为明晰顺倾优势裂隙边坡变形破坏过程中的裂隙演化与破坏模式，采用PFC^2D数值模拟软件，通过分体式顶推法建立了非规则数值分析模型，开展坡顶恒速率加载的顺倾优势裂隙边坡变形破坏过程分析，采用提出的基于莫尔-库伦强度理论的微裂隙破坏模式识别方法，研究裂隙从优势裂隙间岩桥萌生，向坡脚发展，向坡面和坡顶扩展，最终形成以拉剪裂隙为主、张拉裂隙为辅的贯通破坏面的演化机制和破坏模式，结果表明：边坡承载过程可划分为弹性、塑性、脆性跌落、残余强度和破坏共5个阶段，内部裂隙演化分为萌生发展、扩展演化、贯通和滑移破坏共4个阶段，两者间存在良好的对应关系；在边坡承载力的塑性阶段是微裂隙在岩桥萌生连通的主要阶段，而峰后强度阶段是裂隙发展演化的主要阶段，该阶段微裂隙数量占总裂隙数量的85.6%，特别是脆性跌落阶段，裂隙数量急剧增加，形成潜在破坏面，在坡脚变形方向发生了20°的逆时针偏转，表现为拉剪破坏，坡顶处发生了35°的逆时针偏转，表现为拉张和拉剪的混合破坏。可见，如能合理阻隔边坡承载力峰后阶段的裂隙衍生与扩展，即可有效提高顺倾优势裂隙边坡的稳定性。

In order to clarify the evolution and failure patterns of fractures during the deformation and destruction process of favorable inclined fracture slopes, the PFC^2D numerical simulation software was employed to establish an irregular numerical analysis model using the split-top pushing method. An analysis of the deformation and destruction process of favorable inclined fracture slopes under constant slope top loading rate was conducted. By applying the proposed micro-fracture failure pattern recognition method based on the Mohr-Coulomb strength theory, the evolution mechanism and failure pattern of fractures were investigated, which initiated from the rock bridges between dominant fractures, developed towards the slope toe, extended towards the slope face and slope top, and ultimately formed a through-going failure surface dominated by tensile-shear fractures and supplemented by tensile fractures. The results indicate that the slope loading process can be divided into five stages: elastic, plastic, brittle drop, residual strength, and failure. The internal fracture evolution can be divided into four stages: initiation and development, extension and evolution, through-going, and sliding failure, with a good correspondence between the two. During the plastic stage of slope bearing capacity, it is the main stage for the initiation and connection of micro-fractures in rock bridges, while the post-peak strength stage is the main stage for fracture development and evolution, with micro-fractures accounting for 85.6% of the total fracture quantity. Especially during the brittle drop stage, the number of fractures increases dramatically, forming a potential failure surface. The deformation direction at the slope toe underwent a 20° counterclockwise deflection, manifesting as tensile-shear failure, while the slope top underwent a 35° counterclockwise deflection, manifesting as a mixed failure of tensile and tensile-shear. It is evident that if the derivation and expansion of fractures during the post-peak stage of slope bearing capacity can be reasonably blocked, the stability of favorable inclined fracture slopes can be effectively improved.