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Baker提出的非线性破坏准则是一种广义的岩土体强度准则,常规的M-C强度准则、格里菲斯强度准则以及Hoek-Brown强度准则均为其特例。该准则通过大量的三轴试验引入无量纲强度参数A,n和T,其中A为尺度参数用于控制剪切强度的大小;n为准则曲线的次数用于控制曲率;T为转换参数用于控制准则曲线与σ轴的位置,并反映其无量纲拉伸强度。以Baker非线性强度准则为基础,以极限分析上限法为工具,采用“切线法”思想研究了静、动荷载下边坡的稳定性,将边坡的稳定性问题转化为含多变量的数学优化问题,并给出其最优解。通过算例分析,研究了非线性强度参数对边坡稳定系数与屈服加速度系数的影响。结果表明:边坡稳定系数随无量纲参数A,T的增大而增大;边坡屈服加速度系数随坡高、坡角的增加而降低。
The nonlinear failure criterion proposed by Baker is a general criterion for strength of rock and soil mass. The conventional M-C strength criterion, Griffiths strength criterion and Hoek-Brown strength criterion are all special cases. This guideline introduces dimensionless intensity parameters A, n and T through a number of triaxial tests, where A is the scale parameter used to control the magnitude of the shear strength; n is the number of guideline curves used to control the curvature; T is the conversion parameter used to The control criterion curve is plotted against the sigma-axis and reflects its dimensionless tensile strength. Based on the Baker nonlinear strength criterion and the limit analysis upper bound method as the tool, the stability of the slope under static and dynamic loads is studied by using the tangent method, and the stability of the slope is transformed into a multi-variable Mathematical optimization problems, and give the optimal solution. The influence of nonlinear strength parameters on slope stability coefficient and yield acceleration coefficient is studied by numerical examples. The results show that the slope stability factor increases with the increase of dimensionless parameters A and T. The yield acceleration coefficient of slope decreases with the increase of slope height and slope angle.