地震对地下硐室围岩动压力的影响
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摘要
地下硐室围岩压力在地震荷载作用下的表现是岩土地震工程领域当前的热点问题之一。本文简述了目前我国隧道工程抗震规范关于地下硐室围岩动压力的确定方法,以四川黄草坪隧道的资料为例,利用有限差分法分析在不同峰值加速度的水平地震动输入下,硐室围岩压力对地震输入的响应,并与围岩静压力进行了对比分析。结果表明:随着输入地震动加速度峰值的增加,地下硐室围岩最大主应力峰值的增大;围岩最大主应力的地震反应峰值与输入地震动的加速度峰值有一定的关联;在加速度峰值小于0.2 g的地震动作用下,硐室围岩的最大主应力峰值变化较小,硐室结构一般不会发生破坏;地震作用时,硐室的斜上和斜下侧壁是整个结构的薄弱部位;衬砌结构对于地下硐室围岩最大主应力地震反应峰值的控制和硐室结构抗震性能的增强有极为重要的作用。
The rock pressure of underground chamber,which is affected by the earthquake,is a popular topic of current geotechnical earthquake engineering.This article introduces the methods which are advised on China tunnel seismic design codes to determine the dynamic pressure of the rock around underground chamber.Using Sichuan Huangcaoping tunnel as an example,the authors analyse the rock pressure of underground chamber wall,which is caused by different levels of peak ground motion acceleration,with the help of finite difference method.Then the authors compare all the responses with static pressure of wall rock.The result shows that with the increase of peak ground motion acceleration,the peak of maximum principal stress of underground chamber wall rock increases.To a certain extent,the peak of maximum principal stress of wall rock is determined by the peak ground motion acceleration.In some earthquakes,the peak ground motion acceleration is less than 0.2g,the peak of maximum principal stress of underground chamber wall rock changes within a small range.The chamber structure is not damaged normally in this case.In an earthquake,chamber ramp sidewall and under oblique sidewall are the weak parts of the whole structure.The lining structures are very important in controlling the peak of maximum principal stress of underground chamber wall rock and enhancing the earthquake-resistant capability of the chamber structure.
The rock pressure of underground chamber,which is affected by the earthquake,is a popular topic of current geotechnical earthquake engineering.This article introduces the methods which are advised on China tunnel seismic design codes to determine the dynamic pressure of the rock around underground chamber.Using Sichuan Huangcaoping tunnel as an example,the authors analyse the rock pressure of underground chamber wall,which is caused by different levels of peak ground motion acceleration,with the help of finite difference method.Then the authors compare all the responses with static pressure of wall rock.The result shows that with the increase of peak ground motion acceleration,the peak of maximum principal stress of underground chamber wall rock increases.To a certain extent,the peak of maximum principal stress of wall rock is determined by the peak ground motion acceleration.In some earthquakes,the peak ground motion acceleration is less than 0.2g,the peak of maximum principal stress of underground chamber wall rock changes within a small range.The chamber structure is not damaged normally in this case.In an earthquake,chamber ramp sidewall and under oblique sidewall are the weak parts of the whole structure.The lining structures are very important in controlling the peak of maximum principal stress of underground chamber wall rock and enhancing the earthquake-resistant capability of the chamber structure.
引文
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[2]郭迅,薄景山.既有地下结构安全性鉴定研究[J].地下空间与工程学报.2007,3(2):229-241.
[3]铁路工程抗震设计规范50111-2006[S].北京:中国计划出版社,2006.
[4]公路工程抗震设计规范JTJ004-89[S].中华人民共和国交通部,1990.
[5]李海波,蒋会军,赵坚.动荷载作用下岩体工程安全的几个问题[J].岩石力学与工程学报,2003,22(11):1887-1891.
[6]李天斌.汶川特大地震中山岭隧道变形破坏特征及影响因素分析[J].工程地质学报,2008,16(6):742-750.
[7]孙超,薄景山,齐文浩,等.地下结构抗震研究现状与展望[J].世界地震工程,2009,25(2):94-99.
[8]刘波,韩彦辉.FLAC原理、实力与应用指南[M].1版.北京.人民交通出版社,2005:1-15.
[9]陈育民,徐鼎平.FLAC/FLAC3D基础与工程实例[M].1版.北京.中国水利水电出版社,2008:175-207.
[10]Itasca Consulting Group,Inc.FLAC User s Guide[Z].FLAC Version 5.0 Online Contents,2005:1-23.
[11]Itasca Consulting Group,Inc.FLAC Command Reference[Z].FLAC Version 5.0 Online Contents,2005:1-18.
[12]李育枢.山岭隧道地震动力响应及减震措施研究[D].上海.同济大学,2006.
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