Major damage has been reported in hilly areas after major earthquakes, primarily because of two special conditions: the variation in the seismic ground motion due to the inclined ground surface and the irregularities caused by a stepped base level in the structure. The aim of this study is to evaluate possible differences in the responses of Chilean hillside buildings through numerical linear-elastic and nonlinear analyses. In the first step, a set of response-spectrum analyses were performed on four simplified 2D structures with mean base inclination angles of 0°, 15°, 30°, and 45°. The structures were designed to comply with Chilean seismic codes and standards, and the primary response parameters were compared. To assess the seismic performance of the buildings, nonlinear static (pushover) and dynamic (time-history) analyses were performed with SeismoStruct software. Pushover analyses were used to compare the nonlinear response at the maximum roof displacement and the damage patterns. Time-history analyses were performed to assess the nonlinear dynamic response of the structures subjected to seismic ground motions modified by topographic effects. To consider the topographic modification, acceleration records were obtained from numerical models of soil, which were calculated using the rock acceleration record of the M_w 8.0 1985 Chilean earthquake. Minor differences in the structure responses (roof displacements and maximum element forces and moments) were caused by the topographic effects in the seismic input motion, with the highly predominant ones being the differences caused by the step-back configuration at the base of the structures. High concentrations of shear forces in short walls were observed, corresponding to the walls located in the upper zone of the foundation system. The response of the structures with higher angles was observed to be more prone to fragile failures due to the accumulation of shear forces. Even though hillside buildings gain stiffness in the lower stories, resulting in lower design roof displacement, maximum roof displacements for nonlinear time-history analyses remained very close for all the models that were primarily affected by the drifts of the lower stories. Additionally, vertical parasitic accelerations were considered for half the time-history analyses performed here. The vertical component seems to considerably modify the axial load levels in the shear walls on all stories.

据报道，大地震后丘陵地区发生了严重破坏，主要是由于两个特殊情况：倾斜地面引起的地震地震动的变化以及结构中阶梯状基础高度引起的不规则性。这项研究的目的是通过数值线性弹性和非线性分析来评估智利山坡建筑在响应方面的可能差异。第一步，对四个简化的2D结构进行了一组响应频谱分析，这些结构的平均基本倾斜角分别为0°，15°，30°和45°。结构设计符合智利地震法规和标准，并对主要响应参数进行了比较。为了评估建筑物的抗震性能，使用SeismoStruct软件进行了非线性静态（推动）和动态（时间历史）分析。推覆分析用于比较最大屋顶位移和破坏模式下的非线性响应。进行了时程分析，以评估受地形影响修改的地震地震动引起的结构的非线性动力响应。为了考虑地形变化，从土壤的数值模型获得了加速度记录，这些数据是使用岩石的加速度记录来计算的。进行了时程分析，以评估受地形影响修改的地震地震动引起的结构的非线性动力响应。为了考虑地形变化，从土壤的数值模型获得了加速度记录，这些数据是使用岩石的加速度记录来计算的。进行了时程分析，以评估受地形影响修改的地震地震动引起的结构的非线性动力响应。为了考虑地形变化，从土壤的数值模型获得了加速度记录，这些数据是使用岩石的加速度记录来计算的。中号_{w ^}8.0 1985年智利地震。结构响应（屋顶位移以及最大单元力和力矩）的微小差异是由地震输入运动中的地形效应引起的，而高度主要的差异是由结构底部的后退配置引起的差异。观察到短壁中的剪切力集中度很高，对应于位于基础系统上部区域的壁。由于剪切力的积累，观察到具有较大角度的结构的响应更易于发生脆性破坏。即使山坡建筑物在较低楼层获得刚度，导致较低的设计屋顶位移，非线性时程分析的最大屋顶位移对于所有主要受下部楼层漂移影响的模型而言仍然非常接近。此外，此处执行的时间历史分析的一半考虑了垂直寄生加速度。垂直分量似乎在所有楼层上都大大改变了剪力墙中的轴向载荷水平。