Stability prediction of rock slopes under seismic loads is important for landslide hazard assessment. For this work we designed and built a model of a slope with a middle locked segment. To investigate its dynamic response characteristics and instability criteria under the influence of an earthquake, comparative experiments on a large-scale shaking table were performed. The results show that the acceleration amplification factor within the model slope is clearly amplified by elevation and surface proximity. There are large differences in the acceleration response for a slope experiencing different types of input wave. The acceleration amplification factor first increases then decreases with the increase of input wave frequency, reaching a maximum value when the frequency is 20 Hz. A similar trend is observed with increasing input wave amplitude; the acceleration amplification factor of the slope generally increases then decreases as the amplitude increases. During the experiments, several cracks form and propagate in the locked segment between the prefabricated crack at the top and the weak interlayer at the bottom. These cracks develop continuously, coalescence into X-shapes, and finally form three sliding surfaces inside the slope. Under continuous vibration, the slope will slide along the three sliding surfaces. Based on cusp catastrophe theory and the experimental data, the relevant instability criteria are established. The critical acceleration amplitude of the dynamic instability of the slope is quantitatively determined to be 0.5 g.

地震荷载作用下岩质边坡的稳定性预测对于滑坡灾害评估具有重要意义。对于这项工作，我们设计并构建了一个带有中间锁定段的斜坡模型。为了研究其在地震影响下的动力响应特性和失稳判据，在大型振动台上进行了对比试验。结果表明，模型坡度内的加速度放大系数明显被高程和地表接近放大。对于经历不同类型输入波的斜坡，加速度响应存在很大差异。加速度放大系数随着输入波频率的增加先增大后减小，当频率为20Hz时达到最大值。随着输入波振幅的增加，观察到类似的趋势；斜率的加速度放大系数通常随着幅度的增加而增加然后减少。在实验过程中，在顶部的预制裂缝和底部的弱夹层之间的锁定段中形成并扩展了几条裂缝。这些裂缝不断发展，合并成X形，最终在斜坡内部形成三个滑动面。在连续振动下，斜坡将沿三个滑动面滑动。基于尖点突变理论和实验数据，建立了相关的失稳判据。定量确定边坡动力失稳临界加速度幅值为0.5 g。在顶部的预制裂纹和底部的弱夹层之间的锁定段中形成并扩展了几个裂纹。这些裂缝不断发展，合并成X形，最终在斜坡内部形成三个滑动面。在连续振动下，斜坡将沿三个滑动面滑动。基于尖点突变理论和实验数据，建立了相关的失稳判据。定量确定边坡动力失稳临界加速度幅值为0.5 g。在顶部的预制裂纹和底部的弱夹层之间的锁定段中形成并扩展了几个裂纹。这些裂缝不断发展，合并成X形，最终在斜坡内部形成三个滑动面。在连续振动下，斜坡将沿三个滑动面滑动。基于尖点突变理论和实验数据，建立了相关的失稳判据。定量确定边坡动力失稳临界加速度幅值为0.5 g。斜坡将沿着三个滑动面滑动。基于尖点突变理论和实验数据，建立了相关的失稳判据。定量确定边坡动力失稳临界加速度幅值为0.5 g。斜坡将沿着三个滑动面滑动。基于尖点突变理论和实验数据，建立了相关的失稳判据。定量确定边坡动力失稳临界加速度幅值为0.5 g。