Pomiary geodezyjne mają na celu monitorowanie zachowania obiektów i zapobieganie różnym stopniom ich niefunkcjonalności lubzniszczeniu. Mierząc przemieszczenia pionowe, monitoruje się stabilność wysokości budynku monolitycznego w odniesieniu do poprzednichetapów pomiaru. Pomiary przeprowadzono przy użyciu niwelatora cyfrowego Leica DNA03 oraz pasków kodowych invarGPCL2 o długości 2 m. Punkty obiektu stabilizowano głównie w konstrukcji nośnej budynku, lecz w miejscach problematycznychkonieczna była także stabilizacja w stropie. Punkty obiektowe w suficie mierzono za pomocą specjalnego metalowego uchwytu dozawieszania łat poziomujących. Po wstępn+D2ej weryfikacji zmierzonych wysokości i tego, czy spełniają one kryteria dokładności, następujeobróbka, po której następuje zastosowanie modelu Gaussa-Markowa opartego na metodzie poprawek najmniejszych kwadratów.Oszacowania nieznanych parametrów z pomiarów etapowych posłużyły do obliczenia różnic wysokości obserwowanych punktów,które charakteryzują zachowanie obiektu monolitycznego. Znaczące zmiany wysokości wykryto na podstawie dokładności szacowanychwysokości, określając, czy reprezentują one znaczne spadki, czy po prostu kumulację błędów pomiarowych. Zmiany wysokościpunktów obiektu zwizualizowano graficznie w 1D jako szeregi czasowe spadku oraz w 2D jako izolinie przemieszczeń pionowych napodstawie planu piętra monolitycznego budynku.

Mapping the terrain and the Earth’s surface can be performed through non-contact methoYes, that is correct.ds such as laser scanning. This is one of the most dynamic and effective data collection methods. This case study aims to analyze the usability of spatial data from available sources and to choose the appropriate solutions and procedures for processing the point cloud of the area of interest obtained from available web applications. The processing of the point cloud obtained by airborne laser scanning results in digital terrain models created in selected software. The study also included modeling of different types of residential development, and the results were evaluated. Different data sources may have compatibility issues, which means that the position of the same object from different spatial data databases may not be identical. To address this, deviations of the corresponding points were determined from various data sources such as Real Estate Cadaster, ZBGIS Buildings, LiDAR point cloud, orthophoto mosaic, and geodetic measurements. These deviations were analyzed according to their size and orientation, with the average deviations ranging from 0.22 to 0.34 m and standard deviations from 0.11 to 0.20 m. The Real Estate Cadaster was used as the correct basis for comparison. The area of the building was also compared, with the slightest difference being present between the Real Estate Cadaster and geodetic measurement. The difference was zero after rounding the area to whole numbers. The maximum area difference was +5 m2 for ZBGIS Buildings.

Geodetic measurements aim to monitor the behaviour of objects and prevent various degrees of non-functionality or destruction. By measuring vertical movements, the height stability of the monolithic building is monitored concerning the previous stages of measurement. The measurements were carried out using a digital levelling instrument, the Leica DNA03 and invar code bars GPCL2 with a length of 2 m. The object points were mainly stabilized in the supporting structure of the building, but stabilization in the ceiling was also necessary in problematic areas. Object points in the ceiling were measured using a special metal hanging holder for levelling rods. After the initial verification of the measured elevations, and whether they meet the accuracy criteria, processing followed by the application of the Gauss-Markov model based on the method of least squares corrections. The estimates of the unknown parameters from the stage measurements were used to calculate the height differences of the observed points, which characterize the behaviour of the monolithic object. Significant height changes were detected based on the accuracy of the estimated heights, determining whether they represented significant drops or just an accumulation of measurement errors. The height changes of the object points were graphically visualized in 1D as time series of decline and in 2D as isolines of vertical displacements based on the floor plan of the monolithic building.

The content of this paper is dedicated to the analysis of the flat planarity offorklift stacker’s track and cross sections of lanes between racks in a warehouse. Theseresults will serve as a basis for a possible reconstruction of the track and racks and shallcontribute to the overall reduction of costs related to an unexpected bad technical condition.The contribution aims to assess the geometric parameters of warehouse racks at the selectedcompany operation in terms of their suitability for further use. The choice of the selectedtopic represents a relevant issue, which can be possibly encountered in daily practice re-lated to the storage and transport processes of products. The measurements and processingof longitudinal profiles and cross-sections were made in the local coordinate and local ver-tical system. Points on the lower, middle and upper level of racks were measured for goodand correct interpretation of results. Testing the measured positional change of poles is onthe end of this paper. The immediate readiness of interest groups of subjects for adoptingnecessary actions to ensure the stability and safe operation of the whole network of lanes ofthe warehouse spaces is the expected contribution of the presented results.

Slope deformations, i.e., all types of landslides of rock masses (flow, creep, fall down, etc.), caused by gravitational forces, are the most widespread implementation of geological hazards and a negative geomorphological phenomenon that threatens the security of the population, destroy all utility values of the affected regions, negatively affects the environment, and cause considerable economic damage. Nowadays, the Global Navigation Satellite Systems (GNSS) provide accurate data for precise observations around the world due to the growing number of satellites from multiple operators, as well as more powerful and advanced technologies and the implementation of mathematical and physical models more accurately describing systematic errors that degrade GNSS observations such as ionospheric, tropospheric, and relativistic effects or multipath. The correct combination of measurement methods provides even more precise, i.e., better measurement results or estimates of unknown parameters. The combination of measurement procedures and their significant evaluations represent the essential attribute of deformation monitoring of landslides concerning the protection of the environment and the population’s safety in the interest areas for the sustainable development of human society. This article presents the establishment and use of a local geodetic network in particular local space for various needs. Depending upon the specific conditions, it is possible to use GNSS technology to obtain accurate observations and achieve the results applicable to the deformation survey for subsequent processing of the adjustment procedure.

All surveying measurements take place in an environment which affects the results obtained through its physical properties. Many of these effects are reflected in the results as random or systematic errors, which reduce the measured variable’s precision. Tripod instability during measurements can be observed due to deflection of the surveying instrument’s level during measurements, or after finishing the measurements at the given position. Height changes in the instrument can be caused by settling (lowering) or lifting (raising) the tripod’s legs under the action of the soil’s elastic properties. Alternatively, the tripod may be deformed due to changes in the physical parameters of the environment. This study aimed to determine the size of instrument height changes resulting from all three tripod leg movements in a vertical direction. The magnitude of the difference in the instrument’s horizontal line depends mainly on the soil’s mechanical properties and the time required for the operation at the given position. The rate of height change was not constant. Tripod height increase was stabilized after about 15 min at approx. 0.03 mm (in summer) and 0.05 mm (in autumn). In winter, the height of the tripod increased by only 0.01 mm. Statistical testing of the experiment’s resulting design revealed a significant effect of soil moisture, temperature, and type on changes in the leveling instrument’s horizontal axis.

The concept of further sustainable development in the area of administration of the register of old mining works and recent mining works in Slovakia requires precise determination of the locations of the objects that constitute it. The objects in this register have their uniqueness linked with the history of mining in Slovakia. The state of positional accuracy in the registration of objects in its current form is unsatisfactory. Different database sources containing the locations of the old mining works are insufficient and show significant locational deviations. For this reason, it is necessary to precisely locate old mining works using modern measuring technologies. The most effective approach to solving this problem is the use of LiDAR data, which at the same time allow determining the position and above-ground shape of old mining works. Two localities with significant mining history were selected for this case study. Positional deviations in the location of old mining works among the selected data were determined from the register of old mining works in Slovakia, global navigation satellite system (GNSS) measurements, multidirectional hill-shading using LiDAR, and accessible data from the open street map. To compare the positions of identical old mining works from the selected database sources, we established differences in the coordinates (ΔX, ΔY) and calculated the positional deviations of the same objects. The average positional deviation in the total count of nineteen objects comparing documents, LiDAR data, and the register was 33.6 m. Comparing the locations of twelve old mining works between the LiDAR data and the open street map, the average positional deviation was 16.3 m. Between the data sources from GNSS and the registry of old mining works, the average positional deviation of four selected objects was 39.17 m.

This study applies a process of detailed assessment to summarize the potential impact of a proposed construction or other activity on the environment before implementation of an investment plan. The aim of the study was to develop a general methodology for analysis and evaluation of environmental issues connected with planned activities and proposed projects (especially buildings and engineering constructions, required implementation of environmental impact assessment process) using a risk analysis method, thus enabling the best option among the proposed activities to be chosen. The methodology was developed for conditions in Slovakia but could be arranged for any other country considering national conditions, requirements, standards and legislative. Application of the developed methodology in environmental impact assessment could create preconditions for more effective implementation of the EIA process. This paper provides a framework for the risk analysis component of the scoping phase within the EIA process. The process outlined in this paper will assist with determination of an estimation of risks to environmental and health of proposed activities.

The case study focuses on evaluating the suitability of roof surfaces in terms of their solar potential based on their geometric parameters. The selected processing methodology detects segments of roof surfaces from the LiDAR base, supplemented with spatial information (orthophoto map, real estate cadastre (REC)-footprint, basic database for the geographic information system (ZBGIS)-classification of buildings-current use). The approach based on spatial analyses takes into account the limit conditions for determining the impact of solar radiation resulting from the roof area, slope, aspect, and hillshade. Considering to the available subsidy scheme for family houses in the conditions of the Slovak Republic, a narrower sample of 35 family houses was selected from the total number of typologically represented buildings (194). A 3D model of the building created by combining REC and LiDAR substrates shows the roof surface without overlap, while another 3D model made of LiDAR substrates alone represents the actual dimension of the roof surface. The results presented for each selected building show good agreement with each other, and their visualizations were obtained using two GIS environment approaches. In the area of family houses, up to 94% of the roof areas of buildings registered in the REC meet the conditions for the installation of a PV system with an output of 2.6/3.3 kW.

The identification of roof surfaces is characterized by a sequence of several processing steps. The boundary detection of different types of roof is realized from light detection and ranging (LiDAR) cloud points and can confirm the real boundary of the roof. In the process of processing LiDAR data, shortcomings have been found regarding the inappropriate classification of points (class 6 “buildings”) concerning the roofs (the points of the building facade were marked as outliers and reclassified). In cases of insufficient point density, there is a problem with not being able to capture either the roof boundary or small roof objects, along with the possible occurrence of gaps inside the roof areas. This study proposes a processing procedure in a geographic information system (GIS) environment that advocates the identification of roof surfaces based on the LiDAR point cloud. We created the contours of a roof surface boundary with a simplified regular shape. From 824 roofs in the studied area, six different types of roof were selected, which this study presents in detail. The expected result of the study is the generation of segments inside the roof boundary. The study also includes the visualization of the outcomes of the spatial analyses of the identified roof surfaces, which forms the basis for determining the potential of solar systems with respect to green roofs for the development of smart city buildings.

Weather-related disasters represent a major threat to the sustainable development of society. This study focuses directly on the assessment of the state of spatial information quality for the needs of hydrodynamic modeling. Based on the selected procedures and methods designed for the collection and processing of spatial information, the aim of this study was to assess their qualitative level of suitability for 3D flood event modeling in accordance with the Infrastructure for Spatial Information in the European Community (INSPIRE) Directive. In the evaluation process we entered geodetic measurements and the digital relief model 3.5 (DMR 3.5) available for the territory of the Slovak Republic. The result of this study is an assessment of the qualitative analysis on three levels: (i) main channel and surrounding topography data from geodetic measurements; (ii) digital relief model; and (iii) hydrodynamic/hydraulic modeling. The qualitative aspect of the input data shows the sensitivity of a given model to changes in the input data quality condition. The average spatial error in the determination of a point’s position was calculated as 0.017 m of all measured points along a watercourse and its slope foot and slope edge. Although the declared accuracy of DMR 3.5 is assumed to be ±2.50 m, in some of the sections in the selected area there were differences in elevation up to 4.79 m. For this reason, we needed a combination of DMR 3.5 and geodetic measurements to refine the input model for the process of hydrodynamic modeling. The quality of the hydrological data for the monitored N annual flow levels was of fourth-class reliability for the selected area.

The eastern part of the Western Carpathians orogenic wedge covering the territory eastward from the 20? meridian could serve as an example for close relation between basement rock structural anisotropy and the neotectonic morphostructural pattern. The neotectonic evolution of the region has been guided by crustal deformations of the entire main Western Carpathian fault systems, defined by steeply dipping faults of NE-SW, NW-SE, S?N and E-W directions. The fault sets bound morphostructural units and form the base for the Quaternary neotectonic activity and landscape development of the region. Closely linked to Western Carpathian lineaments they reflect both the Moho topography and directional orientation of adjoining platform margins. The fault sets represent inherited, poly-stage structures genetically correlating to Cretaceous fold pattern of the Western Carpathians being repeatedly reactivated during Cenozoic times. Summarising vertical movement ratios among neotectonic units, particularly between the highest uplifted/subsiding blocks, we have found the maximal Quaternary movements rate of the region reaching ca 1315 m and neotectonic movements rate of 1710 m.

Mining, especially surface mining, has a significant impact on the upper part of the soil cover, including fauna and flora. The article deals with the use of geodetic methods to observe the mining process and its possible impact on the environment. The created model can be used to design the recovery and reclamation of open-pit mines after their closure and mining termination. For the modeling of an open-pit mine, 2151 points from two stages of geodetic measurements were used. Graphical presentations of the geodetic measurements were compared with data from aerial photogrammetry. The measurement and processing results were used to visualize the spatial changes in the open-pit mine, which are necessary to take measures related to the recovery of the landscape affected by mining. Based on the calculation, 145.266 m(3)were extracted during the period under exploration. When calculating the average excavated volume per working day, it was found that 188 m(3)= 500 tons = 0.5 kilotons per day were extracted between the monitored periods. When comparing the original surface and the generated model of the open-pit mine, it was found that the entire top of the rock massif was permanently removed in the total volume of 3,421,000 m(3). To capture the impact of mining on the surrounding environment, multispectral images of Landsat 7 and 8 during the observed period. Focused attention was divided into two factors, land surface temperature, and vegetation condition. The results from the temperature maps show that the open-pit mine is becoming a heat island. Analysis of the vegetative state confirms the rapid change in the health of vegetation, resp. reduction of its condition in the area around the open-pit mine. The presented results show that the selected methods and procedures are applicable in the conditions of the small mining company in Slovakia.

When surveying through a water surface, a distortion of several centimetres caused by the refraction and the change in the velocity of the electromagnetic waves can be observed. Therefore, neither the position nor the height of an underwater point (object), which can be seen from above the water surface, is correctly measured. The authors want to point out the magnitude of geometric errors when measuring to points under water as well as the computation of correct under water positions of points from measurement through a water layer. A practical experiment was performed for a water depth of 0.16 m.

This paper presents the methodology and results of water flow modelling focusing on the open channel of the Slatvinec stream running through the north-east Slovakian village of Kružlov. The underlying study involved: i) developing a flood model using Hydrologic Engineering Center's River Analysis System (HEC-RAS); ii) identifying areas of flood risk in the village using Geographic Information System (ArcGIS); iii) evaluating flood damage using Cost Analysis (CA). The model created in HEC-RAS software using the data collected enabled the water level in the stream profiles, flow rate and velocity, and finally the potential extent of flooding to be determined. The benefit of this research lies in the exact identification of the flood-risk areas along the course of the Slatvinec stream through the village of Kružlov, using a flood model of the area created on a Geographic Information System platform. Cost analysis is useful for evaluating flood damage to property, and the results of this hydrodynamic modelling may contribute to scientific research and to the practical application of flood mitigation and protection measures in other areas.

Deformation analyzes are important for long-term monitoring of areas, where, in the first place, it is necessary to take into account human safety and environmental protection for the purpose of sustainable development of human society. The quality of the results of deformation analysis will also be affected by the quality of establishment of the geodetic network. When a new Local Geodetic Network (LGN) is established, for example, during deformation monitoring (landslides, open-pit mining, excavations, etc.) for the purpose of environmental protection, its determination can be influenced by some mistakes: a) geometric quantities measured can be contaminated by blunders, b) compatibilities of some "old" points in the area of LGN can be incorrect, c) appropriate coordinates of some new points may be defective. The case c), using two methods - Least Squares (LSM) unconstrained adjustment; - iteratively reweighted LSM of Robust Estimation, is analyzed in the paper. The main objective of this paper is to compare the adjustment of the geodetic network by the Gauss-Markov model based on GMM with full rank and robust LSM 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 new network points is addressed, and the detection approaches are given for both adjustment procedures. The results of both adjustment procedures summarized in the Discussion indicate that the combination of these procedures is the most suitable way of detecting errors in a geodetic network.

Currently, trigonometric levelling is becoming increasingly widespread, mainly due to the increase in accuracy of stations that can measure angles with seconds and distances with submillimetre accuracy. The paper deals with the analysis of the sources of errors affecting the accuracy of results. It also describes a design of observational methodology that excludes or significantly reduces the impact of systematic errors or other errors occurring during the measurements process, in order to achieve the highest accuracy of the determined height difference. Therefore, under certain conditions, it is possible to achieve the accuracy of determining a height difference of up to 0.10 mm using this method. Furthermore, by the practical example, the description of the use of trigonometric levelling from the centre when verifying the floor planarity of a 5-storey monolithic building is also presented in the paper. The skeletal structure made of concrete floors supported by beams is the main structural element of the building. The finished floors showed visible deformations. Therefore, before the continuation of further construction, the control height measurement of all above-ground floors was necessary in order to ensure the safety in terms of stability and subsequent correction of the project. The resulting floor planarity is graphically visualised and analysed.

The contribution is aimed at developing a model of demand in tourist traffic with due regard to economic, geographical, demographical and social factors such as the GDP, Consumer Price Index, prices of trips, revenues per capita, exchange rate, etc. Important parts of this model are made up by the unpredictable negative situations that have already happened some time ago. The aim is to identify them and perform a follow-up analysis of the potential threats to a company involved in the tourist industry. Rated among those situations are terrorism, earthquakes and aviation accidents.

In road construction, construction machines are used for levelling and adjusting the earth's surface. These modern construction machines use a 3D GNSS levelling system to achieve the projected shape and elevation of terrain with the required accuracy within permitted setting-out deviations according to the project. In the area of interest were realized geodetic check measurements. The aim was to objectively assess and evaluate the practical applicability of connection between a construction machine and precise surveying instrument for determination of position and height in real time. Check measurements were based on the same reference points as were used for the construction machine in surface adjustment. The surveying instrument used for check measurements provided surveying results of required accuracy. Subsequently, the obtained data were used to compare the projected and the realized state. Height deviations of check points and deviations of the cubic content of laid material of individual sections were defined.

Goal of the contribution is to create universal model for evaluation of companies, acting in mining industry in Slovakia. Model is orientated to the companies, acting in mining industry in Slovakia and it consists from several logically relating steps. Also application of suggested process in chosen mining company is made as well as achieved results are mutually compared. Attention is given to the revenue methods with necessity of financial plan, as well as methods that do not demand knowledge of financial plan.