## 3 Results  
The included results were recorded during the construction of the S19 expressway in Poland. The FRANKI technology was used in the piling process. The FRANKI technology piles are made using a dynamic method, using a reusable guide pipe. In phase one, the guide tube is filled with concrete or gravel, then compacted using a freely falling compactor. This causes the pipe to sink into the ground. The number of blows per meter of pipe depth (pipe feed) determines the work, which reflects the bearing capacity of the soil. The process of making piles has a low noise level. However, it causes vibrations in the ground, propagating to the neighbouring building structures. To prevent negative impacts, the contractor applies optimisation by pre-drilling to a depth of 12 m in the place where the steel pipe is being driven (Figure 17). Unfortunately, the end part of the pile (about 5 m), together with the widened foot, must be hammered. Thus, vibrations of nearby objects must be monitored. In the described case, monitoring concerned one building (Figure 18). Figure 16: “History” window (bottom of the browser window). Figure 17: Preliminary hole for pile placement. In the described case, the kinetic energy transferred to the substrate is constant (about 290 kJ), due to the constant drop height of the rammer (h = 6.5 m) and the rammer mass (4500 kg). The key element influencing the magnitude of dynamic interactions is the value of the force drive (force impulse) [45]. The power drive depends on the duration of contact with the soil substrate, during which the maximal speed of the compactor decreases to zero (full plasticisation of the soil substrate). The duration decreases as the stiffness of the subsoil increases. During the pile's construction, the pile certificate is documented, in which the number of strokes per 1 m of pile immersion is counted (Figure 19). Considering the average time between individual shots, amounting to 8 s, a graph was drawn, showing the number of strokes as a function of the time needed to perform all strokes (Figure 20). Using continuous vibration monitoring can make it possible to evaluate the propagated energy of each pile being performed. Figure 19 shows the actual comparison of the impulse number (\(U_{p}\)) index per meter of pile depth as a function of time regarding the impulse duration. The course of the procedure concerns the depression of a single pile. In the current data stream, peaks are searched and recorded (Figure 20). Such raw data are then compiled into daily summaries that allow for an overview of disturbances throughout the construction works (Figure 21). In the final phase, the current data are used to develop a graph of the tertiary analysis of peak accelerations and compare it with the graph of values allowed by the standard (Figure 22). Vibration monitoring assesses the impact of ground-transmitted vibrations on the building. The selected key parameters recorded with the described monitoring system (peak of acceleration and velocity, WODB index) are presented in Figure 22. Under the standard [37] in force in Poland, the final assessment of the harmfulness of vibrations can be performed by comparing the long-term measurements of the peak values of acceleration or vibration velocity and determining the WODB index on their basis (WODB--vibration  
Figure 19: Time plot of the number of strokes during pile driving (\(\Delta\)T\({}_{\text{m}}\)—Figure 20). Figure 18: The view of the piling machine and the monitored building. perception index by buildings) [37]. The values of the WOBD index are presented as bars in Figure 22.  
The values of the designated WODB indicators are compared with the limit values corresponding to the so-called SWD dynamic impact scale. The dynamic impact scale line  
Figure 21: Part of a daily plot of the acceleration and velocity values (X axis—blue point, Y axis—black point, Z axis—red point). Figure 22: Graph of the maximum vibration accelerations of the central frequencies 1/3 octave with the limit lines of the standard [37].