有限填土路堤挡土墙主动土压力研究
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摘要
采用FLAC~(3D)软件建立有限差分数值模型,对有限填土路堤挡土墙的主动土压力进行研究,分析了挡土墙后有限填土由静止状态逐渐到主动极限平衡状态的过程,分别对有限填土条件下滑动面的发展规律及到达主动极限平衡状态所需要的位移、土压力的大小和分布进行了研究.结果表明:土体达到极限平衡状态所需要的位移随着路堤坡角的增大而增大;临界倾角小于依据库仑土压力理论得到的滑动面倾角;当墙后路堤边坡坡角增大至30°时,滑动面下部沿基岩面发展,上部在土体中发展;当基岩面倾角大于临界倾角时,采用库仑土压力理论将高估挡土墙的土压力.
The finite difference numerical model was built by FLAC~(3D) software to investigate the active earth pressures acting on the embankment retaining wall of limited backfill.The process of the earth pressure from at-rest to active limit equilibrium conditions was discussed.The development of sliding surface,the displacement required by the active condition,the magnitude and distribution of active earth pressure were all studied.It is shown that the displacement required by the active condition increases with the increase of the slope of embankment.The critical inclination of sliding surface is less than the theoretical value that derived by Coulomb theory.When the slope of embankment is larger than 30°,the lower part of sliding surface develops along the bedrock surface,while the upper part of sliding surface develops in filling soils.When the inclination of bedrock is larger than the critical value,the Coulomb earth pressure theory will overestimate the earth pressure.
The finite difference numerical model was built by FLAC~(3D) software to investigate the active earth pressures acting on the embankment retaining wall of limited backfill.The process of the earth pressure from at-rest to active limit equilibrium conditions was discussed.The development of sliding surface,the displacement required by the active condition,the magnitude and distribution of active earth pressure were all studied.It is shown that the displacement required by the active condition increases with the increase of the slope of embankment.The critical inclination of sliding surface is less than the theoretical value that derived by Coulomb theory.When the slope of embankment is larger than 30°,the lower part of sliding surface develops along the bedrock surface,while the upper part of sliding surface develops in filling soils.When the inclination of bedrock is larger than the critical value,the Coulomb earth pressure theory will overestimate the earth pressure.
引文
[1]张孝彬,乐金朝,马清文.分层有限填土路基挡土墙主动土压力计算[J].中外公路,2014,34(6):16-20.
[2]中华人民共和国住房和城乡建设部.GB50007-2011建筑地基基础设计规范[S].北京:中国建筑工业出版社,2011.
[3]中华人民共和国住房和城乡建设部.GB50330-2013建筑边坡工程技术规范[S].北京:中国建筑工业出版社,2013.
[4]FRYDMAN S,KEISSAR I.Earth pressure on retaining walls near rock faces[J].Journal of Geotechnical Engineering,1987,113(6):586-599.
[5]马平,秦四清,钱海涛.有限土体主动土压力计算[J].岩石力学与工程学报,2008,27(S1):3070-3074.
[6]应宏伟,黄东,谢新宇.考虑邻近地下室外墙侧压力影响的平动模式挡土墙主动土压力研究[J].岩石力学与工程学报,2011,30(S1):2970-2978.
[7]杨明辉,戴夏斌,赵明华,等.墙后有限宽度无黏性土主动土压力试验研究[J].岩土工程学报,2016,38(1):131-137.
[8]朱伟.考虑有限土体及挡墙变位影响的土压力试验与理论研究[D].杭州:浙江大学建筑工程学院,2014.
[9]FAN C C,FANG Y S.Numerical solution of active earth pressures on rigid retaining walls built nearrock faces[J].Computer and Geotechnics,2010,37(6):1023-1029.
[10]郑俊杰,吴文彪,曹文昭,等.桩基挡墙支挡结构极限状态及稳定性分析[J].华中科技大学学报:自然科学版,2016,44(4):74-78.
[11]MOHAMAD M E,IBRAHIM I S,ABDULLAH R,et al.Friction and cohesion coefficients of composite concrete-to-concrete bond[J].Cement and Concrete Composites,2015,56:1-14.
[12]FANG Y S,ISHIBASHI I.Static earth pressure pressures with various wall movement[J].Journal of Geotechnical Engineering,1986,112(3):317-332.
[13]陈页开.挡土墙上土压力的试验研究与数值分析[D].杭州:浙江大学建筑工程学院,2001.
[14]胡俊强,张永兴,陈林,等.非极限状态挡土墙主动土压力研究[J].岩土工程学报,2013,35(2):381-387.
[15]陈林.不同变位模式下挡土墙主动土压力计算方法研究[D].重庆:重庆大学土木工程学院,2010.
[16]郑烨,陈振华,张开伟,等.不同填料下钱塘江古海塘塘背土压力现场试验研究[J].岩土力学,2014,35(6):1623-1628.
[2]中华人民共和国住房和城乡建设部.GB50007-2011建筑地基基础设计规范[S].北京:中国建筑工业出版社,2011.
[3]中华人民共和国住房和城乡建设部.GB50330-2013建筑边坡工程技术规范[S].北京:中国建筑工业出版社,2013.
[4]FRYDMAN S,KEISSAR I.Earth pressure on retaining walls near rock faces[J].Journal of Geotechnical Engineering,1987,113(6):586-599.
[5]马平,秦四清,钱海涛.有限土体主动土压力计算[J].岩石力学与工程学报,2008,27(S1):3070-3074.
[6]应宏伟,黄东,谢新宇.考虑邻近地下室外墙侧压力影响的平动模式挡土墙主动土压力研究[J].岩石力学与工程学报,2011,30(S1):2970-2978.
[7]杨明辉,戴夏斌,赵明华,等.墙后有限宽度无黏性土主动土压力试验研究[J].岩土工程学报,2016,38(1):131-137.
[8]朱伟.考虑有限土体及挡墙变位影响的土压力试验与理论研究[D].杭州:浙江大学建筑工程学院,2014.
[9]FAN C C,FANG Y S.Numerical solution of active earth pressures on rigid retaining walls built nearrock faces[J].Computer and Geotechnics,2010,37(6):1023-1029.
[10]郑俊杰,吴文彪,曹文昭,等.桩基挡墙支挡结构极限状态及稳定性分析[J].华中科技大学学报:自然科学版,2016,44(4):74-78.
[11]MOHAMAD M E,IBRAHIM I S,ABDULLAH R,et al.Friction and cohesion coefficients of composite concrete-to-concrete bond[J].Cement and Concrete Composites,2015,56:1-14.
[12]FANG Y S,ISHIBASHI I.Static earth pressure pressures with various wall movement[J].Journal of Geotechnical Engineering,1986,112(3):317-332.
[13]陈页开.挡土墙上土压力的试验研究与数值分析[D].杭州:浙江大学建筑工程学院,2001.
[14]胡俊强,张永兴,陈林,等.非极限状态挡土墙主动土压力研究[J].岩土工程学报,2013,35(2):381-387.
[15]陈林.不同变位模式下挡土墙主动土压力计算方法研究[D].重庆:重庆大学土木工程学院,2010.
[16]郑烨,陈振华,张开伟,等.不同填料下钱塘江古海塘塘背土压力现场试验研究[J].岩土力学,2014,35(6):1623-1628.