地铁车站抗震分析
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摘要
随着经济的迅猛发展和城市交通的日益拥挤,我国已经进入了地铁工程建设的黄金时代。我国是一个多地震的国家,但到目前为止我国尚缺少完善的地铁地下结构抗震分析方法和独立的地铁地下结构抗震设计规范。以往的震害表明,地铁地下结构一旦遭受震破坏,将会给地震应急和震后修复工作带来极大的困难,并且地铁地下结构完全埋深于土中,土—地下结构的动力相互作用将明显改变场地周围土体的动力反应特性,进而影响上部已建和拟建建筑结构的地震反应特征,因而,研究地铁地下结构抗震问题具有重要的理论意义和工程应用价值。
本文以北京地铁7号线达官营车站为工程背景,选取了车站主体结构建立合适的有限元模型,并进行静力分析。然后分别采用了谱分析和动力时程分析两种不同的计算方法对车站进行抗震计算分析,对静力计算和谱分析计算、谱分析和时程分析的计算结果分别予以对比,得出在水平地震力作用下车站结构的最不利受力位置。本文的主要结论包括：
地铁车站结构的弯矩在静力时较小,在地震作用下其增幅较大,动力响应显著。地铁结构需要进行抗震计算,反应位移法、动力时程分析法均能适用于地下建筑结构的抗震分析。在水平地震力作用下,地铁车站结构中柱的地震轴力较大,是主要的承压构件,结构顶板的变形和应力比较大,容易发生破坏。因此在设计和施工过程中,应对上述部位予以足够的重视。
With the development of economy and traffic becoming busier, the construction of subway receives its golden age. China is a seismic active country, however,so far, there is still lack of a mature seismic analysis method and design code for underground subway structures in China. The previous seismic damages of underground structures prove that restoration of it is difficult as soon as it is damaged by earthqueke. For subway structure is embedded in soil, it is obvious that the effect of soil-structure dynamic interaction can change the design parameters of ground motion in the soft site, then influence the seismic response of built and ready-built structure. Therefore, anti-seismic of subway structures is important both in theoretical research andengineering.
In this paper, Daguanying station of subway No.7 in beijing is taken as engineering background, the station structure is selected in with finite element numerical modeling, doing straic analysis. Then calculating using different ways by reaction spectral analysis and -history analysis, comparing the static calculation result to reaction spectral, reaction spectral to time-history, we can take the conclusions that the max stressing place of the station structure in seismic force horizontal. At last, based on the calculation, the r ts can provide a useful guide for the seismic design of the subway station struc. The main conclusions of this study could be summarized as follows:
The bending moment of structure is small under static action, and increases quickly under ismic action. The station structure must be calculated by seismic analysis. Response displacement method, dynamic time-history analysis method can be applied to seistic analysis of underground construction. The axial pressure of column is big, under seismic action, at the top of structure; the stress and strain are bigger than other points, the top of structure and are very incidental to be destroyed. As a result, in the course of designing and construction, more attention should be paid to them.
本文以北京地铁7号线达官营车站为工程背景,选取了车站主体结构建立合适的有限元模型,并进行静力分析。然后分别采用了谱分析和动力时程分析两种不同的计算方法对车站进行抗震计算分析,对静力计算和谱分析计算、谱分析和时程分析的计算结果分别予以对比,得出在水平地震力作用下车站结构的最不利受力位置。本文的主要结论包括：
地铁车站结构的弯矩在静力时较小,在地震作用下其增幅较大,动力响应显著。地铁结构需要进行抗震计算,反应位移法、动力时程分析法均能适用于地下建筑结构的抗震分析。在水平地震力作用下,地铁车站结构中柱的地震轴力较大,是主要的承压构件,结构顶板的变形和应力比较大,容易发生破坏。因此在设计和施工过程中,应对上述部位予以足够的重视。
With the development of economy and traffic becoming busier, the construction of subway receives its golden age. China is a seismic active country, however,so far, there is still lack of a mature seismic analysis method and design code for underground subway structures in China. The previous seismic damages of underground structures prove that restoration of it is difficult as soon as it is damaged by earthqueke. For subway structure is embedded in soil, it is obvious that the effect of soil-structure dynamic interaction can change the design parameters of ground motion in the soft site, then influence the seismic response of built and ready-built structure. Therefore, anti-seismic of subway structures is important both in theoretical research andengineering.
In this paper, Daguanying station of subway No.7 in beijing is taken as engineering background, the station structure is selected in with finite element numerical modeling, doing straic analysis. Then calculating using different ways by reaction spectral analysis and -history analysis, comparing the static calculation result to reaction spectral, reaction spectral to time-history, we can take the conclusions that the max stressing place of the station structure in seismic force horizontal. At last, based on the calculation, the r ts can provide a useful guide for the seismic design of the subway station struc. The main conclusions of this study could be summarized as follows:
The bending moment of structure is small under static action, and increases quickly under ismic action. The station structure must be calculated by seismic analysis. Response displacement method, dynamic time-history analysis method can be applied to seistic analysis of underground construction. The axial pressure of column is big, under seismic action, at the top of structure; the stress and strain are bigger than other points, the top of structure and are very incidental to be destroyed. As a result, in the course of designing and construction, more attention should be paid to them.
引文
[1]田鸿宾,孙兆荃.世界城市地铁发展综述.土木工程学报.1995.28(1).73～78
[2]张庆贺,朱合华,庄荣等.地铁与轻轨.北京.人民交通出版社.2002.14～20
[3]郭陕云.论我国隧道和地下工程技术的研究和发展.现在隧道技术.2004.24(5).1-5
[4]于翔.地铁建设中应充分考虑抗震作用—阪神地震破坏的启示.铁道建筑技术.2006.6.32-35
[5]杨春田.日本阪神地震地铁工程的抗震分析.工程抗震.1996(2).40～42
[6]王瑞民,罗奇峰.阪神地震中地下结构和隧道的破坏现象浅析.灾害学.1998(2).63-66
[7]于翔.地铁建筑结构应充分考虑抗震问题—1995年阪神地震破坏的启示.工程抗震.2004.24(5).1～5
[8]Hongbin Huo,Antonio Bobet.Seismic design of cut and cover rectangular tunnels-evaluation of observed behavior of Dakai station during Kobe earthquake,1995.Proceedings of 1st World Forum of Chinese Scholars in Geotechnical Engineering, August20-22.2003.Tongji University. Shanghai.
[9]KOJI UENISHI,SHUNSUKE SAKURAI. Characteristic of the vertical seismic waves associated with the 1995 HYOGO NANBU(KOBE), Japan earthquake estimated from the failure of the DAKAI underground station. Earthquake Engineering and Structural Dynamics, 2000.Vol.29(6).813-821
[10]HUO H, BOBET B, FERNANDEZ G Load Transfer Mechanisms between Underground Structure and Surrounding Ground Evaluation of the Failure of the Daikai Station. Journal of Geotechnical and Geoenvironmental Engineering.2005.131 (12).1522-1533
[11]曹炳政,罗奇峰,马硕等.神户大开地铁车站的地震反应分析.地震工程与工程振动,2002.22(4).102-107
[12]庄海洋,程绍革,陈国兴.阪神地震中大开地铁车站震害机制数值仿真分析.岩土力学.2008.29(1).245～250
[13]Hiroomi lids etc..Damage to Daikai Subway Station, Special Issue of Soils and Foundations. Japanese Geotechnical Society.Jan.1996
[14]Lessons from the Hanshin-Awaji Great Earthquake Disaster.The Kansai Chapter of Japan Society of Civil Engineers. Vol.Ⅱ. June,1998
[15]Jun Tohoa,etc..Characteristic Features of Damage to the Public Sewerage Systems in the Hanshin Area, Special Issue of Soils and Foundations. Japanese Geotechnical Society.Jan.,1996
[16]T.e.O'Rourke, M.Eeri and M.C.Palmer, Earthquake Performance of Gas Transmission Pipelines. Earthquake Spectra. No,3.1996
[17]郑永来,杨林德等.地下结构抗震.上海.同济大学出版社.2007.10～26
[18]张庆贺,廖少明,胡向东.隧道与地下工程灾害防护.北京.人民交通出版社.2009.118-136
[19]侯忠良.地下管线抗震.北京.学术书刊出版社.1990
[20]阎盛海.地下结构抗震.大连.大连理工出版社.1989
[21]王松涛,曹资.现代抗震设计方法.北京.中国建筑工业出版社1997
[22]郑永来,杨林德.地下结构震害与抗震对策.工程抗震.1999(4).23-28
[23]孙钧,侯学渊.地下结构1.北京.科学出版社.1987
[24]孙钧,侯学渊.地下结构2.北京.科学出版社.1988
[25]川岛一彦.地下构造物的抗震设计.日本.鹿岛出版会.1994
[26]施仲衡,张弥,王新杰等.地下铁道设计与施工.西安.陕西科学技术出版社.1997
[27]林皋.地下结构抗震分析综述(上).世界地震工程.1990.1-10
[28]林皋.地下结构抗震分析综述(下).世界地震工程.1990.1～10
[29]孙铁成,高波,叶朝良.地下结构抗震减灾的理论与计算现状研究(二).路基工程.2008.28-29
[30]Lysmer J. and Wass G.. Shear Wave in Plane Infinite Structure, ASCE, Vol.98.No.EM1. 1972
[31]Smith W.D. A Nonreflecting Plane Boundary for Wave Propagation Problems. J.comp. phys. Vol.5.No.4.1974
[32]廖震鹏,杨柏坡.频域透射边界.地震工程与工程振动.1986.16(4)
[33]GB50111-2006.铁路工程抗震设计规范.中国计划出版社.2006
[34]GB5011-2001.建筑抗震设计规范.中国建筑工业出版社.2001
[35]GB18306-2001.中国地震动参数区划图
[36]谢康和,周健.岩土工程有限元分析理论与应用.北京.科学出版社.2002
[37]Decks A J, Randolph M F. Axisymmetric time-domain transmitting boundaries. Journal of Engineering Mechanics.1994.120(l).25～42
[38]刘品波.结构—地基动力相互作用问题分析的一种直接方法.土木工程学报.1998.31.55-64
[39]黄先锋.地下结构的抗震计算—位移响应法.铁道建筑.1998.6.3～6
[41]Youssef Ma Hashash, Jeffray J Hook. Seismic design and analysis of underground structures Tunneling and Underground Space Technology.2001.16(4).247～293
[42]韩文星.软土地铁车站结构横向抗震设计方法研究.同济大学.2005
[43]GB50009-2001.建筑结构荷载规范.中国建筑工业出版社.2001
[44]GB50225-2005.人民防空工程设计规范.中国计划出版社.2005
[45]GB50157-2003.地铁设计规范.中国计划出版社.2003
[2]张庆贺,朱合华,庄荣等.地铁与轻轨.北京.人民交通出版社.2002.14～20
[3]郭陕云.论我国隧道和地下工程技术的研究和发展.现在隧道技术.2004.24(5).1-5
[4]于翔.地铁建设中应充分考虑抗震作用—阪神地震破坏的启示.铁道建筑技术.2006.6.32-35
[5]杨春田.日本阪神地震地铁工程的抗震分析.工程抗震.1996(2).40～42
[6]王瑞民,罗奇峰.阪神地震中地下结构和隧道的破坏现象浅析.灾害学.1998(2).63-66
[7]于翔.地铁建筑结构应充分考虑抗震问题—1995年阪神地震破坏的启示.工程抗震.2004.24(5).1～5
[8]Hongbin Huo,Antonio Bobet.Seismic design of cut and cover rectangular tunnels-evaluation of observed behavior of Dakai station during Kobe earthquake,1995.Proceedings of 1st World Forum of Chinese Scholars in Geotechnical Engineering, August20-22.2003.Tongji University. Shanghai.
[9]KOJI UENISHI,SHUNSUKE SAKURAI. Characteristic of the vertical seismic waves associated with the 1995 HYOGO NANBU(KOBE), Japan earthquake estimated from the failure of the DAKAI underground station. Earthquake Engineering and Structural Dynamics, 2000.Vol.29(6).813-821
[10]HUO H, BOBET B, FERNANDEZ G Load Transfer Mechanisms between Underground Structure and Surrounding Ground Evaluation of the Failure of the Daikai Station. Journal of Geotechnical and Geoenvironmental Engineering.2005.131 (12).1522-1533
[11]曹炳政,罗奇峰,马硕等.神户大开地铁车站的地震反应分析.地震工程与工程振动,2002.22(4).102-107
[12]庄海洋,程绍革,陈国兴.阪神地震中大开地铁车站震害机制数值仿真分析.岩土力学.2008.29(1).245～250
[13]Hiroomi lids etc..Damage to Daikai Subway Station, Special Issue of Soils and Foundations. Japanese Geotechnical Society.Jan.1996
[14]Lessons from the Hanshin-Awaji Great Earthquake Disaster.The Kansai Chapter of Japan Society of Civil Engineers. Vol.Ⅱ. June,1998
[15]Jun Tohoa,etc..Characteristic Features of Damage to the Public Sewerage Systems in the Hanshin Area, Special Issue of Soils and Foundations. Japanese Geotechnical Society.Jan.,1996
[16]T.e.O'Rourke, M.Eeri and M.C.Palmer, Earthquake Performance of Gas Transmission Pipelines. Earthquake Spectra. No,3.1996
[17]郑永来,杨林德等.地下结构抗震.上海.同济大学出版社.2007.10～26
[18]张庆贺,廖少明,胡向东.隧道与地下工程灾害防护.北京.人民交通出版社.2009.118-136
[19]侯忠良.地下管线抗震.北京.学术书刊出版社.1990
[20]阎盛海.地下结构抗震.大连.大连理工出版社.1989
[21]王松涛,曹资.现代抗震设计方法.北京.中国建筑工业出版社1997
[22]郑永来,杨林德.地下结构震害与抗震对策.工程抗震.1999(4).23-28
[23]孙钧,侯学渊.地下结构1.北京.科学出版社.1987
[24]孙钧,侯学渊.地下结构2.北京.科学出版社.1988
[25]川岛一彦.地下构造物的抗震设计.日本.鹿岛出版会.1994
[26]施仲衡,张弥,王新杰等.地下铁道设计与施工.西安.陕西科学技术出版社.1997
[27]林皋.地下结构抗震分析综述(上).世界地震工程.1990.1-10
[28]林皋.地下结构抗震分析综述(下).世界地震工程.1990.1～10
[29]孙铁成,高波,叶朝良.地下结构抗震减灾的理论与计算现状研究(二).路基工程.2008.28-29
[30]Lysmer J. and Wass G.. Shear Wave in Plane Infinite Structure, ASCE, Vol.98.No.EM1. 1972
[31]Smith W.D. A Nonreflecting Plane Boundary for Wave Propagation Problems. J.comp. phys. Vol.5.No.4.1974
[32]廖震鹏,杨柏坡.频域透射边界.地震工程与工程振动.1986.16(4)
[33]GB50111-2006.铁路工程抗震设计规范.中国计划出版社.2006
[34]GB5011-2001.建筑抗震设计规范.中国建筑工业出版社.2001
[35]GB18306-2001.中国地震动参数区划图
[36]谢康和,周健.岩土工程有限元分析理论与应用.北京.科学出版社.2002
[37]Decks A J, Randolph M F. Axisymmetric time-domain transmitting boundaries. Journal of Engineering Mechanics.1994.120(l).25～42
[38]刘品波.结构—地基动力相互作用问题分析的一种直接方法.土木工程学报.1998.31.55-64
[39]黄先锋.地下结构的抗震计算—位移响应法.铁道建筑.1998.6.3～6
[41]Youssef Ma Hashash, Jeffray J Hook. Seismic design and analysis of underground structures Tunneling and Underground Space Technology.2001.16(4).247～293
[42]韩文星.软土地铁车站结构横向抗震设计方法研究.同济大学.2005
[43]GB50009-2001.建筑结构荷载规范.中国建筑工业出版社.2001
[44]GB50225-2005.人民防空工程设计规范.中国计划出版社.2005
[45]GB50157-2003.地铁设计规范.中国计划出版社.2003
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