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为掌握骨架防护结构对路基边坡浅层土体稳定性,基于无限长斜坡浅层顺坡平面失稳模式,开展了矩形横、竖骨架与浅层滑动土体相互作用分析,讨论了骨架框内土体的破坏模式及相应判别方法,构建了以工程造价为目标函数的结构优化模型。分析表明:边坡浅层土体存在沿骨架底部剪切滑动、横骨架挡土被动破坏的两种模式,且模式转换阈值lsp主要受土体强度、骨架和边坡几何参数影响;边坡浅层稳定安全系数随骨架宽度和厚度的增大分别呈现线性和指数型增加的规律,而随骨架横、竖净距增大均呈现幂函数型降低的规律;lv=lsp是在边坡浅层稳定性为约束条件下的矩形骨架最优竖向净距,最优横向净距主要受施工费在总造价中所占权重的影响,并随每延米施工费所占比率的增加而增大。
In order to grasp the stability of the shallow soil body of the subgrade slope by the skeleton protective structure, based on the instability mode of the shallow slope along the infinite slope, the interaction between the rectangular horizontal and vertical skeletons and the shallow sliding soil was analyzed. The soil damage model and the corresponding discriminating method, a structural optimization model with the engineering cost as the objective function is constructed. The analysis shows that there are two modes of shallow soil along the bottom of the slope: shearing and sliding along the bottom of the slope and passive failure of the transverse skeleton retaining. The mode switching threshold lsp is mainly affected by soil strength, skeleton and slope geometry parameters. Lv = lsp is the law of shallow function in the shallow slope of the slope, which is linear and exponential increasing with the increase of the width and thickness of the skeleton. The stability is the optimal vertical clearance of the rectangular frame under the constraint conditions. The optimal horizontal clearance is mainly affected by the weight of the construction cost in the total construction cost, and increases with the increase of the construction cost per delay .