考虑到主应力旋转、时间效应和墙背倾角的影响,根据滑动土体的总力平衡,采用拟动力方法推导出了地震主动破裂角的新解。通过水平微分层方法,得到了倾斜刚性挡土墙在平移下的法向地震主动土压力及其系数的新微分方程。然后,利用常微分方程的龙格-库塔法获得数值解,讨论了参数(即振动周期时间、墙背倾角、回填土内摩擦角、墙土摩擦角、墙体高度、水平和垂直地震加速度系数的振幅)对地震主动破裂角、地震主动土压力及其系数的影响。此外,采用本文方法的计算值与现有的拟静力和拟动力法,将地震主动土压力及其系数进行了比较,结果表明:地震主动破裂角、地震主动土压力及其系数均随时间呈周期性变化,地震主动土压力沿墙高呈非线性分布,本文方法得到的地震主动土压力及其系数大于现有拟静力方法得到的值。
Considering the influence of principal stress rotation, time effect and wall back inclination, a new solution of seismic active failure angle is derived by using pseudo-dynamic method according to the total force balance of sliding soil. Through the horizontal differential layer method, a new differential equation of the normal seismic active earth pressure and its coefficient of the inclined rigid retaining wall under translation is obtained. Then, the Runge-Kutta method of ordinary differential equation is used to obtain the numerical solution, and the influence of parameters (i.e. vibration cycle time, wall back inclination, internal friction angle of backfill, wall soil friction angle, wall height, the amplitude of horizontal and vertical seismic acceleration coefficient) on the seismic active failure angle, as well as the seismic active earth pressure and its coefficient are discussed. In addition, the seismic active earth pressure and its coefficients calculated by the proposed method are compared with the existing pseudo-static and pseudo-dynamic methods. The results show that: The seismic active failure angle, the seismic active earth pressure and its coefficient change periodically with time, and the seismic active earth pressure distribution along the wall height is nonlinear. The seismic active earth pressure and its coefficient obtained by this method are larger than those obtained by the existing quasi-static method.
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