Journal articles: 'Geodetic networks'

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Ge, Huifen, Zhao Wang, and Jinyu Zou. "Strong Geodetic Number in Some Networks." Journal of Mathematics Research 11, no. 2 (February 20, 2019): 20. http://dx.doi.org/10.5539/jmr.v11n2p20.

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A vertex subset S of a graph is called a strong geodetic set if there exists a choice of exactly one geodesic for each pair of vertices of S in such a way that these (|S| 2) geodesics cover all the vertices of graph G. The strong geodetic number of G, denoted by sg(G), is the smallest cardinality of a strong geodetic set. In this paper, we give an upper bound of strong geodetic number of the Cartesian product graphs and study this parameter for some Cartesian product networks.

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Manuel, Paul, Sandi Klavžar, Antony Xavier, Andrew Arokiaraj, and Elizabeth Thomas. "Strong edge geodetic problem in networks." Open Mathematics 15, no. 1 (October 3, 2017): 1225–35. http://dx.doi.org/10.1515/math-2017-0101.

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Abstract Geodesic covering problems form a widely researched topic in graph theory. One such problem is geodetic problem introduced by Harary et al. [Math. Comput. Modelling, 1993, 17, 89-95]. Here we introduce a variation of the geodetic problem and call it strong edge geodetic problem. We illustrate how this problem is evolved from social transport networks. It is shown that the strong edge geodetic problem is NP-complete. We derive lower and upper bounds for the strong edge geodetic number and demonstrate that these bounds are sharp. We produce exact solutions for trees, block graphs, silicate networks and glued binary trees without randomization.

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Tretyak, Kornyliy, and Igor Savchyn. "Posteriori Optimization of Active Geodetic Monitoring Networks." Reports on Geodesy and Geoinformatics 96, no. 1 (June 1, 2014): 67–77. http://dx.doi.org/10.2478/rgg-2014-0007.

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Abstract This paper presents developed method of a posteriori optimization of measurement results of active geodesic monitoring networks with taking into account the parameters of accuracy and reliability. Filtering the measurement results of active geodetic monitoring networks is in out of order exclusion vectors with maximum corrections, which is determined from successive iterations of network adjustment. After each iteration it’s determined the mean square error of unit weight and the parameter of network reliability. Sifting vectors with maximal errors leads to accuracy improving and reliability deterioration of network. Using entropy approach is defined group of vectors in which the value of accuracy and reliability is optimal. Using the developed method performed a posteriori optimization of active precision geodesic monitoring network of the Dnieper, Dniester and Kanev HPP. The represented method can also be used for the optimization of any active geodesic monitoring networks with large quantity of redundant measurements

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Kadaj, Roman. "Empirical methods of reducing the observations in geodetic networks." Geodesy and Cartography 65, no. 1 (June 1, 2016): 13–40. http://dx.doi.org/10.1515/geocart-2016-0001.

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Abstract The paper presents empirical methodology of reducing various kinds of observations in geodetic network. A special case of reducing the observation concerns cartographic mapping. For numerical illustration and comparison of methods an application of the conformal Gauss-Krüger mapping was used. Empirical methods are an alternative to the classic differential and multi-stages methods. Numerical benefits concern in particular very long geodesics, created for example by GNSS vectors. In conventional methods the numerical errors of reduction values are significantly dependent on the length of the geodesic. The proposed empirical methods do not have this unfavorable characteristics. Reduction value is determined as a difference (or especially scaled difference) of the corresponding measures of geometric elements (distances, angles), wherein these measures are approximated independently in two spaces based on the known and corresponding approximate coordinates of the network points. Since in the iterative process of the network adjustment, coordinates of the points are systematically improved, approximated reductions also converge to certain optimal values.

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Goluk, Victor P., and Denis G. Nazarov. "FEATURES OF GEODECTIC NETWORKS DENSIFICATION ON THE EXAMPLE OF A RAILWAY BRIDGE CROSSING CONSTRUCTION ACROSS THE KERCHEN STRAIT." Interexpo GEO-Siberia 1, no. 1 (July 8, 2020): 93–105. http://dx.doi.org/10.33764/2618-981x-2020-1-1-93-105.

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The geodetic center base for the construction of bridge structures is the basis of all measurement work. Often it is necessary to carry out the densification of the geodetic center base in compliance with the necessary accuracy of recoverable structures. In the process of geodesic control of the construction of a railway bridge on Section No. 3 of the channel between Tuzlinsky Spit and Tuzla Island, difficulties arose in bringing the project to life at all stages of the construction of a structure associated with the low density of geodetic center base points located in the aquatic area. Based on the above the geodesic service of the LLC “Bridge Bureau” carried out work on the concentration of the geodetic center at the construction site of the bridge crossing (the working bridge RM-1 - site No. 3), as well as taking into account: Section 4 of the joint venture 126.13330.2017 "Geodetic works in construction", GOST 21780-2006 "System for ensuring the accuracy of geometrical parameters in construction. Calculation of accuracy ", as well as SP 46.13330.2012" Bridges and pipes." An a priori assessment of the accuracy of the measurement results for each of the methods for monitoring the planning and altitude position of the condensation points was made. A combined approach to densification of the geodetic center base is suggested.

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Grimm‐Pitzinger, A., and K. Hanke. "Restrictions in Geodetic Networks." Journal of Surveying Engineering 116, no. 3 (August 1990): 149–54. http://dx.doi.org/10.1061/(asce)0733-9453(1990)116:3(149).

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Murzincev, P. P., А. V. Polianskiy, and L. E. Serdakov. "On optimization of geodetic reference networks of accelerators using laser trackers." Geodesy and Cartography 923, no. 5 (June 20, 2017): 2–6. http://dx.doi.org/10.22389/0016-7126-2017-923-5-2-6.

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The features of laser tracker measurements and their accounting for designing geodetic networks on the accelerator complexes are considered. The key parameters for the optimization of the spatial geodetic network of the accelerator are proposed. The dependence of average mean square errors on the radial and altitudinal directions of orientation of the sighting beam for distances from 1 to 30 meters was defined. The influence of the choice of stations for mounting the laser tracker to determine the parameters of the ellipsoid of errors was studied. The measurements for three variants of geodetic networks in the tunnel with the adopted geometric parameters were simulated. The data of the deviations of the points of the network radius, altitude relative to the project was indicated. The obtained results can be useful both at the design stage of geodetic network accelerator, and at the stage of installation of technological equipment.

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Bonimani, Maria L. S., Vinicius Francisco Rofatto, Marcelo T. Matsuoka, and Ivandro Klein. "Aplicação de Números Aleatórios Artificiais e Método Monte Carlo na Análise de Confiabilidade de Redes Geodésicas." Revista Brasileira de Computação Aplicada 11, no. 2 (June 26, 2019): 74–85. http://dx.doi.org/10.5335/rbca.v11i2.8906.

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A Geodetic Network is a network of point interconnected by direction and/or distance measurements or by using Global Navigation Satellite System receivers. Such networks are essential for the most geodetic engineering projects, such as monitoring the position and deformation of man-made structures (bridges, dams, power plants, tunnels, ports, etc.), to monitor the crustal deformation of the Earth, to implement an urban and rural cadastre, and others. One of the most important criteria that a geodetic network must meet is reliability. In this context, the reliability concerns the network's ability to detect and identify outliers. Here, we apply the Monte Carlo Method (MMC) to investigate the reliability of a geodetic network. The key of the MMC is the random number generator. Results for simulated closed levelling network reveal that identifying an outlier is more difficult than detecting it. In general, considering the simulated network, the relationship between the outlier detection and identification depends on the level of significance of the outlier statistical test.

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Jaworski, Leszek, Anna Swiatek, Ryszard Zdunek, and Janusz Zielinski. "Integration of the ASG-EUPOS Permanent Stations with First Order National Geodetic Networks - Measurements and Results." Artificial Satellites 46, no. 4 (January 1, 2011): 165–74. http://dx.doi.org/10.2478/v10018-012-0008-8.

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Integration of the ASG-EUPOS Permanent Stations with First Order National Geodetic Networks - Measurements and ResultsThe ASG-EUPOS network - the active geodetic network was established in Poland in 2008. The 2010/2011 campaign was the second one managed to integrate the ASG-EUPOS network with the first order national geodetic networks in Poland. As the result the station coordinates were determined in the uniform coordinate frame. The paper describes the measurements carried out for data acquisition as well as the data processing method. The results present analyses of differences between selected variants of solutions and show some problems encountered during the calculation.

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TREVOHO, I., A. DRBAL, E. ILKIV, and M. GALYARNYK. "Research of technical characteristics of wall leveling signs in the context of the ethymology of terms." Modern achievements of geodesic science and industry 41, no. I (April 1, 2021): 55–60. http://dx.doi.org/10.33841/1819-1339-1-41-55-60.

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The aim is to clarify the etymology of the terms “wall leveling mark” and “wall leveling benchmark” in the context of the historical sequence of the appearance of leveling networks in the Ukrainian lands to present the author’s view on these definitions in scientific reference and encyclopedic geodetic literature. To conduct a chronological study of the phenomenon of leveling wall signs of different structures and the corresponding technologies of binding to them in leveling networks, which were created in the Ukrainian lands during the XIX–XXI centuries. Pay attention to the fact that level marks and wall frames, which are valid (working) independent geodetic signs in leveling networks, due to long-term operation are carriers of important geodetic information. Method. To study the results of the analysis of historical sources, standards, reference, encyclopedic and scientific literature in the context of the analysis of the definitions of “level mark” and “wall benchmark” was used analysis of patterns of functioning of the relevant geodetic terminological units. Results. On the territory of Ukraine during the XIX–XXI centuries. Created a leveling (height) network [State Geodetic Network, experimental operation], which operates to this day. The functioning of the leveling (height) network is regulated by legislative acts and regulations. Thanks to the geo-portal of the DGM of Ukraine created by NDIGK, it is possible to obtain information about the preserved level signs. The peculiarity of the leveling (height) network is that it was created by different departments of different countries [Glushkov V.V., 2003] with different height systems and taking into account the access of Ukrainian lands to the Black Sea. All this led to the use of different designs of wall leveling signs and, accordingly, their interpretation, which is not sufficiently reflected in the geodetic reference and regulatory literature. Scientific novelty. The performed comprehensive analysis of information sources can serve as a basis for development of scientific and technical recommendations formonitoring of level signs ofDGMofUkraine and will allow to reveal weaknesses of their functioning which are caused by changes in vital activity of the city environment. The practical value of the work is to solve the problem of distinguishing the production characteristics of the wall leveling mark and wall leveling benchmark, which are fixed leveling signs in geodetic networks of thickening and leveling networks to develop technical developments for inspection and updating points II, leveling networks classes and geodetic networks of thickening in the context of monitoring of geodetic points of DGM of Ukraine and their corresponding representation in the scientific and reference geodetic literature.

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Arokiaraj, Andrew, Sandi Klavžar, Paul Manuel, Elizabeth Thomas, and Antony Xavier. "Strong geodetic problems in networks." Discussiones Mathematicae Graph Theory 40, no. 1 (2020): 307. http://dx.doi.org/10.7151/dmgt.2139.

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Banaś, Marek, Józef Czaja, and Janusz Dąbrowski. "Gauss-Markov model with random parameters to adjust results of surveys of geodetic control networks." Reports on Geodesy and Geoinformatics 111, no. 1 (June 1, 2021): 1–6. http://dx.doi.org/10.2478/rgg-2021-0001.

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Abstract Alignment of an engineering object project in the field is always conducted at the points of the geodetic control network, the coordinates of which are determined on the basis of the results of its elements survey and with connection to the national spatial reference system. The points of the national spatial reference system determined on the basis of previous surveys have specified coordinates with adequate accuracy, which is included in their covariance matrix. The coordinates of the geodetic control network points are determined more accurately than the points of the national spatial reference system and this means that the results of surveys of the geodetic control network have to be adequately incorporated into the coordinates of the reference points. In order to perform this incorporation, it may be assumed that the coordinates of the reference points are random, that is, they have a covariance matrix, which should be used in the process of adjusting the results of the geodetic control network observation. This research paper presents the principles for the estimation of the Gauss-Markov model parameters applied in case of those geodetic control networks in which the coordinates of the reference points have random character. On the basis of the observation equations δ + AX = L for the geodetic control network and using the weighting matrix P and the matrix of conditional covariances (P −1 + AC X A T ) for the observation vector L, the parameter vector X is estimated in the form of the derived formula X ^ = ( C X − 1 + A T PA ) − 1 A T P ⋅ L {\bf{\hat X}} = {\left( {{\bf{C}}_X^{ - 1} + {{\bf{A}}^T}{\bf{PA}}} \right)^{ - 1}}{{\bf{A}}^T}{\bf{P}} \cdot {\bf{L}} . The verification of these estimation principles has been illustrated by the example of a fragment of a levelling geodetic control network consisting of three geodetic control points and two reference points of the national spatial reference system. The novel feature of the proposed solution is the application of covariance matrices of the reference point coordinates to adjust the results of the survey of geodetic control networks and to determine limit standard deviations for the estimated coordinates of geodetic control network points.

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Bielecka, Elzbieta, Krzysztof Pokonieczny, and Sylwia Borkowska. "GIScience Theory Based Assessment of Spatial Disparity of Geodetic Control Points Location." ISPRS International Journal of Geo-Information 9, no. 3 (March 3, 2020): 148. http://dx.doi.org/10.3390/ijgi9030148.

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Geodetic networks provide a spatial reference framework for the positioning of any geographical feature in a common and consistent way. An even spatial distribution of geodetic control points assures good quality for subordinate surveys in mapping, cadaster, engineering activities, and many other land administration-oriented applications. We investigate the spatial pattern of geodetic control points based on GIScience theory, especially Tobler’s Laws in Geography. The study makes contributions in both the research and application fields. By utilizing Average Nearest Neighbor, multi-distance spatial cluster analysis, and cluster and outlier analysis, it introduces the comprehensive methodology for ex post analysis of geodetic control points’ spatial patterns as well as the quantification of geodetic networks’ uniformity to regularly dense and regularly thinned. Moreover, it serves as a methodological resource and reference for the Head Office of Geodesy and Cartography, not only the maintenance, but also the further densification or modernization the geodetic network in Poland. Furthermore, the results give surveyors the ability to quickly assess the availability of geodetic points, as well as identify environmental obstacles that may hamper measurements. The results show that the base geodetic control points are evenly dispersed (one point over 50 sq. km), however they tend to cluster slightly in urbanized areas and forests (1.3 and 1.4 points per sq. km, respectively).

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14

Papo, Haim B., and David Stelzer. "Relative Error Analysis of Geodetic Networks." Journal of Surveying Engineering 111, no. 2 (August 1985): 133–39. http://dx.doi.org/10.1061/(asce)0733-9453(1985)111:2(133).

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15

Radojčić, Steva M. "The concept of geodetic networks reliability." Vojnotehnicki glasnik 58, no. 2 (2010): 179–87. http://dx.doi.org/10.5937/vojtehg1002179r.

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Hekimoglu, S., R. C. Erenoglu, D. U. Sanli, and B. Erdogan. "Detecting Configuration Weaknesses in Geodetic Networks." Survey Review 43, no. 323 (October 2011): 713–30. http://dx.doi.org/10.1179/003962611x13117748892632.

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17

Milbert, Dennis G. "Optimization and Design of Geodetic Networks." Eos, Transactions American Geophysical Union 68, no. 31 (1987): 669. http://dx.doi.org/10.1029/eo068i031p00669-02.

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Vaníček, P., M. R. Craymer, and E. J. Krakiwsky. "Robustness analysis of geodetic horizontal networks." Journal of Geodesy 75, no. 4 (July 1, 2001): 199–209. http://dx.doi.org/10.1007/s001900100162.

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Moritz, Helmut. "Optimization and design of geodetic networks." Earth-Science Reviews 24, no. 2 (April 1987): 147–48. http://dx.doi.org/10.1016/0012-8252(87)90012-2.

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Finin, G., and R. Shevchenko. "Special Geodetic Networks in environmental monitoring." Ecological Sciences 35, no. 2 (2021): 20–24. http://dx.doi.org/10.32846/2306-9716/2021.eco.2-35.3.

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Jasim, Oday, Khalid Hassoon, and Mazin Hussein. "Preparing a comprehensive geodatabase for Iraq geodetic networks systems." MATEC Web of Conferences 162 (2018): 03030. http://dx.doi.org/10.1051/matecconf/201816203030.

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This paper concerns the subject geodetic networks data in Iraq and the need to put them in specialized spatial databases that can be updated and developed, which makes it much easier for those concerned such as scientific researchers ad surveying engineers to access these data and use them in scientific applications and Engineering projects. The practical aspect of this study was divided into three stages, the first stage was limited to the collection of official data related to the main projects of geodetic networks in Iraq, beginning with the first English network 1934, the second English network 1967, the Polish network 1979, the gravitational networks 1963-1984, and ending with the CORS-HARN networks that have been based in their observations and calculations upon the GPS. The second stage consists of sorting the data obtained from the first stage, and then entering the selected data into spatial databases. The third stage includes the reconnaissance, ground survey and verification of data obtained from the second stage. Furthermore, it also showed that all the English networks, the first 1934 and the second 1967, as well as the points of gravity were almost completely extinct and it became difficult to identify any traces of any of its points within this region.

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Rosalen, David Luciano. "Influence of distance, geometry and number of control stations on quality of local geodetic networks for the purpose of georeferencing of rural properties." Engenharia Agrícola 34, no. 2 (April 2014): 311–21. http://dx.doi.org/10.1590/s0100-69162014000200012.

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The implementation of local geodetic networks for georeferencing of rural properties has become a requirement after publication of the Georeferencing Technical Standard by INCRA. According to this standard, the maximum distance of baselines to GNSS L1 receivers is of 20 km. Besides the length of the baseline, the geometry and the number of geodetic control stations are other factors to be considered in the implementation of geodetic networks. Thus, this research aimed to examine the influence of baseline lengths higher than the regulated limit of 20 km, the geometry and the number of control stations on quality of local geodetic networks for georeferencing, and also to demonstrate the importance of using specific tests to evaluate the solution of ambiguities and on the quality of the adjustment. The results indicated that the increasing number of control stations has improved the quality of the network, the geometry has not influenced on the quality and the baseline length has influenced on the quality; however, lengths higher than 20 km has not interrupted the implementation, with GPS L1 receiver, of the local geodetic network for the purpose of georeferencing. Also, the use of different statistical tests, both for the evaluation of the resolution of ambiguities and for the adjustment, have enabled greater clearness in analyzing the results, which allow that unsuitable observations may be eliminated.

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Bryn, M. J., and G. G. Shevshenko. "Designing a geodetic network through the search method based on the use of an undistorted model." Geodesy and Cartography 966, no. 12 (January 20, 2021): 2–10. http://dx.doi.org/10.22389/0016-7126-2020-966-12-2-10.

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General idea of the search method is provided. An information flowchart explaining themethod is presented. Formulas for evaluating the project of a geodetic network using the search method based on the undistorted model are given. The sequence of the mentioned design algorithm based on the undistorted model is developed. A computer program for evaluating the project in Visual Basic was compiled. The design and evaluation of the project of two networks, a triangulation geodetic and the one built according to the free stationing scheme was made. Both networks were constructed using the search method of nonlinear programming based on the undistorted model. The results of the evaluation of the triangulation network project coincided with those performed by the classical parametric method, which confirmed the correctness of the proposed algorithm for designing a geodetic network using the search method. The full weight matrix of coordinates of the defined points was obtained, and the average square error of the position of the weakest point in the network calculated.

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Celms, Armands, Velta Parsova, Ilona Reke, and Janis Akmentins. "Tendencies of development of local geodetic network in Riga city." Baltic Surveying 9 (December 5, 2018): 8–15. http://dx.doi.org/10.22616/j.balticsurveying.2018.013.

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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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Matsuoka, Marcelo Tomio, Vinicius Francisco Rofatto, Ivandro Klein, Maurício Roberto Veronez, Luiz Gonzaga da Silveira, João Batista Silva Neto, and Ana Cristina Ramos Alves. "Control Points Selection Based on Maximum External Reliability for Designing Geodetic Networks." Applied Sciences 10, no. 2 (January 18, 2020): 687. http://dx.doi.org/10.3390/app10020687.

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A set of stable and identifiable points—known as control points—are interconnected by direction, distance or height differences measurements form a geodetic network. Geodetic networks are used in various branches of modern science, such as monitoring the man-made structures, analysing the crustal deformation of the Earth, establishing and maintaining a geospatial reference frame, mapping, civil engineering projects and others. One of the most crucial components for ensuring the network quality is Geodetic Network Design. The design of a geodetic network depends on its purpose. In this paper, an automatic procedure for selection of control points is proposed. The goal is to find the optimum control points location so that the maximum influence of an anomaly measurement (outlier) on the coordinates of the network is minimum. Here, the concept of Minimal Detectable Bias defines the size of the outlier and its propagation on the network coordinates is used to describe the external reliability. The proposed procedure was applied to design a levelling network. Two scenarios were investigated: design of a network with one control point (minimally constrained levelling network) and another with two control points (over-constrained levelling network). The centre of the network was the optimum position to set the control point. Results for that network reveal that the centre of the network was the optimum position to set the control point for the minimal constraint case, whereas the over-constraint case were those with less line connections. We highlight that the procedure is a generally applicable method.

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Chirila, Constantin, and Raluca Maria Mihalache. "GEODETIC NETWORKS DEVELOPMENT IN IASI CITY AND COORDINATES TRANSFORMATION IN LOCAL GEODETIC DATUM." Environmental Engineering and Management Journal 12, no. 4 (2013): 637–43. http://dx.doi.org/10.30638/eemj.2013.077.

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Soler, Tomás, Gabriel Álvarez-García, Antonio Hernández-Navarro, and Richard H. Foote. "GPS High Accuracy Geodetic Networks in Mexico." Journal of Surveying Engineering 122, no. 2 (May 1996): 80–94. http://dx.doi.org/10.1061/(asce)0733-9453(1996)122:2(80).

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Ćmielewski, Kazimierz, Janusz Kuchmister, Piotr Gołuch, Izabela Wilczyńska, and Krzysztof Kowalski. "Determination Of Horizontal Geodetic Control Networks For Engineering Objects Using Optoelectronic Techniques." Reports on Geodesy and Geoinformatics 98, no. 1 (July 1, 2015): 39–51. http://dx.doi.org/10.2478/rgg-2015-0004.

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AbstractThe correctness of the geodetic service of an engineering object not seldom requires designing, alignment or renewing of geodetic situational control points. Building robots often cause that fixed situational control points are partly or completely inaccessible. For setting the position of these control points, there is worked out the methodology using the optoelectronic method. The prepared set of tools realizes the method’s assumptions and enables to determine the sides and control points based on the set of laser planes. In this article there is presented the innovative set of geodetic equipment for fixing horizontal control points. The presented set has been experimentally tested under laboratory conditions taking its functionality, operation range and applied accuracy into account. The measurement accuracy of the set of tools, resulting from identification of the energetic centres of laser planes’ edges, visualizing the sides of geodetic control networks, is within the range of ±0.02mm - ±0.05mm. There were also discussed exemplary versions of shapes and structures of horizontal geodetic control networks (regular and irregular), which are possible to be fixed with the use of the constructed set of tools.

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Głowacki, Tadeusz. "Accuracy analysis of satellite measurements of the measurement geodetic control network on the southern Spitsbergen." E3S Web of Conferences 71 (2018): 00020. http://dx.doi.org/10.1051/e3sconf/20187100020.

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Geodetic networks are very important in analyses of long-term monitoring deformation of natural objects in polar regions. The ground stability of geodetic reference points can give the quality of the results of geometry measures. Well measures give the purpose to environmental protection of measured natural objects (moraines, talus slopes, debris etc.). The main objective of this paper is to compare the adjustment of the geodetic network by the Least Square Method based on one (ASTRO) or two (ASTRO and NYA1) reference points with full rank and robust adjustment. The main adjustment steps with important numerical results are presented for both methods. The method how to detect the presence of the used wrong approximate coordinates of network points is addressed, and the detection approaches are given for both adjustment procedures. The results of both adjustment procedures summarized in the Conclusion indicate that the combination of these procedures is not suitable way of detecting errors in a geodetic network.

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Krzyżek, Robert. "Verification of applicability of the Trimble RTX satellite technology with xFill function in establishing surveying control networks." Geodesy and Cartography 62, no. 2 (December 1, 2013): 217–33. http://dx.doi.org/10.2478/geocart-2013-0014.

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Abstract The paper presents the results of real time measurements of test geodetic control network points using the RTK GPS and RTX Extended technologies. The Trimble RTX technology uses the xFill function, which enables real measurements without the need for constant connection with the ASG EUPOS system reference stations network. Comparative analyses of the results of measurements using the methods were performed and they were compared with the test control network data assumed to be error-free. Although the Trimble RTX technology is an innovative measurement method which is rarely used now, the possibilities it provides in surveying works, including building geodetic control networks, are satisfactory and it will certainly contribute to improving the organisation of surveying works.

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Bovshin, N. A. "On the accuracy estimation of geodetic networks of densification." Geodesy and Cartography 920, no. 2 (March 20, 2017): 2–9. http://dx.doi.org/10.22389/0016-7126-2017-920-2-2-9.

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A behaviour and properties of an accuracy of differential positions of points in continuously operated geodetic networks were investigated. For this purpose mathematical modeling and real GNSS-data processing methods were used. As investigation results these properties were revealed. Appropriate features of measurement data processing were explained for the better accuracy characteristics of differential positions of points, and a «proper reference frame» as a suitable tool for its usage was defined. Possibilities of its usage in various geodetic jobs were shown, such as

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Nikonov, A. V. "The outstanding Soviet surveyor, Konstantin Leontyevich Provorov (to the 110 anniversary from the birthday)." Geodesy and Cartography 951, no. 9 (October 20, 2019): 55–64. http://dx.doi.org/10.22389/0016-7126-2019-951-9-55-64.

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The author describes the life of Konstantin Leontyevich Provorov (1909–1992), an outstanding Soviet scientist, teacher and production worker, who made a significant contribution to the geodetic works carried out in Siberia and training highly qualified personnel for the industry. Being the chief engineer of Novosibirsk aerial survey enterprise, the largest one in the country (1944–1953), K. L. Provorov carried out technical management of constructing the astronomic-and-geodetic network, laying out vast leveling networks, and after the thesis protection concerning to constructing continuous networks of triangulation, started working in NIIGAiK which he soon headed. The years of his management the institution (1956–1970) were a period of its active development

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Abou Halima, Hisham, and Abo El Hassan F. Rahil. "APPLICATION OF SIMILARITY TRANSFORMATIONS IN GEODETIC MONITORING NETWORKS." ERJ. Engineering Research Journal 24, no. 4 (October 1, 2001): 97–113. http://dx.doi.org/10.21608/erjm.2001.71135.

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Hekimoglu, Serif, Bahattin Erdogan, Metin Soycan, and Utkan Mustafa Durdag. "Univariate Approach for Detecting Outliers in Geodetic Networks." Journal of Surveying Engineering 140, no. 2 (May 2014): 04014006. http://dx.doi.org/10.1061/(asce)su.1943-5428.0000123.

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Craymer, M. R., and P. Vaničěk. "Corrections to `Robustness analysis of geodetic horizontal networks'." Journal of Geodesy 76, no. 8 (November 1, 2002): 476. http://dx.doi.org/10.1007/s00190-002-0269-2.

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Yilmaz, Mustafa. "Artificial Neural Networks pruning approach for geodetic velocity field determination." Boletim de Ciências Geodésicas 19, no. 4 (December 2013): 558–73. http://dx.doi.org/10.1590/s1982-21702013000400003.

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There has been a need for geodetic network densification since the early days of traditional surveying. In order to densify geodetic networks in a way that will produce the most effective reference frame improvements, the crustal velocity field must be modelled. Artificial Neural Networks (ANNs) are widely used as function approximators in diverse fields of geoinformatics including velocity field determination. Deciding the number of hidden neurons required for the implementation of an arbitrary function is one of the major problems of ANN that still deserves further exploration. Generally, the number of hidden neurons is decided on the basis of experience. This paper attempts to quantify the significance of pruning away hidden neurons in ANN architecture for velocity field determination. An initial back propagation artificial neural network (BPANN) with 30 hidden neurons is educated by training data and resultant BPANN is applied on test and validation data. The number of hidden neurons is subsequently decreased, in pairs from 30 to 2, to achieve the best predicting model. These pruned BPANNs are retrained and applied on the test and validation data. Some existing methods for selecting the number of hidden neurons are also used. The results are evaluated in terms of the root mean square error (RMSE) over a study area for optimizing the number of hidden neurons in estimating densification point velocity by BPANN.

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Sathiakumar, Sharadha, Sylvain Denis Barbot, and Piyush Agram. "Extending Resolution of Fault Slip With Geodetic Networks Through Optimal Network Design." Journal of Geophysical Research: Solid Earth 122, no. 12 (December 2017): 10,538–10,558. http://dx.doi.org/10.1002/2017jb014326.

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Shirazian, Masoud, Mohammad Bagherbandi, and Hamed Karimi. "Network-Aided Reduction of Slope Distances in Small-Scale Geodetic Control Networks." Journal of Surveying Engineering 147, no. 4 (November 2021): 04021024. http://dx.doi.org/10.1061/(asce)su.1943-5428.0000375.

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Craymer, M. R., P. Vaníček, and A. Tarvydas. "Netan — a computer program for the interactive analysis of geodetic networks." CISM journal 43, no. 1 (April 1989): 25–37. http://dx.doi.org/10.1139/geomat-1989-0003.

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A network analysis program package using interactive graphics has been developed. It has the capability of operating in one of three modes: variance-covariance analysis, geometrical strength analysis and strain analysis. Transfer from one mode to another is possible. The program produces graphical displays of various strength characteristics, strain parameters as well as the usual confidence ellipses and ellipsoids. Strain analysis is used to quantify network deformation in response to: changes in observation values and their weights, changes in position and position difference values and their weights, addition/deletion of observations and network densification. Geometrical strength of a network is portrayed by a series of plots showing the different attributes of strength. Both two- and three-dimensional networks using different types of observations can be accommodated. The expressions used to sequentialize the analyses are also described.

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Afonin, Konstantin F., Samat M. Kinzhiguzhinov, and Andrey S. Drozd. "ANALYSIS OF THE STATE GEODETIC NETWORK OF THE REPUBLIC OF KAZAKHSTAN TAKING INTO ACCOUNT THE DEVELOPMENT TRENDS." Vestnik SSUGT (Siberian State University of Geosystems and Technologies) 26, no. 1 (2021): 6–15. http://dx.doi.org/10.33764/2411-1759-2021-26-1-6-15.

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Coordination support of the territories is impossible without the creation of state geodesic net-works. The purpose of the publication is to analyze the prospects for the development of the state ge-odesic network in the Republic of Kazakhstan using GNSS technologies. Perspective analysis cannot be imagined without a historical retrospective on the subject. Therefore, the authors, firstly, analyzed the survey results of the astronomical and geodesic networks points and geodesic networks of conden-sation, created during the Soviet era on the territory of the Republic of Kazakhstan. More than 40,000 items were surveyed, representing more than 77 per cent of the total. The number of lost points did not exceed 9.5 % of the number of examined items. Secondly, the existing modern satellite geodesic net-works of permanent reference stations created by private firms are listed. The schemes of these net-works, the number of points are given. However, such networks are not free from a number of short-comings that are due to their departmental affiliation. The existing regulatory and technical documents on network construction have been analyzed. As a result of the completed studies, proposals have been made to create a new state geodesic network of the Republic of Kazakhstan. Such a network should consist of networks of three levels: FICS, HCV, SGS-1. The authors show the need to establish permanent FICS and HCV points.

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Tuno, Nedim, Admir Mulahusić, and Jusuf Topoljak. "Influence of the Datum Definition on the Accuracy of Horizontal Geodetic Control Networks for Engineering Objects." Journal of Civil Engineering and Construction 8, no. 3 (August 15, 2019): 99–106. http://dx.doi.org/10.32732/jcec.2019.8.3.99.

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For the construction of various civil engineering structures, particular care should be taken in the perspective of geodetic control. Therefore, the design and implementation of the geodetic network deserves special attention. This paper is focused on various aspects of datum definitions for tested micro-triangulation network. It was shown that the geometrical distribution of datum points in a minimally constrained solution has a great impact on the accuracy of the geodetic network. Estimates of the accuracies of individual station y-x coordinates, error circles and error ellipses, obtained by free adjustment, where the datum selection was independent of errors in fixed coordinates, revealed much better quality of control points.

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Visirov, Yu V. "Creation of linear-angular constructions in a closed area using satellite geodetic equipment." Geodesy and Cartography 960, no. 6 (July 20, 2020): 13–19. http://dx.doi.org/10.22389/0016-7126-2020-960-6-13-19.

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Invisibility between points can occur due to dense building location, terrain irregularities, intensive construction, and under polar night conditions. Forest thickets (the distance between the trunks up to 5 m, the closeness of the crowns start at 0,5 m) and undergrowth require cutting and clearing glades; terrain elevations, dense building setting, traffic flows and construction machines complicate the development of geodetic reference networks, the implementation of detailed surveys and construction layout. In the absence of visibility when the sides of the geodetic network make 200–500 m, it is recommended that two or more GPS receivers should work simultaneously under the same weather conditions, which compensates for errors at receiving radio signals, except for multipath and noise. With synchronous operation of the receivers, accurate coordinates and orientations for the upcoming electronic geodetic surveys are at mutually visible neighboring points obtained even without post-processing. Simultaneous GPS measurements enable finding the distance between them and horizontal angles in a closed area over the nearest points of the base and moving antennas in the building network for geodetic planning justification of detailed surveys and construction layout.

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Ndirangu, David Maina, Benson Kipkemboi Kenduiywo, and Edward Hunja Waithaka. "A WEB-BASED GIS PORTAL FOR SIMULATING GEODETIC CONTROL NETWORKS IN REPUBLIC OF KENYA." Geodesy and cartography 46, no. 4 (December 22, 2020): 170–81. http://dx.doi.org/10.3846/gac.2020.11211.

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Geodetic networks development begun in Kenya and Africa as a whole at the dawn of 20th century. Consequently, enormous geodetic data has been realized. In Kenya, the data was recorded in form of paper trigonometric cards, paper topographic maps, and paper cadastral map sheets and centrally archived in the ministry of lands and physical planning headquarters in Nairobi. This was to assist locate and visualize suitable survey of Kenya geodetic pillar of interest to user. However, the user still has to commute to the headquarters in order to physically acquire coordinate information of any pillar in the country. This circumstance has fabricated a framework that has triggered accumulation of millions of paper records. The effectiveness and efficiency of serving the users is greatly undermined by the manual process. Therefore, an alternative solution is necessary to alleviate dependence on an outdated manual process. As a result, this study sought to fill this gap by designing a web geoportal for management of geodetic control networks and user access which incorporates making of payments of coordinates in different systems remotely. The geoportal comprises of an integration of a database management system, a server configuration and a website with an automated data access through a payment gateway. Java scripts and python programming languages were used. The final platform has the following capabilities: spatial visualization, co-ordinates system conversion, online payment, and request and access of data remotely. We foresee that the system will aid the ministry of lands and physical planning to disseminate geodetic information to users efficiently and effectively while tracking revenue payments.

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Yetkin, Mevlut, Mustafa Berber, and Cevat Inal. "Robustness analysis of geodetic networks in the case of correlated observations." Boletim de Ciências Geodésicas 19, no. 3 (September 2013): 434–51. http://dx.doi.org/10.1590/s1982-21702013000300006.

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GPS (or GNSS) networks are invaluable tools for monitoring natural hazards such as earthquakes. However, blunders in GPS observations may be mistakenly interpreted as deformation. Therefore, robust networks are needed in deformation monitoring using GPS networks. Robustness analysis is a natural merger of reliability and strain and defined as the ability to resist deformations caused by the maximum undetecle errors as determined from internal reliability analysis. However, to obtain rigorously correct results; the correlations among the observations must be considered while computing maximum undetectable errors. Therefore, we propose to use the normalized reliability numbers instead of redundancy numbers (Baarda's approach) in robustness analysis of a GPS network. A simple mathematical relation showing the ratio between uncorrelated and correlated cases for maximum undetectable error is derived. The same ratio is also valid for the displacements. Numerical results show that if correlations among observations are ignored, dramatically different displacements can be obtained depending on the size of multiple correlation coefficients. Furthermore, when normalized reliability numbers are small, displacements get large, i.e., observations with low reliability numbers cause bigger displacements compared to observations with high reliability numbers.

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Abudayah, Mohammad, Omar Alomari, and Hassan Ezeh. "Geodetic Number of Powers of Cycles." Symmetry 10, no. 11 (November 4, 2018): 592. http://dx.doi.org/10.3390/sym10110592.

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The geodetic number of a graph is an important graph invariant. In 2002, Atici showed the geodetic set determination of a graph is an NP-Complete problem. In this paper, we compute the geodetic set and geodetic number of an important class of graphs called the k-th power of a cycle. This class of graphs has various applications in Computer Networks design and Distributed computing. The k-th power of a cycle is the graph that has the same set of vertices as the cycle and two different vertices in the k-th power of this cycle are adjacent if the distance between them is at most k.

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Tereshchenko, Vyacheslav E. "QUALITY ANALYSIS OF GNSS OBSERVATIONS OF REFERENCE STATIONS NETWORK WITH THE TEQC UTILITY." Vestnik SSUGT (Siberian State University of Geosystems and Technologies) 25, no. 3 (2020): 72–88. http://dx.doi.org/10.33764/2411-1759-2020-25-3-72-88.

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The measurements of Global Navigation Satellite System (GNSS) obtained from different reference stations: Novosibirsk Region reference stations network, Russian state reference stations network ‒ Fundamental Astronomical and Geodetic Networks (FAGN) and stations of International GNSS service (IGS) are checked and analyzed. The relevance of the usage of regional (commercial or industrial) reference stations in state foundation geodetic framework for formation of a unified system of coordinate-time and navigation support is shown. The article describes quality analysis results of the GNSS measurements by the main criteria: number of rejected measurements, ionospheric delay, multipath effect, signal-to-noise ratio, receiver clock slips. The main errors affecting satellite measurements are estimated. The conclusions about the possibility of including the Novosibirsk Region reference stations network into one of the levels of the state foundation geodetic framework are drawn. The comparison of quality of the GNSS measurements showed that according to all criteria of quality the GNSS measurements of the Novosibirsk Region reference stations network are not worse than GNSS measurements of FAGN. According to all criteria the GNSS measurements of the Novosibirsk Region reference stations network approximately corresponds to GNSS measurements of IGS stations, except the signal-to-noise ratio criterion.

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Levinskaitė, Daiva. "IDENTIFICATION OF THE SPATIAL POSITION OF PERMANENT GPS STATIONS IN THE BALTIC REGION." Aviation 16, no. 2 (June 29, 2012): 38–41. http://dx.doi.org/10.3846/16487788.2012.701869.

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Since the last decade of the 20th century, data on repeated measurements from the Global Positioning System (hereinafter referred to as GPS) have been commonly used globally to investigate the motion of the Earth's crust. With the use of data on repeated measurements in GPS networks (coordinates of GPS network stations, lengths of spans between the GPS stations or other changes of elements), it is possible to detect horizontal motions of the Earth crust that take place in the period between repeated measurements. The most elementary way of detecting the motions of the Earth's crust is a comparison of the coordinates of identical stations of geodetic networks found on geodetic measurements carried out at different moments. The object of this research is the identification of the spatial position of permanent GPS stations, i.e. changes in spatial coordinates within a certain period.

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Bovshin, N. A. "On the accuracy estimation of continuously operated geodetic networks." Geodesy and Cartography 911, no. 5 (June 20, 2016): 2–6. http://dx.doi.org/10.22389/0016-7126-2016-911-5-2-6.

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Bovshin, N. A. "On the accuracy estimation of continuously operated geodetic networks." Geodesy and Cartography 912, no. 6 (July 20, 2016): 2–7. http://dx.doi.org/10.22389/0016-7126-2016-912-6-2-7.

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Bovshin, N. A. "On the accuracy estimation of continuously operated geodetic networks." Geodesy and Cartography 913, no. 7 (August 20, 2016): 2–7. http://dx.doi.org/10.22389/0016-7126-2016-913-7-2-7.

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Journal articles on the topic 'Geodetic networks'

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