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基于场变量的强度折减法,以三维一般边坡和陡边坡作为算例模型,对非均质边坡的折减范围进行研究。研究中借鉴某学者研究成果,在ABAQUS中对岩体材料的抗剪强度参数(c,?)和抗拉强度参数T同时进行强度折减,并结合目前边坡失稳判据存在的不足,提出采用坡体内关键部位特征点位移增量??与强度折减系数增量t?F之比值t???F和强度折减系数tF关系曲线的突变点来确定边坡的临界失稳状态。结果表明,对于一般边坡,只有当黏聚力相差不大的情况下,对黏聚力较小土层实施局部折减才能得到合理的安全系数,对于坡体内存在岩质相差较大的边坡建议采用整体强度折减,相反对于高陡三维边坡而言对相对较软的岩体进行局部折减可以得出较为可信的结果。通过与传统特征点位移法判据相比较,验证了t t???F-F法的实用性和合理性,同时基于该判据计算出桥基边坡运营期间的安全系数,可为岸坡治理提供理论依据。。
Based on the field variable strength reduction method, three-dimensional general slope and steep slope are taken as an example to study the reduction range of heterogeneous slope. In this study, we draw on the research results of a scholar and simultaneously deduce the strength reduction of the shear strength parameter (c ,?) and tensile strength parameter T of rock mass in ABAQUS. Combined with the shortcomings of current slope instability criterion, It is proposed that the critical instability state of slope should be determined by using the change point of the relationship between the displacement increment of the characteristic points of the key part in the slope body and the ratio t F of the strength reduction coefficient increment t F and the strength reduction coefficient t F . The results show that for the general slopes, a reasonable safety factor can be obtained only by partial reduction of the cohesive layer only when the cohesive force is not much different. For the slope with large difference in rock quality A slope reduction is recommended for the overall strength reduction, whereas a more credible result can be obtained by locally reducing the relatively softer rock mass for steep three-dimensional slopes. Compared with the traditional method of displacement of characteristic points, the practicality and rationality of tt ?? FF method are validated, and the safety factor of the bridge-based slope during operation is calculated based on the criterion, which can provide the bank slope management Theoretical basis. .