## 1 Introduction  
Structural planes are commonly distributed in jointed rock masses and dominate slope failure modes. It often exhibits random network characteristics in space, resulting in apparent anisotropic mechanical properties of layered slopes [1; 2; 3; 4]. The common features of a macro-fracture network include the dominant direction of cracks, the development of cracks, and the connectivity of cracks. Among them, the dominant direction of cracks is obvious, which reduces the shear strength and increases the likelihood of bedding sliding. The development of fractures is reflected in their length and spacing, which reduces the slope's ability to resist external disturbances. Rain can weaken the slope by infiltrating along the cracks, increasing the likelihood of landslide instability. The connectivity results in an uneven distribution of stress concentration parts, which can ultimately lead to local or overall slope sliding. The failure and instability of slope rock masses are generally caused by the opening, closing, and expansion of internal discontinuities [5]. The modeling process of actual engineering units, considering fracture networks, is complicated, and the calculation results are easily affected by the model size. Therefore, the accuracy of modeling is required to be particularly high. At present, the mechanical analysis of complex jointed rock masses is mostly carried out at the mesoscale of the rock, and the characterization and stability analysis of the complex structure of layered slopes needs to be further investigated. At present, as for the stability analysis of slope rock mass, many scholars have carried out systematic research through theoretical analysis and numerical simulation in remarkable depth. [PERSON] et al. [6; 7] investigated the loess landslides and segmented the loess part using a two-phase framework, which successfully detected the landslide body. [PERSON] et al. [8] aimed to optimize the design of the slope angle by dichotomy and check the stability of the slope by the finite difference numerical calculation method, and the mechanical parameters used in the simulation calculation process remain unchanged, which ensured the comparability of the calculation results. [PERSON] et al. [9] conducted a numerical simulation analysis of the bedding rock slope model by the discrete element method and revealed its deformation and failure mechanism and stability characteristics. Considering the joint and rock mass, [PERSON] et al. [10] established the corresponding joint rock model based on the discrete fracture network and obtained the corresponding mechanical parameters by combining Hoek-Brown and Mohr-Coulomb criteria and obtained good slope stability analysis results in a numerical simulation. [PERSON] et al. [11] generated the required fracture network parameters by using field acquisition parameters and point estimation principles based on the Beacher model to reflect the randomness and uncertainty of the actual rock structure plane. [PERSON] et al. [12] analyzed and acquired an instability model of stepped sliding bedding rock landslides, based on the B-B failure criterion and M-C failure criterion. They subsequently verified the reliability of this model by using typical case of stepped sliding of jointed rock landslides in the Sandu-Libo Expressway. This research is of great relevance to stability research of slope engineering involving complex joints and holds important reference value and scientific significance. [PERSON] et al. [13] examined the collective strength of joints in the geological structure while studying landslides induced by geological factors. They determined the relevant values through geological surveys and subsequently developed a joint slope model. They conducted landslide stability analysis considering the geological structure. [PERSON] et al. [14] utilized the permanent displacement history and acceleration history of the slope to assess its stability under earthquake conditions, calculating it using the Newmark method.