## 5 Discussion  
The conducted analysis of data from field research shows that the area of surface unevenness caused by discontinuous deformations can be determined on the basis of measurement with a mobile laser profilograph or on the basis of measurement with an unmanned aerial vehicle. Both measurement methods enable a large number of signal sampling points (profilograph measurement--Table 1) or a high density of measurement points (285 points/m\({}^{2}\)). Limiting the analysis to only the common area tested by both methods, i.e., with an unmanned aerial vehicle and a mobile profilograph--the section from km 1 + 000 to km 1 + 250--it should be noted that:  
* The distribution of the IRI determines the range of pavement surface unevenness from km 1 + 150 to km 1 + 250 (Figure 10). The range is determined by the multiplicity of the measurement section length (50 m). The available data made it possible to analyze only measurement sections with a length of 50 m.
* The distribution of the standard deviation from the next four values for the curvature of the pavement surface sets the range from P180 (km 1 + 181--3 \(\times\) 50 m) to P230 (km 1 + 231). In this section, the standard deviation of the surface curvature increases by up to 300% in relation to the adjacent sections.  
The section of the pavement determined on the basis of the distribution of the IRI is longer than the section determined on the basis of the analysis of data from the UAV measurement (Figure 21). Taking the sections shorter than 50 m into the calculation of the IRI, it will be possible to narrow the range of pavement unevenness.  
Figure 21: Summary of data analysis results from measurements: UAV and mobile profilograph.  
The analysis of the obtained test results also comes down to the evaluation of the applied measurement methods. For this purpose, the evaluation criteria were selected with the division presented in (1) in Table 3. The evaluation of the measurement methods applied concerns a fragment of the test site from km 1 + 180 to km 1 + 226 in the analyzed mining area.  
The measurement methods presented in this article have their advantages and disadvantages. Undoubtedly, the advantage of classic methods such as technical leveling is full independence from electronic systems and weather conditions. The accuracy of such measurements will mainly depend on the accuracy of the observer's readings and the accuracy of the equipment. On the other hand, GNSS satellite positioning offers the possibility of obtaining complete data in the form of x, y and z coordinates in real time, which allows for the determination of land depressions and horizontal displacements at the same time. What is important, however, is proper visibility in the field. Both in classical leveling and GNSS positioning, the detail of the obtained results depends on the number of measured points in the field.  
In the case of the photogrammetric method, great opportunities were noticed at the stage of data processing. Compared to the previous methods, the measurement time is the shortest. The obtained accuracy depends, among others, on: the accuracy of the equipment, the amount of flight time, the number of GCPs and weather conditions. Despite the many advantages, such as the speed of measurement or the great possibilities at the post-processing stage, UAV measurements performed over road structures also have their disadvantages, such as the presence of continuous vehicle traffic and vegetation, which can distort the image obtained from the raid.  
* In the case of the reference to the national benchmark. ** Depends on computer parameters. *** For better measurement accuracy.  
\end{table}
Table 3: List of selected properties of the measurement methods used.