## 4 Conclusions  
In this article, the cyclic loading of the compacted silty sandy clay was performed. The soil samples were consolidated in two different manners. The isotropic and anisotropic (\(K_{0}\)) consolidation impacts on soil response to repeated loading. The tested soil stress history was different from the previously tested ones due to compaction in optimum moisture content. Conducted tests were in a stress-controlled manner and a minimum of 10,000 cycles was performed to capture soil response to cyclic loading in undrained conditions. This type of test is preferable when pore pressure characterization is the focus of the tests. Cohesive soil samples consolidated in isotropic test conditions, behaved abruptly to cyclic loading in the first cycle. The deviator stress caused rapid pore pressure generation and permanent strain generation. The first cycle showed a more severe impact on isotropically consolidated samples. The stress-controlled triaxial tests performed by [PERSON] et al. (2015) shows that isotropically consolidated samples developed higher pore pressure than anisotropically consolidated samples. Nevertheless, the soil in this study was Ariake clay with an \(\mathrm{I_{P}}\) equal to 58%. The compacted sandy silty clay soil tested in this study behaved differently. The response to cyclic loading was more dependent on the CSR than on the consolidation method. The cohesive soil response in isotropic consolidation conditions could be divided into three stages. The first one is the above mentioned, the first cycle, the second one is the intermediate zone, and the  
Figure 14: Comparison of measured and predicted pore pressure ratios for \(K_{0}\)-consolidated samples. third one is the long term response. This type of behavior was observed in the sample with the highest tested CSR. Samples tested in higher CSR that had a two-step response to cyclic loading were compared to test 1.1, where no intermediate zone was observed. The intermediate zone is characterized by the decrease of the permanent strain accumulation magnitude as well as by the decrease of pore pressure increment in each cycle. As a result, the excess pore water pressure generation and plastic strain accumulation weaken in each cycle. This behavior is complex and no direct connection between this to phenomena can be established. The third phase is characteristic of the long term cyclic loading. In this phase, the tendency observed in the previous stage is continued. Nevertheless, the changes in pore pressure and sample deformation may not be observed in one cycle but they might occur after several cycles. It means that in one cycle no plastic strain is observed. In this type of soil response, the effect of cyclic loading is fully embraced by the sample. The set conditions were established. The third phase begins in the first 500 cycles. The long term pore pressure response to cyclic loading shows that the soil had reached a steady state in which the excess pore water pressure remains on the same level and changes slightly during loading. The impact of the initial void ratio on pore pressure was recognized. High \(e_{0}\) value caused a higher generation of pore water pressure. The \(K_{0}\) consolidated samples behaved differently to cyclic loading in terms of plastic strain accumulation and pore pressure development. The excess pore water pressure in the test performed with the same loading pattern as in the case of isotropic consolidation it rose rapidly in the first few hundred cycles. When the \(\Delta u\) characteristic started to decrease, the permanent axial strain began to develop, which could be explained by the fact that the excess pore pressure decreased the effective stress in the soil skeleton and therefore was weakening soil contacts. It was found that the type of loading had a great impact on \(K_{0}\) consolidation samples' response. The soil in which the negative pressure occurred in the first cycles of loading would suffer much lesser plastic strains. This was the result of another pore pressure generation model.