高位滑坡对建筑集群的冲击破坏时常导致严重的人员伤亡，本文基于光滑粒子流体动力学-离散元法-有限元法（smoothed particle hydrodynamics -discrete element method-finite element method,SPH-DEM-FEM）耦合的数值模型，开展了高位滑坡对框架结构建筑群的冲击过程、建筑结构破坏机理、冲击力时程与框架柱关键点应力和弯矩等动力机制研究。研究结果表明：SPH-DEM-FEM耦合数值方法能够有效地模拟碎石土滑坡中土（SPH）石（DEM）混合物的抛射弹跳、爬高绕流冲击运动过程。考虑了常规建筑垂直、平行于滑坡流向的三排建筑组合布局，位于滑坡近端的纵向排列建筑表现为连续性倾倒破坏，横向排列的建筑则呈现整体倾倒破坏；因前排建筑群对滑坡冲击能量的耗散及滑坡自身摩擦耗能，位于滑坡后端建筑表现为引流面墙体和前排柱发生局部破坏，结构保持稳定，损毁程度依次为上游无建筑缓冲耗能的建筑>有横向排列的建筑>有纵向排列的建筑；纵向、横向排列的建筑冲击力衰减幅度分别31％、21％。横向框架建筑整体倾倒的损毁机制表现为框架柱的直接剪断或节点塑形铰链失效；纵向框架建筑连续性倾倒的损毁机制表现为前排框架柱的失效引起后排框架柱轴向压力和极限弯矩增加，持续冲击荷载超过其极限弯矩致使后排框架柱发生弯曲破坏，最终结构倾倒。系统能量在动能、内能和摩擦耗能间转化，其中摩擦耗能占65.5%，结构耗能占23.6%，动能快速下降与内能急剧增加是建筑破坏的关键特征。 

The impact of high-level landslide on building clusters often leads to serious casualties. Based on the numerical model of smooth particle hydrodynamics-discrete element method-finite element method (SPH-DEM-FEM) coupling, this paper studies the impact process, the failure mechanism of building structures, the time history of impact force and the stress and bending moment at the key points of frame columns of high-level landslide on frame structure buildings. The results show as follows：SPH-DEM-FEM coupling numerical method can effectively simulate the projectile bounce and climb of the rock (DEM) mixture in the gravel soil landslide (SPH). Considering the combination layout of three rows of regular buildings perpendicular to and parallel to the landslide flow direction, the longitudinally arranged buildings at the near end of the landslide show continuous dumping damage, while the horizontally arranged buildings show overall dumping damage. Due to the dissipation of impact energy from the front row buildings on the landslide and the friction energy consumption of the landslide itself, the building at the back end of the landslide shows local damage to the wall and front row columns on the drainage surface, and the structure remains stable, the damage degree is in the order of buildings without energy consumption in the upstream, horizontal arrangement and vertical arrangement in turn. The impact attenuation amplitude of buildings arranged vertically and horizontally is 31% and 21% respectively. The damage mechanism of the overall toppling of the transverse frame building is the direct shearing of the frame column or the failure of the node plastic hinge. The damage mechanism of the continuous toppling of the longitudinal frame building is that the failure of the front frame column causes the axial pressure and limit bending moment of the rear frame column to increase, and the continuous impact load exceeds its limit bending moment, resulting in the bending failure of the rear frame column and the final structural toppling.The system energy is converted between kinetic energy, internal energy and friction energy, of which friction energy accounts for 65.5% and structural energy accounts for 23.6%. The rapid decline of kinetic energy and sharp increase of internal energy are the key characteristics of building failure.