 0.110 m. Discrepancy of plane coordinates in different regions of Jurmala is not even. It is rather even within approximate boundaries of the determined regions, this is indicated by different directions of offset vectors, which in eastern part of the city are pointed mainly in NW direction, in central part directions are pointed in W direction, but in the western part of the city pointed in NE direction. Concerning heights, only for 3 of measured points discrepancy exceeds 0.05 m error and there are no connection concerning some specific region. 15% of the measured points of the local geodetic network are with appropriate accuracy of plane coordinates. The linear discrepancy of plane coordinates for points of the local geodetic network, which are measured by RTK method and compared with data from the improved network is 0.024 (m), which indicates the high accuracy of RTK method in measurement data. In Jurmala City, obtaining of data by GNNS data receivers is encumbered by large density of trees. Therefore the local geodetic network in city has very important role in order to ensure performance of geodetic measurements of high quality in the territory of the city. Aim of the research is to evaluate the accuracy of the local geodetic network of Jurmala City. The following tasks have been set for achieving the aim: research of the given problem, visit of the local geodetic network points, performing control measurements, data processing and analysis.

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Network RTK Performance Analysis: A Case Study in Latvia

Cited by 11 publications

References 5 publications

Cors Architecture and Evaluation of Positioning by Low-Cost GNSS Receiver

Cors Architecture and Evaluation of Positioning by Low-Cost GNSS Receiver

Tendencies of development of local geodetic network in Riga city

Evaluation of the Local Geodetic Network in Jurmala City

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