岩石场地重力式挡土墙地震土压力振动台实验研究
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摘要
结合汶川震区调查资料,利用大型振动台模型试验,分析了碎石土填料的岩石场地重力式挡土墙的地震土压力及其分布规律,并以此对我国现行铁路、公路抗震规范做合理性讨论和细化。研究发现,地震作用下,挡土墙的动土压力沿墙高呈单峰曲线状分布,且60%～80%集中作用于挡墙中部;随着地震峰值加速度的增加,地震土压力分布逐渐偏离现行振震设计规范所认为的三角形线性状,而呈现非线性状;合力作用点高于1/3墙高,0.4g地震加速度作用下,接近0.4倍墙高,对岩石场地下粗粒径墙背填料的地震土压力作用点高度,建议取0.35倍墙高。对比计算表明,现行规范能基本满足工程抗震设计需要,但建议对柔性挡土墙的抗震设计作出必要规定。
After the occurrence of a destructive earthquake,according to building and structure damage characteristics,it is important and imperative to revise the current seismic design codes.Combining with the seismic damage investigation in Wenchuan earthquake,this paper analyzes the seismic earth pressure of crushed gravel filled gravity retaining wall(GRW)and distribution of earth pressure by using large-scale shaking table model test.Based on the above analysis,reasonable discussion and refinement are made on current seismic design codes of railway and highway.The following conclusions are drawn.First the earth pressure on the GRW shows a single peak curve distribution along the wall and 60%～80%acting on the central.Second,with the increase of peak ground acceleration,the seismic earth pressure distribution gradually deviates from the triangular linear distribution.The acting point of resultant force is higher than 1/3 of the wall high,in fact,nearly 0.4 times the wall high under the action of seismic acceleration.On rock site with coarse wall back fill,it is suggested that the acting height of seismic earth pressure takes 0.35 times the wall height.Finally,comparative calculations show that current seismic design specifications can basically meet the project requirements,but it is suggested to make the necessary provisions about seismic design of flexible retaining walls.
After the occurrence of a destructive earthquake,according to building and structure damage characteristics,it is important and imperative to revise the current seismic design codes.Combining with the seismic damage investigation in Wenchuan earthquake,this paper analyzes the seismic earth pressure of crushed gravel filled gravity retaining wall(GRW)and distribution of earth pressure by using large-scale shaking table model test.Based on the above analysis,reasonable discussion and refinement are made on current seismic design codes of railway and highway.The following conclusions are drawn.First the earth pressure on the GRW shows a single peak curve distribution along the wall and 60%～80%acting on the central.Second,with the increase of peak ground acceleration,the seismic earth pressure distribution gradually deviates from the triangular linear distribution.The acting point of resultant force is higher than 1/3 of the wall high,in fact,nearly 0.4 times the wall high under the action of seismic acceleration.On rock site with coarse wall back fill,it is suggested that the acting height of seismic earth pressure takes 0.35 times the wall height.Finally,comparative calculations show that current seismic design specifications can basically meet the project requirements,but it is suggested to make the necessary provisions about seismic design of flexible retaining walls.
引文
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[12]Woodward P K,Griffitas D V.Comparison of the pseudo-static and dynamic behavior of gravity retaining walls[J].Geotechnical and Geological Engineering, 1996,(14):269-290.
[2]Richards R,Elms D G.1 Seismic Behavior of Gravity RetainingWalls[J].Journal of Geotechnical Engineering Division,1979,105(GT4):449-464.
[3]GB 50111-2006,铁路工程抗震设计规范[S].
[4]JTJ 004-89,公路工程抗震设计规范[S].
[5]吕西林,陈跃庆,陈波,等.结构-地基动土压力相互作用体系振动台模型试验研究[J].地震工程与工程振动,2000,20(4):20-29. L(u|¨) X L,Chen Y Q,Chen B,et al.Shaking table testing of dynamic soil-structure interaction system[J]. ??Earthquake Engineering and Engineering Vibration, 2000,20(4):20-29.
[6]Linm L,Wangkl.Seismic slope behavior in a large-scale shaking table model test[J].Engineering Geology, 2006,86(2/3):118-133.
[7]邱懿.高速公路轻型支挡结构的土压力现场试验分析[J].湖南交通科技,2009,35(1):27-28. Qiu Y.The in-situ test to the structure of high-way [J].Hunan Communication Science and Technology, 2009,35(1):27-28.
[8]蒋良潍,姚令侃,王建.基于振动形态和破坏相似的边坡振动台模型试验相似率[J].交通科学与工程, 2009,25(2):1-7,18. Jiang L W,Yao L K,Wang J.Similitude for shaking table model test on side slope relating to dynamic characteristics and strength[J].Journal of Transport Science and Engineering,2009,25(2):1-7,18.
[9]陈忠达.公路挡土墙设计[M].北京:人民交通出版社, 1999.96. Chen Z D.Highway Retaining Wall Design[M].Beijing: China Communications Press,1999.96.
[10]交通部第二公路勘察设计院.公路设计手册路基(第二版)[M].北京:人民交通出版社,2001. The Second Highway Survey and Design Institute of Ministry of Communications.Highway Design Manual: Subgrade(Second Edition)[M].Beijing:China Communications Press,2001.
[11]刘忠玉,杨会朋,何盛东.刚性挡土墙地震主动土压力的非线性分布[J].郑州大学学报,2004,25(2):36-43. Liu Z Y,Yang H P,He S D.Nonlinear distribution of seismic active earth pressure on rigid retaining walls [J].Journal of Zhengzhou University(Engineering Science),2004,25(2):36-43.
[12]Woodward P K,Griffitas D V.Comparison of the pseudo-static and dynamic behavior of gravity retaining walls[J].Geotechnical and Geological Engineering, 1996,(14):269-290.
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