To ensure geodynamic safety within the scope of their license areas, surveying services of the oil and gas complex create geodynamic polygons. When using GNSS technologies as a method of geody-namic monitoring, the question arises of choosing a coordination technology for a new point inserted into the reference geodetic network. According to a number of regulatory documents, in the develop-ment of satellite geodetic networks, only the "network" method should be used, while the "radiant" method is considered unacceptable. The use of the "network" method, as the main one in the organiza-tion of GNSS measurements at geodynamic polygons, leads to an increase in the observation time, which is obviously less in the "radiant" method. The authors, using its own Excel-program as a compu-ting tool, they show that the accuracy of the "radiant" and "network" methods is identical. Theoretical-ly, the points of the reference geodetic network of the geodetic construction under study are consid-ered as mathematical constants whose values are not subject to LS-optimization. As an experiment, GNSS measurements were used to bind the new Langepas point, which is part of the network of the regional geodynamic polygon of LLC LUKOIL-Western Siberia, to six reference points of the state geodetic network. Processing of observational materials was implemented using the algorithm of the synthesized version of the parametric method (SVPM) of LS-optimization of geospatial data, taking into account the errors of the coordinates of reference points. The coordinates of the defined point and their average quadratic errors turned out to be, of course, identical in both solutions: "radiant" and "network". This testifies in favor of the theoretically justified use of the "radiant” method, as less labo-rious in terms of the volume of field work. Additionally, within the framework of the same SVPS al-gorithm, the GNSS measurements on the specified object were treated as a "free" network. In the latter case, the average quadratic errors ofthecoordinates of the new inserted item sharply decreased. Pro-cessing of the same data on the synthesized variant of the correlate method with additional parameters (SVCMAP) again confirmed the results of the "radiation" method.

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The issue of processing GNSS measurements performed to add a new item into a "hard" network is discussed. Two variants of this add: «beam» and «network» are compared. A fragment of the satellite network, which includes five "hard" points of the main network and one defined, acted as the object on which the computational experiment was carried out, testing the theory of this question. The processing of observational materials is implemented in to Excel electronic computational table using an algorithm synthesized version of the parametric version of LS-optimization of spatial data. The «insert» coordinates obtained as a result of this processing and their average square errors were identical for both variants, which is what follows from the theory of LS-optimization of measurement results taking into account of the errors of the coordinates of «hard» points.

The article highlights the issues of creating with the necessary accuracy a planned control on the industrial site of the engineering structures under construction using satellite technologies and total stations. Depending on the design features of the engineering structures under construction, as well as the technological scheme for the installation of building constructions and industrial equipment, various schemes for creating such control are considered, based on the application of the inverse linear-angular notch. Errors in the source data are one of the main errors that affect the accuracy of geodetic constructions, including the solution of the inverse linear-angular notch. When creating a geodetic network in several stages, the errors of the initial data of the first stage affect the values of the root-mean-square errors (RMS) of determining the position of the second stage points, the errors of which affect the value of the RMS of the position of the third stage points, etc. The reason for their occurrence is the errors of geodetic measurements that occur at each stage of control creating, as well as the stability violation of the points during the production of excavation, construction and installation works. When determining the coordinates of a separate project point at the stage of its removal in-situ by a total station, the entire network is not equalized in the vast majority of cases, and the coordinates of the starting points to which the total station is oriented are considered error-free. As a result, the RMS determination of the points coordinates of the control network or the removal of the design points of the elements of building structures and equipment will also be considered satisfying the requirements, i.e. the measurement accuracy will be artificially overestimated and will not correspond to the actual one obtained. This is due to the fact that the accumulation of errors in the initial data is not taken into account when the number of steps (stages) of control creating increases. The purpose of this work is to analyze the influence of measurement errors and initial data when creating a geodetic control on an industrial site by several stages of its construction based on inverse linear-angular notches and a priori estimation of the accuracy of the determined points position.