浅埋大跨隧道地震响应特性静-动力分析
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摘要
以一个浅埋暗挖地铁车站为背景,应用地下结构静-动力分析方法,首先采用有限元荷载释放法模拟该地铁车站施工过程,然后采用动力有限元分析了该地下结构在地震荷载作用下的动力响应。分析结果表明,浅埋地铁车站采用先拱后墙法施工时,上台阶左侧(即先开挖一侧)大拱脚处的初衬区域应力较大;在地震荷载作用下,浅埋地铁车站结构内轮廓位移、速度和加速度动力响应峰值最大值出现在直墙顶端或附近区域,第一主应力峰值最大值与第三主应力峰值最小值分别出现在拱腰区域与右直墙底部。地铁车站结构静力和动力分析中高应力区出现在不同部位,其抗震设计中应分别对这些部位进行加强。
Based on a shallow embedded metro station structure excavated with undermining method,its construction process was firstly simulated with load releasing method of finite element,then its dynamic response under seismic load was calculated with dynamic finite element method,to which the static-dynamic analysis method of underground structure was applied.The results indicated that while the metro station was constructed with the first-archthen-sidewall construction method,its biggest stress was in the first lining area of the arch feet on the left side of the upper step,namely the firstly excavated side.Its biggest value of dynamic response peaks in the displacement,velocity and acceleration curves was at the top of the sidewall or in the nearby area.The maximum of the first principal stress peaks and the minimum of the third principal stress peaks were in the arch side area and the bottom area of the sidewall,separately.The high stress areas appeared in different parts of the metro station structure in the static analysis and the dynamic analysis.Therefore,these parts of the structure should be reinforced separately in the anti-seismic design.
Based on a shallow embedded metro station structure excavated with undermining method,its construction process was firstly simulated with load releasing method of finite element,then its dynamic response under seismic load was calculated with dynamic finite element method,to which the static-dynamic analysis method of underground structure was applied.The results indicated that while the metro station was constructed with the first-archthen-sidewall construction method,its biggest stress was in the first lining area of the arch feet on the left side of the upper step,namely the firstly excavated side.Its biggest value of dynamic response peaks in the displacement,velocity and acceleration curves was at the top of the sidewall or in the nearby area.The maximum of the first principal stress peaks and the minimum of the third principal stress peaks were in the arch side area and the bottom area of the sidewall,separately.The high stress areas appeared in different parts of the metro station structure in the static analysis and the dynamic analysis.Therefore,these parts of the structure should be reinforced separately in the anti-seismic design.
引文
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[3]靳晓光,张永兴.大断面隧道支护结构地震反应特性分析[J].重庆建筑大学学报,2008,30(1):44-48.(Jin Xiaoguang,Zhang Yongxing.Earthquake response properties of the support structure of large crosssection tunnel[J].Journal of Chongqing Jianzhu University,2008,30(1):44-48.(in Chinese))
[4]庄海洋,陈国兴,胡晓明.两层双柱岛式地铁车站结构水平向非线性地震反应分析[J].岩石力学与工程学报,2006,25(增1):3074-3079.(Zhuang Haiyang,Chen Guoxing,Hu Xiaoming.Analysis of nonlinear earthquake response of two-layer double-column subway station structure[J].Chinese Journal of Rock Mechanics and Engineering.2006,25(Supp.1):3074-3079.(in Chinese))
[5]谷拴成,朱彬,杨鹏.地下结构地震反应非线性分析[J].地下空间与工程学报,2006,2(5):748-752.(Gu Shuancheng,Zhu Bin,Yang Peng.Nonlinear analysis of seismic response of underground structure[J].Chinese Journal of Underground Space and Engineering,2006,2(5):748-752.(in Chinese))
[6]杨超,杨林德,季倩倩.软土地铁车站地震响应数值计算方法的研究[J].地下空间与工程学报,2006,2(1):87-91,95.(Yang Chao,Yang Lingde,Ji Qianqian.Study of numerical method in calculation of seismic response of subway station in soft clay ground[J].Chinese Journal of Underground Space and Engineering,2006,2(1):87-91,95.(in Chinese))
[7]高峰.静应力场对隧道列车振动响应的影响分析[J].岩土工程学报,2009,31(7):1105-1109.(Gao Feng.Influence of static stress fields on vibration responses of a tunnel subjected to train loading[J].Chinese Journal of Geotechnical Engineering.2009,31(7):1105-1109.(in Chinese))
[8]高峰,赵冯兵.地下结构静-动力分析中的人工边界转换方法研究[J].振动与冲击,2011,30(11):165-170.(Gao Feng,Zhao Fengbing.Study on transformation method of artificial boundaries in static-dynamic analysis of underground structure[J].Journal of Vibration and Shock,2011,30(11):165-170.(in Chinese))
[9]高峰,关宝树.深圳地铁地震反应分析[J].西南交通大学学报,2001,36(4):355-359.(Gao Feng,Guan Baoshu.Analysis of seismic response of Shenzhen subway[J].Journal of Southwest Jiaotong University.2001,36(4):355-359.(in Chinese))
[10]潘昌实.隧道力学数值方法[M].北京:铁道出版社,1995.(Pan Changshi.Numerical method of tunnel mechanics[M].Beijing:China Railway Publishing House,1995(in Chinese))
[11]刘晶波,谷音,杜义欣.一致粘弹性人工边界及粘弹性边界单元[J].岩土工程学报,2006,28(9):1070-1075.(Liu Jingbo,Gu Yin,Du Yixin.Consistent viscous-spring artificial boundaries and viscousspring boundary element[J].Chinese Journal of Geotechnical Engineering,2006,28(9):1070-1075.(in Chinese))
[12]谷音,刘晶波,杜义欣.三维一致粘弹性人工边界及等效粘弹性边界单元[J].工程力学,2007,24(12):31-37.(Gu Yin,Liu Jingbo,Du Yixin.3D consistent viscous-spring artificial boundary and viscousspring boundary element[J].Engineering Mechanics.2007,24(12):31-37.(in Chinese))
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