Cadastral measurements of land parcels are conducted under the guidance of territory planning documents designed by resolutions of the Government of the Republic of Lithuania which in turn regulate the collection of real property cadastral data. However, not always boundaries of the measured land parcels correspond to the documents of territory planning and factual consumption of land. This problem becomes obvious when measuring agricultural land which is most frequently formed in land management schemes during the land reform. The aim of the research is to analyze the correspondence of land parcels after cadastral measurements to the documents of territory planning, identifying discrepancies between line lengths and areas of land parcels. Having investigated the correspondence of agricultural parcels to territory planning documents on the basis of the line lengths designed, it was found that higher line lengths occurred after conducting cadastral measurements. Having identified discrepancies between the areas of agricultural parcels and territory planning documents, one can make an assumption that significant differences could be noticed which manifest inadequacy existing in territory planning documents.

The article presents the research study of the current state and condition of the geodetic base (polygonometric) network for Kaunas city and region as well as the aspects of its compiling. The geodetic base compiled in the post-war years is considered to be of high quality and is used nowadays. The still existing polygonometric network is seldom studied and thus it remains little known. For the purpose of defining the current state of the geodetic base networks, the search for the points in Karmėlava neighbourhood of Kaunas region has been provided. From the total number of 22 points to be searched, five (i.e. 22 percentage) were determined, but only four points (i.e.18 percentage) were appropriate for measurements. The majority of the points has been destroyed during the construction of the residential buildings or roads, or after the reconstruction works. The measurements have been taken by Trimble R6, by RTK method, 10 times for each point. The most reliable value of the measured geodetic points X and Y were defined as well as the errors of the mean square for one measurement and of the average. The results of the survey (100 respondents) showed that the majority of the professionals apply the points of the polygonometric network when making measurements. However, the problems related to a rather rear usage of the network and the aggravated search of the polygonometric points were encountered. A significant part of the professionals suggested the restoration of the polygonometric network.

Along with the development of the technological possibilities, the Global Positioning Satellite System (GNSS) is increasingly used in geodetic measurements. Using GNSS, measurements are performed in horizontal plane as well as for point elevation determination. The aim of the article is to demonstrate that the GNSS measurements’ static mode has a high accuracy. To achieve the aim the following objectives were set: 1) to perform global positioning measurements in Class I national leveling network, 2) to calculate the elevation above the sea level, 3) to evaluate the accuracy of performed GNSS measurements. The following research methods were used: static measurement method and analytical method for comparison of the obtained data.

The purpose of the article is to present a combined approach that connects several methods and algorithms to increase the effectiveness of the geodetic network measurement structure for determining horizontal and vertical displacements of engineering objects. Determining the deformation of commercial objects and objects of practical value allows to assess their technical condition. In case of critical changes at such objects, appropriate planning of protection, reconstruction and modernization works is also provided and the negative impact of the environment and weather conditions is indicated. Regardless of the methods used, the measurement of movements and deformations of structures is always preceded by an analysis of the prevailing conditions, as well as a network of geodetic measurement determination and control. These analyses are carried out taking into account manufacturability, economy, and safe use of objects, human safety and environmental protection. The target function was defined, which in this case was chosen as the entropy of the geodesic observation network through the measurement of the parameters vector with true values. Analysing the structure of the control and measurement network and improving its efficiency by the number of necessary observations becomes important for determining reliable changes occurring at the object and the ability to conduct the necessary measurements in the shortest possible time. At the same time, the improved network structure should ensure the redundancy of observations made to match the geodetic network with the modified methods. The optimal number of observations in the geodetic network depended on the observation structure informativeness. During the research, it was noticed that the use of a combined approach will allow selecting only those observations that are the most informative. This will reduce the measurement time without reducing the accuracy of the received movements. The obtained results of the numerical analysis showed the performance of the offered solution for increasing the efficiency of the geodetic network structure formation. It also allows faster and more economical performance of engineering structures geodetic measurements.

The article generalizes theoretical and practical addition to the components of mathematical processing of geodetic measurements, which are the basis and used to support work in land management and cadastre. The research identifies general components of mathematical processing of geodetic measurements and components which are primarily used in the field of land management and cadastre. Completed investigation of the theoretical and practical foundations of these components and developed theoretical and practical additions improve the results of mathematical processing of geodetic measurements.

This article analyses the issue of the inadequacy between the results of preliminary measurements performed during the land reform and results of cadastral measurements. The aim of the research is to analyse the change of areas of land parcels of Sakiai district, the mistakes which were made during the measurements and their causes, as well as to make the comparison between preliminary and cadastral measurements. The research methods are as follows: the review and analysis of scientific literature, the analysis of statistical data, the comparative analysis and the method of graphical modelling. The total area of analysed land parcels is 282718 m2. During the research, while comparing the preliminary data and the data of the measurements of land parcels obtained while performing cadastral measurements, it was established that an average increase of areas of land parcels is 0.0223 ha, decrease is 0.0034 ha, the total perimeter of all land parcels decreased by 24.9 m, the total area of arable land in land parcels increased by 0.1390 ha due to the increase of areas of land parcels, new mapped lands: tree and shrub plantations, grasslands, gardens. The average shift of turning points of land parcel boundaries in the locality after the performed cadastral measurements is 2.64 m. What is more, by applying some formulae, the accuracy of calculation of areas of land parcels was determined. It turned out that land parcels, which cover 96% of the area of the analysed land parcels, changed to the maximum permissible error of areas, and 4% exceeded the maximum permissible error. According to the data presented by the National Land Service it was established that 15% of the submitted cadastral files are not accepted. The most common causes are an inadequacy of land parcel boundaries to the documents of the planning of territories or the land holding projects (44%), mistakes in the preparation of files of cadastral data of land parcel, in the completing (23%), in the preparation of the land parcel plan (21%), and while filling in the form of land parcel cadastral data (13%).

This article is concerned with the problem of establishing process equipment deformation regularities, in particular, gas engine compressors at the compressor station of underground gas storage facility in Bohorodchany due to ground topographic surface vertical movements caused by gas flooding into and extraction from the reservoir bed in different seasons. Values of longitudinal and lateral pitches of gas-engine-compressor units’ foundation plates were determined using the results of topographic surface vertical movements monitoring. This provides an opportunity to predict adverse processes in gas engine compressors operation. On the other hand, this monitoring facilitates resolution of land resources sustainable and efficient use issues at underground gas storage territories.

In order to evaluate the accuracy of the local geodetic network of Jurmala City, in research, comparison of fortyseven 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. 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.

Railway tracks require more thorough maintenance and analysis than regular roads for cars. Defects are here noticed and recorded by using special equipment. Construction of railway roads and their exploitation requires optimal accuracy and monitoring of surveying. It is related to maximum allowed speed of trains, the environment, transport and human safety. In order to highlight complex problems of railway road exploitation, the evaluation of railway roads was conducted. Problem areas of railway maintenance were identified. Their monitoring needs to be improved by applying geodetic devices for surveying. Comparing analogous surveying conducted using EM140 machine with that of geodetic equipment, one can see the advantage of geodetic surveying. Technical gaps in the surveying process, data storage and procession were evaluated as well. It was discovered that maintenance and monitoring works should be pursued more frequently using high accuracy geodetic equipment.

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.