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溃屈破坏是顺倾层状岩质边坡的主要失稳破坏形式之一,类似于经典的欧拉压杆失稳理论,但又有着明显的差异。本文在对二者异同的力学本质进行阐述的基础上,首先基于前人研究成果,把自重荷载作用下直立岩层不致发生溃屈失稳破坏的临界高度计算公式推广到一般的顺倾层状岩质边坡。结果表明,由本文提出的计算方法得到的顺倾层状岩质边坡不致发生溃屈失稳破坏的临界高度仅约为其他研究者相应计算结果的75%。同时,基于岩石力学行为服从统计损伤模型的假设,提出了相应的顺倾层状岩质边坡失稳计算模型,作为对上述计算方法的改进和完善。通过研究计算参数m、ε0的变化对计算结果的影响发现,二者对计算结果有较大影响,这说明在类似问题中考虑岩石的损伤演化特性是十分必要的。
The collapse and collapse are one of the major failure modes of bedding rock slope, similar to the classical Euler failure theory, but there are obvious differences. Based on the research results of predecessors, this paper generalizes the critical heights of buckling buckling failure in upright strata subjected to self-contained load to the general progressive strata Slope quality. The results show that the critical heights of failure to buckling and buckling of the rock slope along the inclined plane obtained by the calculation method proposed in this paper are only about 75% of those calculated by other researchers. At the same time, based on the hypothesis that the rock mechanics behavior obeys the statistical damage model, a corresponding calculation model of bedding rock slope failure is put forward as an improvement and perfection of the above calculation method. By studying the influence of the parameters m and ε0 on the calculation results, it is found that both of them have great influence on the calculation results, which shows that it is necessary to consider the damage evolution characteristics of rocks in similar problems.