## 2 Materials and Methods
All data collection and interpretation procedures complied with the provisions of standard SR EN ISO 22476-2 [15], which indicates the requirements to be taken into account in the case of indirect field tests, through dynamic penetration tests (part of geotechnical tests), using various methods and types of dynamic penetrometers. Based on SR EN 22475-2, 4 dynamic penetration test procedures are described, depending on the specific impact energy of the blow and, implicitly, on the equipment used. Depending on the mass of the hammer used, there is a light dynamic penetrability with a hammer of 10 kg and a depth of up to 8 m, two intermediate tests with a hammer with an average weight of 25 kg and 50 kg, and a super heavy test with a hammer of 60 kg and a depth of over 25 m. To determine the above elements, 15 dynamic penetration tests were performed, using the Pagani DPM 20-30 dynamic penetrometer (Pagani Geotechnical Equipment, Marsilea, France) with which \"in situ\" data were obtained. The dynamic penetration test consisted, in fact, of introducing a conical tip into the field, by making progressive advances and measuring the number of strokes, necessary to insert the cone to a depth of 10 cm. Depending on what the depth of penetration of the penetrometer (cone tip) in the field was, which determined the resistance to dynamic penetration on the cone (Rd), which represents the opposite resistance of the field to advance the penetration cone under the action of constant mechanical work, achieved by the falling ram. The dynamic penetration resistance is determined by the following Equation (1):  
\[\text{Rd}=1\text{:A}\times\text{(M}^{2}\times\text{H):}\text{(e}\times\text{( M+P)) [kPa]} \tag{1}\]  
where: Rd is the dynamic penetration resistance [kPa]; e-the penetration of the cone under a single stroke (average penetration per stroke, resulting as a ratio between the step of the instrument) and the number of strokes; H-drop height of the cone [m]; M-ram weight [kN]; P-total weight of the rod and the striking system [kN]; A-the cross-sectional area of the cone [m\({}^{2}\)]. The specific energy for each shot is calculated by the Equation (2):  
\[\text{Q}=\text{(M}^{2}\times\text{H):}\text{(A}\times\text{$\delta\times\text {(M+M')) [kN]}$} \tag{2}\]  
where: Q is the specific energy for each blow [kN]; M-hammer weight [kN]; M'-rod weight [kN]; H-fall height [m]; A-surface area of the cone cross section [m\({}^{2}\)] \(\delta\)-penetration interval (instrument pitch). The processing of the obtained data was performed with the help of an automatic calculation program-Dynamic Probing (GeoStru Software, Civilserve GmbH, Steinfeld, Germany). Determination of granularity by sieving. Determination of granularity by sieving is made based on SR EN 933-1:2020 [16]. The principle of the method was to separate the material into several decreasing dimensional categories by passing the sample through a series of sieves. The equipment used consists of a test sieve (square mesh sieve, between 63 mm and 0.063 mm), sieve mounting brackets with lid, oven, washing equipment, scale, and brushes for the sieving machine (optional). The method of sample preparation is regulated by SR EN 933-1 [17] and depends on the maximum diameter of the aggregates. Determination of granularity by sieving involved a number of activities, such as washing, sieving, and weighing the samples, followed by the calculation and interpretation of the results. The determination of the content of fine particles passed through a sieve with a mesh diameter of 0.063 mm involves the application of Equation (3):  
\[\text{f}=\text{((M}_{1}-\text{M}_{2})+\text{P):}\text{M}_{1}\times\text{100 [\%]} \tag{3}\]  
where: f is the content of fine particles passed through a sieve with a mesh diameter of 0.063 mm [%]; M\({}_{1}\)-dry mass of the sample [kg]; M\({}_{2}\)-dry mass retained on the sieve with a mesh diameter of 0.063 mm [kg]; P-mass of residual materials remaining in the vessel.