[8] systematically measured the steady strength through stress-controlled Consolidated Undrained (CU) triaxial tests. On the other hand, [PERSON] et al. [25] studied the yielding of soils and reported that when soil was subjected to shear distortion, it began to shear at constant volume at a certain critical pressure. Similarly, according to [PERSON] and [PERSON] and [PERSON] (2018), if a soil specimen is continuously distorted, it reaches steady state, i.e., flow failure. Although the critical state was initially developed on clayey soils, several studies have attempted to adapt this framework to granular materials [27,28]. However, [PERSON] et al. [29] stated that such an attempt is challenging due to the difficulties in determining the normal consolidation line for such soils. [PERSON] [30] clarified that this phenomenon involved stress formation at the particle contact points, affecting the compression response of granular materials. However, the attempts of [PERSON] and [PERSON] [31], [PERSON] [32], [PERSON] et al. [18], and [PERSON] at al. [33] for adopting this framework to granular soils was successful. To understand the critical state concept of granular materials, the microscale behavior of sandy soils was investigated. [PERSON] et. al. [PERSON] et al. [34] studied the micromechanical behavior of coarse-grained soils utilizing a new technology to compute the particle shape and surface roughness, for measuring the particle contact stiffness and interparticle friction to relate the nature of fundamental particle behavior with the traditional test results (triaxial and oedometer). Although a link was established between the roughness of the particle surface and interparticle friction, the influence of the particle shape was more noticeable. In a similar study by [PERSON] et al. [PERSON] et al. [35], repeated interparticle shear testing showed a small decrease in the friction angle, which can be because of asperity damage during initial shearing. Recently, [PERSON] et. al. [PERSON] et al. [2018] investigated sands with a variety of minerology using shape analysis, particle crush tests, and one-dimensional compression tests. Authors reported that particle mineralogy could be a major factor affecting the strength or compressibility, rather than the particle shape. Moreover, [PERSON] et. al. [37] investigated the effect of the initial density of specimens in one-dimensional compression to evaluate particle breakage. They stated that specimens prepared with high relative density had a lower probability of failure and failure modes that were less extensive compared to the low-density specimens. Moreover, it was reported that the effect of the initial density on the probability of particle survival reduced after significant breakage. Additionally, loose specimens exhibited higher compression due to particle failure leading to more fine generation by the further crushing of the existing fragments. In support of the anisotropical soil condition on a slope and/ or under a structure, [PERSON] and [PERSON] and [PERSON] [38] proved that compared to isotropic or k\({}_{0}\) conditions, shearing was more effective at breaking particles. Furthermore, [PERSON] et. al. [39] investigated particle breakage by performing ring shear tests and observed that particle breakage continued up to very large strains along with volumetric compression, which was observed even for tests at moderate confining stresses. Accordingly, [PERSON] [40] stated that the observed critical state at the strain levels reached by triaxial equipment was due to the counteracting dilative strains because of particle rearrangement and compressive strains because of particle breakage. Liquefaction could be induced by static loading or cyclic loading. Fort Peck Dam and Nerlerk Berm failures are good examples for static liquefaction. Cyclic loading may take different forms like storm load, ice load and machinery load, on which [PERSON] [41] have given a good historical summary.