基于滑移线场理论的临坡地基承载力简化分析方法
发布时间：2019-05-21 19:38
【摘要】：在现有相关研究基础上,探讨了无重土平地基Hill破坏模型及其承载力滑移线解和斜坡地基Hill破坏模型及其承载力滑移线解,提出临坡条形基础地基破坏模式应是介于平地基破坏模式和斜坡地基破坏模式两种临界状态之间的一种连续变化模式,在相同边界条件下,改变坡顶距的临坡地基极限承载力滑移线解答则是介于这两种地基状态间的一个连续函数解,并据此构建出临坡条形基础无重土地基的双侧不对称Hill滑动破坏模式.在此研究基础上,通过引入宽度比系数将基底分为两个均布受压区,采用"等代自由面"简化边坡面上滑块的应力影响作用,使临坡一侧受压区极限压力可直接用已有斜坡地基滑移线解表示.通过分析宽度比系数、坡顶距和破坏模式之间的关系,设定了宽度比系数函数,建立出基于滑移线场理论的临坡地基极限承载力确定方法.通过与现有研究成果的对比分析,表明了本文研究方法的可行性与合理性.
[Abstract]:On the basis of the existing research, the Hill failure model of flat foundation without heavy soil and its bearing capacity slip line solution, the Hill failure model of slope foundation and its bearing capacity slip line solution are discussed. It is proposed that the failure mode of slope strip foundation should be a continuous change mode between the failure mode of flat foundation and the failure mode of slope foundation. Under the same boundary conditions, the failure mode of strip foundation should be a continuous change mode between the failure mode of flat foundation and the failure mode of slope foundation. The slip line solution of ultimate bearing capacity of slope foundation with changing slope top distance is a continuous function solution between the two foundation states, and the bilateral asymmetric Hill sliding failure mode of slope bar foundation without heavy soil foundation is constructed. On the basis of this study, the basement is divided into two uniformly distributed compression regions by introducing the width ratio coefficient, and the stress effect of the slider on the slope is simplified by using the "equal generation free surface". The ultimate pressure in the compression zone on one side of the slope can be directly expressed by the slip line solution of the existing slope foundation. By analyzing the relationship between width ratio coefficient, slope top distance and failure mode, the coefficient function of width ratio is set up, and a method for determining the ultimate bearing capacity of slope foundation based on slip line field theory is established. Through the comparative analysis with the existing research results, the feasibility and rationality of the research method in this paper are shown.
【作者单位】： 湖南大学岩土工程研究所;湖南理工学院土木建筑工程学院;
【基金】：国家自然科学基金资助项目(51378198) 高等学校博士学科点专项科研基金资助项目(20130161110017)~~
【分类号】：TU470
本文编号：2482337
[Abstract]:On the basis of the existing research, the Hill failure model of flat foundation without heavy soil and its bearing capacity slip line solution, the Hill failure model of slope foundation and its bearing capacity slip line solution are discussed. It is proposed that the failure mode of slope strip foundation should be a continuous change mode between the failure mode of flat foundation and the failure mode of slope foundation. Under the same boundary conditions, the failure mode of strip foundation should be a continuous change mode between the failure mode of flat foundation and the failure mode of slope foundation. The slip line solution of ultimate bearing capacity of slope foundation with changing slope top distance is a continuous function solution between the two foundation states, and the bilateral asymmetric Hill sliding failure mode of slope bar foundation without heavy soil foundation is constructed. On the basis of this study, the basement is divided into two uniformly distributed compression regions by introducing the width ratio coefficient, and the stress effect of the slider on the slope is simplified by using the "equal generation free surface". The ultimate pressure in the compression zone on one side of the slope can be directly expressed by the slip line solution of the existing slope foundation. By analyzing the relationship between width ratio coefficient, slope top distance and failure mode, the coefficient function of width ratio is set up, and a method for determining the ultimate bearing capacity of slope foundation based on slip line field theory is established. Through the comparative analysis with the existing research results, the feasibility and rationality of the research method in this paper are shown.
【作者单位】： 湖南大学岩土工程研究所;湖南理工学院土木建筑工程学院;
【基金】：国家自然科学基金资助项目(51378198) 高等学校博士学科点专项科研基金资助项目(20130161110017)~~
【分类号】：TU470
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