Analysis of pile bearing capacity is an important task in the investigation of soil-structure interaction. The paper is dedicated to the prediction methods for the pile bearing capacity calculation based on the cone penetration test (CPTu) results, namely UniCone method, Laboratoire Central des Ponts et Chaussées method (LCPC), and the method involved in the Eurocode 7—2. A set of CFA piles was tested to obtain reference bearing capacity. The ability of the prediction methods to determine the bearing capacity of the pile was investigated. In each evaluation criteria using statistical tools, the methods were ranked based on their performance. The results of the study indicate that the UniCone method is most applicable for the given conditions. The EC 7—2 method showed the largest variability of results, and we do not recommend its application without a deeper analysis. The applicability of any presented method cannot be considered final or universal. It is advisable to use more modern and updated methods which have been developed from a larger database of pile tests. The development of these methods should continue by expanding the database of tested piles together with the application of more advanced rock environment testing procedures.

The autonomous movement of the mobile robotic system is a complex problem. If there are dynamic objects in the space when performing this task, the complexity of the solution increases. To avoid collisions, it is necessary to implement a suitable detection algorithm and adjust the trajectory of the robotic system. This work deals with the design of a method for the detection of dynamic objects; based on the outputs of this method, the moving trajectory of the robotic system is modified. The method is based on the SegMatch algorithm, which is based on the scan matching, while the main sensor of the environment is a 2D LiDAR. This method is successfully implemented in an autonomous mobile robotic system, the aim of which is to perform active simultaneous localization and mapping. The result is a collision-free transition through a mapped environment. Matlab is used as the main software tool.

The piled embankment represents one of the solutions for the realization of a soil body on a compressible subsoil where extended settlement or insufficient stability threatens the serviceability of related structures. Widely adopted analytical design procedures were analyzed: Marston’s formula and Hewlett and Randolph method contained in the British standard BS 8006-1, the German regulation EBGEO and the Dutch regulation CUR 226. Using these recommendations, the theoretical values of the individual parts of the load acting in the embankment and, subsequently, the values of the axial strain or tensile forces in the reinforcement were determined and compared with experimental data obtained from the tests in the large-scale physical model. For the presented case, without subsoil support, CUR 226 with the inverse load, which is recommended in the case of subsoil with low bearing capacity, shows better coincidence with the measured data. Overall, EBGEO and CUR 226 can be considered to be close to the real behavior of the piled embankment. Because of the frequent utilization of geosynthetic reinforcement and possible changes of subsoil parameters during the service life of the piled embankment, a rheological process of its elements should be investigated during the design process.

Geological surveys provide important information for many sectors, from construction project planning to mineral exploration and environmental protection. The seismic cone penetration test with pore water pressure measurement (SCPTu) is a truly valuable tool in geological surveys. It provides detailed information on the subsurface conditions and geological characteristics of the area. The manuscript describes the methodology used to characterize the geological layers at the construction site and quantify the characteristics obtained from SCPT probing. The aim of the scientific study was to identify soft layers in the subsoil and to focus on the impact of pile driving technology on the foundation environment and SCPT probing results. The driving technology involved the implementation of 4.0 m long pyramidal precast concrete piles with pile head dimensions of 0.5 × 0.5 m and tip dimensions of 0.12 × 0.12 m. Probing of the SCPT before and after driving showed that the pile driving led to a significant increase in the velocity of shear waves in the soil at a distance of 0.5 m from the edge of the pile head, which was also reflected in the evaluation of the shear modulus G_max derived directly from shear wave velocity.

Stability analysis of landslide areas represents a critical issue in many countries, as landslides can cause large material damage and are a threat to the health and life of inhabitants. This article is aimed at the stability analysis of a built-up locality using a combination of traditional inclinometry with observations carried out using TDR technology (Time Domain Reflectometry) for displacement and groundwater level monitoring. Considering the geological conditions of the site and the occurrence of an old stabilized landslide, groundwater is the main trigger for possible slope deformations. The evaluation of the stability, based on the survey and monitoring outputs, was made using the Finite Element Method. The loss of stability was predicted for a certain uplift of groundwater level and seismic loading, which was lower than normative requirements. The presented case study demonstrates the need for an exhaustive and coordinated survey, as well as the importance of monitoring results and integrated analysis. This careful combination of activities enables us to understand the behavior of the landslide, to evaluate the stability potential of the slope, and to design effective protective measures.

In laboratory testing, analyzing the influence of various factors on oedometer test results is essential, since the oedometric modulus (E_oed) directly affects e. g. footwear impressions in forensic engineering. This study focused on incremental loading oedometer tests on two types of sand—silty sand (SM) and sand with fine-grained admixture (S-F). For each loading stage, four identically prepared samples were tested at density indices I_D = 0.15, 0.65, and 0.85. The E_oed was calculated using both Slovak Technical Standard (STN) and ISO Standard, which differ in evaluating strain increments at each loading stage. The difference in E_oed between I_D = 0.15 and 0.85 corresponded to about 1.5 to 5.6 times the E_oed value at I_D = 0.15 for SM and about 1.0 to 3.3 times for S-F. Between I_D = 0.65 and 0.85, the difference amounted to about 0.18 to 0.63 times the E_oed value at I_D = 0.65 for SM and about 0.51 to 1.44 times for S-F. The difference in E_oed between STN and ISO ranged from 0.00003 to 0.067 times the STN-based E_oed value for SM and from 0 to 0.017 times for S-F. Results show a very high linear dependence of E_oed on I_D for SM (Pearson R = 0.97–0.99) and high-to-very-high for S-F (Pearson R = 0.83–0.91). Accurate determination of E_oed enables a more reliable and precise assessment of footwear impressions.