中文摘要：

根据大型滑坡处治所采用的h型抗滑桩的承载变形特性，将其分为阻滑段与锚固段两部分，考虑桩周岩土体对前后排桩的作用特性，提出滑坡推力作用下阻滑段与锚固段的承载变形分析模型，并基于结构力学与桩基分析理论建立相应的内力与变形简化计算方法，进而建立出h型抗滑桩简化计算方法。结合典型工程实例，对比分析不同受力工况以及基桩截面尺寸、桩间距与锚固深度等因素对h型抗滑桩桩身内力与变形的影响规律，结果表明：考虑桩间岩土体对前后排桩的作用力与采用比例系数分配滑坡推力2种方法进行设计计算将更符合工程实际情况，且计算结果相近；悬臂长度与滑坡推力对基桩内力与变形的影响程度均最大，截面尺寸对基桩变形的影响程度大于内力；优化设计时应合理确定悬臂长度与分担的滑坡推力，锚固深度宜取1／3～1／2桩长，横梁刚度宜取1．0～2．0倍前后排桩的刚度，根据岩土体性质应使桩间距能够满足产生坡体压力与抗力或传递滑坡推力，可取2．0～40倍斛释。

英文摘要：

The h-type anti-slide pile used in large landslides treatment is divided into two sections according to its bearing and deformation characteristics, which are the anti-slide section and anchorage section. Their bearing and deformation analysis models with the action of the landslide thrust were proposed based on the effecting characteristic of rock-soil mass to the front or back row piles. And their simplified calculation methods of internal force and deformation were also established based on the structure mechanics and pile foundation analysis theory. Then, the simplified calculation method of h-type anti-slide pile was presented. Finally, the influence rules of different loading conditions, pile section size, pile spacing, anchorage depth and other factors to the h-type anti-slide pile internal force and deformation were analyzed by the typical engineering example. The results show that the calculation results with these two methods are more in line with the actual engineering situation and close,which one is calculated by considering the rock-soil mass action force between the front and back row piles and another by distributing the landslide thrust with the proportional coefficient. The affection of cantilever length and landslide thrust to pile internal force and deformation are the greatest. The affection of pile section size to the pile top deformation is more than to the internal force. The cantilever length and landslide thrust should be determined reasonably during optimal design. The anchorage section length can be determined between 1/3 and 1/2 times of pile length. The transverse beam rigidity can be selected between 1.0 and 2.0 times of pile rigidity. And the piles space can be designed between 2.0 and 4.0 times of pile diameter in order to make the rock-soil mass between piles produce pressure and resistance or transfer landslide thrust.