基于二楔块法的加筋土挡墙屈服加速度及破坏模式极限分析
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摘要
加筋土挡墙具有优越的抗震性能,并在土建工程中被广泛应用,因此,加筋土挡墙抗震设计方法的研究尤为重要。为了能够分析加筋体内部筋材布置方式、筋材抗拉强度等对屈服加速度的影响,假定破坏模式为双楔块模式,根据极限分析理论推导了加筋土挡墙屈服加速度系数表达式。与规范计算值相比,计算结果更接近模型测试值与数值模拟结果,同时计算方法可以反映模型的真实破坏模式。参数分析表明:屈服加速度随着筋材抗拉强度的增大而增大,特别是筋材长度较长时;随着筋材竖向间距的增大,屈服加速度逐渐减小;面板的宽度对屈服加速度几乎不产生影响;与面板宽度相比,筋材抗拉强度与竖向间距对加筋土挡墙破裂面形状的影响更大。
Reinforced soil retaining walls are widely used in the civil engineering because of their excellent seismic performance. The study on the seismic design method of reinforced soil retaining walls is particularly important. To analyze the effect of arrangement and tensile strength of reinforcement on the yield acceleration, the equation of coefficient of yield acceleration is derived based on limit analysis theory assuming a two-wedge form of the failure mode. Compared with the values calculated by the design codes, the results obtained by the proposed method are closer to the experimental test and the numerical simulation. Meanwhile, the proposed method can reflect the real failure mode of the models. Parametric analysis shows that: the yield acceleration increases gradually with the increase of the tensile strength of the reinforcement, especially when the reinforcement is longer; the yield acceleration decreases with the increase of vertical spacing of the reinforcement; the width of the panel facing barely affect the yield acceleration; compared with the width of the panel facing, the tensile strength and the vertical spacing of the reinforcement impact significantly on the failure shape.
Reinforced soil retaining walls are widely used in the civil engineering because of their excellent seismic performance. The study on the seismic design method of reinforced soil retaining walls is particularly important. To analyze the effect of arrangement and tensile strength of reinforcement on the yield acceleration, the equation of coefficient of yield acceleration is derived based on limit analysis theory assuming a two-wedge form of the failure mode. Compared with the values calculated by the design codes, the results obtained by the proposed method are closer to the experimental test and the numerical simulation. Meanwhile, the proposed method can reflect the real failure mode of the models. Parametric analysis shows that: the yield acceleration increases gradually with the increase of the tensile strength of the reinforcement, especially when the reinforcement is longer; the yield acceleration decreases with the increase of vertical spacing of the reinforcement; the width of the panel facing barely affect the yield acceleration; compared with the width of the panel facing, the tensile strength and the vertical spacing of the reinforcement impact significantly on the failure shape.
引文
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[14]MATSUO O,YOKOYAMA K,SAITO Y.Shaking table tests and analyses of geosynthetic-reinforced soil retaining walls[J].Geosynthetics International,1998,5(1-2):97-126.
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[16]邹维列,冷建军,王协群.重力式加筋土挡墙的工作性能和土压力计算[J].岩土力学,2011,32(2):70-75.ZOU Wei-lie,LENG Jian-jun,WANG Xie-qun.Numerical analysis of working properties and soil pressure calculation of geosynthetic-reinforced soil gravity retaining wall[J].Rock and Soil Mechanics,2011,32(2):70-75.
[2]SABERMAHANI M,GHALANDARZADEH A,FAKHER A.Experimental study on seismic deformation modes of reinforced-soil walls[J].Geotextiles and Geomembranes,2009,27(2):121-136.
[3]包承纲,丁金华,汪明元.极限平衡理论在加筋土结构设计中应用的评述[J].长江科学院院报,2014,31(3):1-10.BAO Cheng-gang,DING Jin-hua,WANG Ming-yuan.Review on limited balance theory applied in the design of reinforced soil structure[J].Journal of Yangtze River Scientific Research Institute,2014,31(3):1-10.
[4]BATHURST R J,HATAMI K.Seismic response analysis of a geosynthetic reinforced soil retaining wall[J].Geosynthetics International,1998,5(1-2):127-166.
[5]MOJALLAL M,GHANBARI A,ASKARI F.A new analytical method for calculating seismic displacements in reinforced retaining walls[J].Geosynthetics International,2012,19(3):212-231.
[6]HUANG C C.Simplified approach for assessing seismic displacements of soil-retaining walls.Part II:Geosynthetic-reinforced walls with rigid panel facing[J].Geosynthetics International,2007,14(5):264-276.
[7]EL-EMAM M M,BATHURST R J.Influence of reinforcement parameters on the seismic response of reduced-scale reinforced soil retaining walls[J].Geotextiles and Geomembranes,2007,25(1):33-49.
[8]PANAH A K,YAZDI M,GHALANDARZADEH A.Shaking table tests on soil retaining walls reinforced by polymeric strips[J].Geotextiles and Geomembranes,2015,43(2):148-161.
[9]文畅平.多级支挡结构地震主动土压力的极限分析[J].岩土力学,2013,34(11):2889-2896.WEN Chang-ping.Study of yield acceleration of slope stabilized by multistage retaining earth structures and sensitivity analysis of influence factors[J].Rock and Soil Mechanics,2013,34(11):2889-2896.
[10]胡卫东,曹文贵,袁青松.基于非线性破坏准则的临坡地基承载力上限分析[J].岩土力学,2017,38(6):1639-1646.HU Wei-dong,CAO Wen-gui,YUAN Qing-song.Upper bound solution for ultimate bearing capacity of ground adjacent to slope based on nonlinear failure criterion[J].Rock and Soil Mechanics,2017,38(6):1639-1646.
[11]BATHURST R J,VLACHOPOULOS N,WALTERS D L,et al.The influence of facing stiffness on the performance of two geosynthetic reinforced soil retaining walls[J].Canadian Geotechnical Journal,2006,43(12):1225-1237.
[12]刘成宇.土力学[M].北京:中国铁道出版社,2006.LIU Cheng-yu.Soil mechanics[M].Beijing:China Railway Publishing House,2006.
[13]EL-EMAM M M,BATHURST R J.Facing contribution to seismic response of reduced-scale reinforced soil walls[J].Geosynthetics International,2005,12(5):215-238.
[14]MATSUO O,YOKOYAMA K,SAITO Y.Shaking table tests and analyses of geosynthetic-reinforced soil retaining walls[J].Geosynthetics International,1998,5(1-2):97-126.
[15]EL-EMAM M M,BATHURST R J,HATAMI K.Numerical modeling of reinforced soil retaining walls subjected to base acceleration[C]//Proceedings of 13th World Conference on Earthquake Engineering.Vancouver,BC:[s.n.],2004.
[16]邹维列,冷建军,王协群.重力式加筋土挡墙的工作性能和土压力计算[J].岩土力学,2011,32(2):70-75.ZOU Wei-lie,LENG Jian-jun,WANG Xie-qun.Numerical analysis of working properties and soil pressure calculation of geosynthetic-reinforced soil gravity retaining wall[J].Rock and Soil Mechanics,2011,32(2):70-75.