陡坡段双桩-柱基础与普通桩基存在较大的差异性，其承载变形特性更为复杂。首先，在探讨陡坡段双桩-柱基础承载机制的基础上，针对纵、横坡向双桩-柱基础分别提出了对应的简化分析模型；其次，基于桩侧受均布力的基桩内力变形分析方法建立出陡坡段纵、横坡向双桩-柱基础简化计算方法，并通过实例对比分析验证了该方法的可行性；然后，采用典型工程案例系统分析了桩径、滑坡体厚度、剩余下滑力集度及地基水平抗力系数的比例系数等因素对基桩桩顶水平位移与桩身最大弯矩的影响规律，结果表明，各因素对两者的影响规律相似，基桩受荷段的陡坡效应显著，而承载变形段的深度效应则不明显；最后，建议工程设计时应优先考虑增大桩径，但不宜大于2.5 m，另可调整基础位置以减小剩余下滑力的影响，进而减少工程失稳风险，而不同工况的分析结果曲线则可用于工程优化设计。

There are significant differences between the double pile-column foundation and the common pile foundation in abrupt slope. And the bearing capacity and deformation behaviors of double pile-column foundations in abrupt slope are more complex. Simplified models were developed to analyze the bearing mechanism of lengthways and lateral double pile-column foundations in abrupt slope, and were derived using the internal force of common pile subjected to the horizontal uniform force applied on the shaft. The proposed model was verified and its influencing factors were analyzed by a typical engineering project, including pile diameter, sliding body thickness, residual sliding force, proportional coefficient of ground level resistance modulus, on the pile-top horizontal displacement and pile maximum bending moment. The results indicated similar impact by these factors, and salient potential sliding body on the load acting section, and subtle influence of the depth on the load bearing section. Larger pile diameters within 2.5 m are preferred to control the pile deformation and bending moment. Foundation locations can also be changed to reduce the influence of residual sliding force, and lower the instability risk of the pile-column foundation in abrupt slop. The results under different conditions imply optimization design in engineering practices.