## 4 Results
### Analysis of Shear Deformation Characteristics  
For the specimen composed only of clay soil (group \(L\)0, stone content 0%), the Al wires became bent by the shear movement, and the deformation was smooth with an anti-s shape (Figure 10). With the stone content increasing, the deformation of the Al wires became overstretched from smooth curves to angular curves, and formation of the skeleton of the block stone was gradually revealed. At a stone content of 30% (Figures10b and 11a), the overall deformation of the Al wires was relatively smooth, and the region began to exhibit a faint angular deformation. In addition, the occlusion and effect of the skeleton of the block stones began to appear. When the stone content reached 50% (Figures 10c and 11b), the Al wires exhibited multiple bends and angular deformation, indicating a large-scale relative motion of the block stones, and the skeleton structure of SRM had been formed. With the granular size increasing, the angular deformation of the Al wires became more prominent, indicating that the occlusion of the large block stones was more obvious in the formation of the block structure (Figure 11b). The shear process was often accompanied by the sound of broken stones, which indicated that the turnover ability of the large rocks was weaker and the possibility of shear failure among the block stones was greater.  
For stone content of 30%-50%, there was a critical threshold for the stone content. When the stone content reached the critical threshold, the skeleton structure was formed in the sample. The deformation and strength of the specimen then began to be determined by the block stones. The larger the block stones were, the more obvious the block stones' occlusion was. In addition, the block stones underwent a tip cut or staggered redistribution. In this case, the shear failure mode of SRM was dominated by dilatancy deformation. Strictly speaking, when the stone content was just greater than the critical  
Figure 8: Schematic of the shearing process. (**a**) Beginning of shearing; (**b**) the early stage of shearing; (**c**) the late stage of shearing.  
Figure 9: Horizontal displacement of Al wires.  
threshold, this sample material could be called SRM. When the stone content was less than the threshold (30%), the stones had little effect on the deformation of the SRM, and the mechanical properties of the material could be treated as the soil. When the stone content reached 50%, the formative stone skeleton structure had an obvious effect on the deformation, and the mechanical strength of the SRM was affected by both the stones and soil simultaneously. When the stone content reached 70%, the aerial structure of the SRM had been formed. The deformation rules of the Al wires directly reflected the motion state and motion law of the block stones and fine-grained soil of the SRM. The stone content, stone size, and stone distribution directly affected the bending deformation of the Al wires, i.e., the degree of dispersion of the block stones around the Al wires affected the deformation of the Al wires. The more the block stones gathered, the greater the possibility of angular bending of the Al wires was [67].  
Figure 11: Cont.  
Figure 10: Deformation characteristics of Al wires in samples of group L1 with a vertical pressure of 400 kPa and different stone contents. (**a**) Stone content 0%; (**b**) stone content 30%; (**c**) stone content 50%; (**d**) stone content 70%.