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针对实际工程中墙后作用有不同分布模式的条形荷载、填土为黏性土,墙背与填土间存在黏着力,采用库仑土压力理论假设,从滑动楔体处于极限平衡状态时力的静力平衡条件出发,推导了适用多种复杂条件下的主动土压力计算式,并给出临界破裂角的显式解答以及各理论计算式适用范围的边界条件。该公式在多段条形荷载作用下可扩展应用,对于不分段条形荷载,只需作相应的简化后便可按相同的方法求解。受边界条件的限制,该公式存在一定的无解区。算例分析结果表明:条形荷载不同分布模式下,相关文献方法提出的主动土压力计算式与该公式的计算结果完全一致;由于未考虑条形荷载对滑动楔体临界破裂解的影响,规范方法得到的主动土压力偏小。
In view of the fact that there are strip-shaped loads with different distribution modes in the actual project, the filling is clayey soil, and the adhesion between the back and the fill is existed. Based on Coulomb’s earth pressure theory, when the sliding wedge is in equilibrium state Based on the static equilibrium conditions, the formula of active earth pressure under a variety of complicated conditions is deduced, and the explicit solution of the critical fracture angle and the boundary conditions of the applicable range of each theoretical formula are given. The formula can be expanded and applied under the effect of multi-section bar load. For the non-section bar load, the formula can be solved in the same way only after corresponding simplification. Due to the limitation of boundary conditions, there is a certain area of no solution in this formula. The results of the example analysis show that the formula of active earth pressure proposed by the relevant literature method is exactly the same with that of the formula under the different distribution modes of the bar load. Since the influence of the bar load on the critical cracking of the sliding wedge is not considered, The active earth pressure obtained by the method is small.