考虑挡墙变位模式的有限土体主动土压力试验研究
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摘要
经典土压力理论中假定墙背后土体为半无限空间,墙后土体宽度减小至一定宽度时就不再适用。为研究有限宽度土体情况下的土压力分布特性,设计有限土体自动控制模型试验装置,采用福建标准砂,在测试砂土的物理力学特性和标定土压力量测元器件基础上,开展挡土墙绕墙趾及墙顶转动、平动等3种变位模式下的有限土体主动土压力分布特性模型试验研究;同时,运用极限平衡法计算得到各组试验主动土压力合力,与模型试验开展对比分析。试验结果表明:各填土宽度砂土主动土压力试验的破裂面均为直线,当宽度减小到一定值时,土体破裂棱体均由三角形变为梯形;随着填土宽度的减小,墙后土压力合力也随之减小;3种不同变位模式下土压力分布规律不同;极限平衡法计算结果与试验结果存在一定差异,最大相差6.1%。
The classical earth pressure theory assumes the soil behind the wall is a semi-infinite space, however, it is no longer applicable when the width of the soil behind the wall decreases to a certain width. In order to study the earth pressure distribution characteristics in the case of soil with finite width, the automatic control model test device for finite soil was designed. The physical and mechanical properties of sandy soil were tested and the soil pressure force measuring elements were calibrated, then the three kinds of model tests, which were the rotation around the toe, the rotation around the top and translational motion of the wall, of limited active soil pressure distribution of the retaining wall were carried out by using Fujian standard sand. At the same time, the active earth pressure combined force of each group was calculated by the limit equilibrium method and the comparative analysis with model experiment were carried out. The test results show that the failure plane of the active soil pressure test of sandy soil with limited width is straight line. When the width decreases to a certain value, the soil failure surface changes from triangle to trapezoid, and as the width of the soil decreases, the resultant earth pressures behind the wall are also reduced, and the distribution law of earth pressure is different under three different displacement modes, in addition, the calculation results of limit equilibrium method are different from the test results, and the maximum difference is 6.1%.
The classical earth pressure theory assumes the soil behind the wall is a semi-infinite space, however, it is no longer applicable when the width of the soil behind the wall decreases to a certain width. In order to study the earth pressure distribution characteristics in the case of soil with finite width, the automatic control model test device for finite soil was designed. The physical and mechanical properties of sandy soil were tested and the soil pressure force measuring elements were calibrated, then the three kinds of model tests, which were the rotation around the toe, the rotation around the top and translational motion of the wall, of limited active soil pressure distribution of the retaining wall were carried out by using Fujian standard sand. At the same time, the active earth pressure combined force of each group was calculated by the limit equilibrium method and the comparative analysis with model experiment were carried out. The test results show that the failure plane of the active soil pressure test of sandy soil with limited width is straight line. When the width decreases to a certain value, the soil failure surface changes from triangle to trapezoid, and as the width of the soil decreases, the resultant earth pressures behind the wall are also reduced, and the distribution law of earth pressure is different under three different displacement modes, in addition, the calculation results of limit equilibrium method are different from the test results, and the maximum difference is 6.1%.
引文
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[12]张健,王新征,胡瑞林.RB模式下挡土墙主动土压力强度的计算研究[J].铁道科学与工程学报,2016,13(4):675-681.ZHANG Jian,WANG Xinzheng,HU Ruilin.The study on active earth pressure against rigid retaining wall rotating about the base[J].Journal of Railway Science and Engineering,2016,13(4):675-681.
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[2]高印立.极限分析法计算有限范围土体土压力[J].建筑结构,2001,17(8):66-68.GAO Yinli.Calculation of finite earth pressure by limit analysis[J].Building Structures,2001,17(8):66-68.
[3]高印立.有限土体土压力的计算探讨[J].建筑结构,2000,16(5):53-56.GAO Yinli.The calculation of finite earth pressure[J].Building Structures,2000,16(5):53-56.
[4]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(增刊1):3070-3074.MA Ping,QIN Siqing,QIAN Haitao.Calculation of active earth pressure for limited soils[J].Chinese Journal of Rock Mechanics and Engineering,2008,27(Suppl 1):3070-3074.
[5]Greco V.Active thrust on retaining walls of narrow backfill width[J].Computers and Geotechnics,2013,50:66-78.
[6]林松.非线性破坏准则下被动土压力的计算[J].铁道科学与工程学报,2008,5(4):50-54.LIN Song.Calculation of passive earth pressure with nonlinear failure criterion[J].Journal of Railway Science and Engineering,2008,5(4):50-54.
[7]Khosravi M H,Pipatpongsa T,Takemura J.Experimental analysis of earth pressure against rigid retaining walls under translation mode[J].Geotechnique,2013,63(12):1020.
[8]方焘,王海龙,杨锐锐,等.放坡条件下有限土体主动土压力计算[J].华东交通大学学报,2016,33(4):50-55.FANG Tao,WANG Hailong,YANG Ruirui,et al.Active earth pressure calculation of limited soil in grading conditions[J].Journal of East China Jiaotong University,2016,33(4):50-55
[9]张亮,罗杰.孔隙水作用下的二级边坡挡土墙被动土压力上限研究[J].铁道科学与工程学报,2015,12(2):97-302.ZHANG Liang,LUO Jie.Upper bound analysis of passive earth pressure for reinforced slope under pore water pressure[J].Journal of Railway Science and Engineering,2015,12(2):297-302.
[10]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.YANG Minghui,DAI Xiabin,ZHAO Minghua,et al.Experimental study on active earth pressure of cohesionless soil with limited width behind retaining wall[J].Chinese Journal of Geotechnical Engineering,2016,38(1):131-137.
[11]王洪亮,宋二祥,宋福渊.紧邻既有建筑基坑有限土体主动土压力计算方法[J].工程力学,2014,31(4):76-81.WANG Hongliang,SONG Erxiang,SONG Fuyuan.Calclulation of active earth pressure for limited soil between existing building and excavation[J].Engineering Mechanics,2014,31(4):76-81
[12]张健,王新征,胡瑞林.RB模式下挡土墙主动土压力强度的计算研究[J].铁道科学与工程学报,2016,13(4):675-681.ZHANG Jian,WANG Xinzheng,HU Ruilin.The study on active earth pressure against rigid retaining wall rotating about the base[J].Journal of Railway Science and Engineering,2016,13(4):675-681.
[13]FANG Y S,CHENG F P,CHEN R C,et al.Earth pressures under general wall movements[J].Geotechnical Engineering,1993,24(2):113-131.