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在强震动力作用下,边坡常会产生较大的永久位移,且抗滑桩锚固段顶端前侧局部地层易进入塑性屈服状态,这在传统的悬臂式抗滑桩抗震设计计算中没有给予充分考虑。基于Nemark滑块位移法和极限分析原理,提出了考虑边坡设计安全系数和地震永久位移的作用于抗滑桩上设计滑坡推力的计算方法;同时,根据锚固段地层进入塑性屈服状态的情况提出把锚固段分为塑性区锚固段和弹性区锚固段分别计算,前者按极限地层反力法采用悬臂梁模型计算,后者按照弹性地基梁模型计算,在两者界面处需满足桩体内力和变形以及地层反力的连续条件。结合一土质边坡工程算例,给出了所提出的悬臂式抗滑桩抗震设计三段分析法的具体计算过程和结果,进一步表明所提出的方法具有技术合理性和经济性。
Under the action of strong earthquake, the slope often produces a large permanent displacement, and the local strata in the front of the anti-slide pile anchor section tend to enter the plastic yield state, which is not given enough in the traditional cantilever anti-slide pile seismic design calculation consider. Based on the Nemark slider displacement method and the limit analysis principle, the calculation method of landslide thrust on the anti-slide piles considering the design safety factor of the slope and the permanent displacement of the earthquake is put forward. At the same time, according to the condition that the anchor formation enters the plastic yield state The anchorage section is divided into the plastic section anchorage section and the elastic section anchorage section respectively. The former is calculated by the cantilever beam model according to the limit stratigraphic reaction force method. The latter is calculated according to the elastic foundation beam model. Deformation and stratification reaction of the continuous conditions. Combined with a soil engineering example, the concrete calculation process and result of the proposed three-section analysis method for anti-seismic design of cantilever anti-slide piles are given. The results show that the proposed method is technically rational and economical.