汶川地震路基挡墙震害特征分析
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摘要
对汶川地震近场区213线马鞍石隧道至映秀30多km路段近20 km路基挡墙震害进行了调查,获得结论:在Ⅸ度地震烈度区,毁坏的挡墙只有零星分布,在Ⅹ度区也是局部现象;地震烈度、挡墙材料是对震害具控制性的因素;挡墙高度、线路走向也对震害有影响;岩基挡墙主要以倾斜变形为主,土基挡墙兼有滑移和倾斜两种变形模式;路堑墙竖向最大变形点平均位于墙高的50%左右。基于以上震害分析,结合数值模拟方法,提出了路基挡墙抗震设计的注意事项。
Almost 20-km retaining wall along G213 Highway(Maanshi tunnel to Yingxiu section,more than 30km) was investigated.The results were as follows: debris of the retaining wall were scattered in the region with seismic intensity of 9 degree and partial destruction could be seen at 10 degree;seismic intensity and material of walls were fundamental factors for seismic damage,height of walls and route direction also exerted influence on seismic damage;retaining walls on rock were mainly inclined while retaining walls on soil had both inclining and sliding deformation;the average vertical maximum deformation part was as high as about 50% of retaining wall.Based on the analysis above and numerical simulation approach,some countermeasures in retaining wall seismic design were proposed.
Almost 20-km retaining wall along G213 Highway(Maanshi tunnel to Yingxiu section,more than 30km) was investigated.The results were as follows: debris of the retaining wall were scattered in the region with seismic intensity of 9 degree and partial destruction could be seen at 10 degree;seismic intensity and material of walls were fundamental factors for seismic damage,height of walls and route direction also exerted influence on seismic damage;retaining walls on rock were mainly inclined while retaining walls on soil had both inclining and sliding deformation;the average vertical maximum deformation part was as high as about 50% of retaining wall.Based on the analysis above and numerical simulation approach,some countermeasures in retaining wall seismic design were proposed.
引文
[1]李新乐,王瀑,窦慧娟,等.近断层地震动峰值加速度特性研究[J].大连民族学院学报,2006,8(3):73-75.
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[4]雷建成,高孟潭,俞言祥.四川及邻区地震动衰减关系[J].地震学报,2007,29(5):500-511.
[5]姚令侃,冯俊德,杨明.汶川地震路基震害分析及对抗震规范改进的启示[J].西南交通大学学报,2009,44(3):301-311.
[6]GB 50111—2006铁路工程抗震设计规范[S].北京:中国计划出版社,2006.
[7]叶建庆,苏金蓉,陈慧.汶川8.0级地震动卓越周期分析[J].地震研究,2008,31(S1):498-504.
[8]工程地质手册编写委员会.工程地质手册[M].3版.北京:中国建筑工业出版社,1992.
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[10]姚令侃,陈强.“5.12”汶川地震对线路工程抗震技术提出的新课题[J].四川大学学报:工程科学版,2009,41(3):43-50.
[11]JTJ 004—89公路工程抗震设计规范[S].北京:人民交通出版社,1989.
[2]孟凡超,袁晓铭,孙锐,等.加速度峰值不对称性特征及其影响[J].自然灾害学报,2008,17(1):191-196.
[3]张建经,冯君,肖世国,等.支挡结构抗震设计的2个关键技术问题[J].西南交通大学学报,2009,44(3):321-326.
[4]雷建成,高孟潭,俞言祥.四川及邻区地震动衰减关系[J].地震学报,2007,29(5):500-511.
[5]姚令侃,冯俊德,杨明.汶川地震路基震害分析及对抗震规范改进的启示[J].西南交通大学学报,2009,44(3):301-311.
[6]GB 50111—2006铁路工程抗震设计规范[S].北京:中国计划出版社,2006.
[7]叶建庆,苏金蓉,陈慧.汶川8.0级地震动卓越周期分析[J].地震研究,2008,31(S1):498-504.
[8]工程地质手册编写委员会.工程地质手册[M].3版.北京:中国建筑工业出版社,1992.
[9]张克绪,谢君斐.土动力学[M].北京:地震出版社,1989.
[10]姚令侃,陈强.“5.12”汶川地震对线路工程抗震技术提出的新课题[J].四川大学学报:工程科学版,2009,41(3):43-50.
[11]JTJ 004—89公路工程抗震设计规范[S].北京:人民交通出版社,1989.
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