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地震多发区的刚性挡土墙设计,确定地震主动土压力大小及合力作用点位置至关重要,但以往国内外学者多采用拟静力学法进行分析计算。为使理论分析更贴近实际,设地震时墙后填土受到正弦式稳态振动作用并考虑时间和相位差,采用拟动力学的极限平衡方法(仍假定土中破裂面为平面),分析并建立了无粘性填料的墙背及填土面倾斜刚性挡墙地震主动土压力系数、压应力分布及其合力计算公式。在此基础上,探究了填土摩擦角φ、墙背与土摩擦角δ、墙背倾角α、填土面倾角i以及水平与竖向地震加速度对最危险破裂面倾角θ、主动土压力系数及土压应力分布的影响。与已有分析方法比较,该文提出的地震主动土压力呈非线性分布的结论更加符合工程实际。
It is very important to design the rigid retaining wall in the earthquake-prone area to determine the magnitude of active earth pressure and the location of the joint force point. However, the scholars at home and abroad often use the quasi-static method to analyze and calculate. In order to make the theoretical analysis closer to reality, suppose that the backfill of the wall is affected by the sinusoidal steady-state vibration and the time and phase difference are considered in the earthquakes. The limit equilibrium method of quasi-dynamic (assuming the rupture plane in the soil is still flat) The seismic active earth pressure coefficient, the compressive stress distribution and the resultant force formula of wallless and filled inclined wall with viscous filler were established. On this basis, the relationship between the friction angle of the soil filling φ, the angle of friction between the back of the soil and the soil δ, the angle α of the back of the wall, the inclination i of the filling surface and the inclination θ of the horizontal and vertical earthquake acceleration to the most dangerous fracture surface, And the influence of soil compressive stress distribution. Compared with the existing analysis methods, the conclusion that the active earth pressure in the paper presented nonlinear distribution is more in line with engineering practice.