## 6 Conclusions  
The conclusions are based on the results obtained with characterization tests and 139 cyclic simple shear tests. All the tests were carried out with samples obtained from the Port of Barcelona area. The results are, therefore, indicative of the behavior of cohesive soils located in other geotechnical or geographical environments. Based on the analysis of the results, the main conclusions are the following:  
* Given the placing of the consistency limits of all the samples on the plasticity chart, the deposit was classified as silty clays of low plasticity and low compressibility. From the results of the sedimentation tests (content of fines), it would be equally valid to classify the deposit as clayey silt. * Both static and cyclic shear stress independently affect the behavior of soils, but even more so the combination of both factors. * The monotonic shear stresses (\(\tau_{\text{o}}\)) applied before cyclic stresses (\(\tau_{\text{c}}\)), control the generation of cyclic strains (\(\gamma_{\text{c}}\)) and permanent strains (\(\gamma_{\text{P}}\)). * When \(\tau_{\text{o}}/\sigma^{\prime}_{\text{ov}}\leq 5\%\), at the same number of cycles, cyclic strains are greater than permanent strains. * There is a threshold value of \(\tau_{\text{o}}/\sigma^{\prime}_{\text{ov}}\) between \(5\%\) and \(10\%\) for which the cyclic strains begin to be smaller than the permanent ones. * Reports in the literature suggest that if the sum of \(\tau_{\text{o}}\) plus \(\tau_{\text{c}}\) is close to the static strength \(\tau_{\text{max}}\), the strains will increase cycle by cycle until there is a sudden failure due to cyclic loading, which is  
Figure 13: Comparison between experimental results and adjustments obtained by empirical relation (7). Variation of the cyclic shear strain as a function of the permanent shear strain and of the number of cycles corresponding to \(\tau_{\text{o}}/\sigma^{\prime}_{\text{ov}}=0\) (**a**) and \(\tau_{\text{o}}/\sigma^{\prime}_{\text{ov}}=5\%\) (**b**). characterized by large strains. In the particular case of the present investigation, there was the case when although \(\tau_{\rm o}/\sigma^{\prime}_{\rm ov}+\tau_{\rm c}/\sigma^{\prime}_{\rm ov} \approx\tau_{\rm max}/\sigma^{\prime}_{\rm ov}\), sudden failure did not occur and the deformations after 1300 cycles were \(\gamma_{\rm P}=3.9\%\) and \(\gamma_{\rm c}=0.1\%\). * It can, therefore, be claimed that regardless of the magnitude of \(\tau_{\rm o}/\sigma^{\prime}_{\rm ov}\), it is the magnitude of \(\tau_{\rm c}/\sigma^{\prime}_{\rm ov}\) that is responsible for \"sudden failure\", [PERSON] et al. [2]; with a small number of cycles (N \(<5\)), large cyclic and permanent strains are thus developed (\(\gamma_{\rm c}\) and/or \(\gamma_{\rm P}>15\%\)). * For modeling purposes and for the soil studied in the present research, it is possible to obtain simple empirical relations that approximately enable cyclic strains \(\gamma_{\rm c}\) to be correlated with the permanent strains \(\gamma_{\rm P}\) and the number of cycles N. In general, for other types of soil, the proposed methodology is applicable, although new adjustment constants are necessary. Conceptualization, H.P. ; methodology, H.P. ; validation, R.G. ; writing--original draft preparation, H.P. ; writing--review and editing, H.P., R.G. ; supervision, C.O.M. All authors have read and agreed to the published version of the manuscript. This research was funded by Universidad Politecnica de Madrid. The research described in this paper was financially supported by the Universidad Politecnica de Madrid from the grant with reference VMENTORUPM20 RAGA of the university's own program to carry out research and innovation projects.