可液化土层中地下车站的地震反应分析
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摘要
由于液化后应力应变行为模拟的困难及数值计算的不稳定性,可液化土层中地下结构的动力反应分析是岩土工程的难点课题之一。基于作者提出的能够模拟饱和砂土液化后大应变响应的弹塑性循环本构模型,采用完全耦合的饱和土动力反应分析程序,对阪神地震中破坏的大开车站进行分析,说明考虑液化变形的土与地下结构动力相互作用分析方法及其有效性。从饱和砂土单元在液化过程中的应力应变响应角度,揭示了地层和车站的大剪切变形与饱和砂层液化程度的关系,分析了大开车站地震破坏的原因。
Soil-structure dynamic response analysis in liquefiable soil is a difficult problem due to the difficulty of modeling the post-liquefaction behavior and the instability of numerical calculation.A cyclic elasto-plasticity model developed by the authors,which can describe the large strain behavior during an entire liquefaction process,has been implemented in a fully coupled finite element program.The seismic response of Daikai subway station subjected to the 1995 Hyogoken-Nambu Earthquake is investigated to illustrate the philosophy of soil-structure dynamic response analysis with emphasis on soil liquefaction and also to validate its effectiveness.The calculated stress-strain curves and effective stress paths of typical soil elements are given to reveal the relationship of the large lateral deformation of the station and surrounding soil with the liquefaction extent of sandy stratum.It is found that liquefaction-induced large deformation may be the main reason causing serious damage to the Daikai station during the earthquake.
Soil-structure dynamic response analysis in liquefiable soil is a difficult problem due to the difficulty of modeling the post-liquefaction behavior and the instability of numerical calculation.A cyclic elasto-plasticity model developed by the authors,which can describe the large strain behavior during an entire liquefaction process,has been implemented in a fully coupled finite element program.The seismic response of Daikai subway station subjected to the 1995 Hyogoken-Nambu Earthquake is investigated to illustrate the philosophy of soil-structure dynamic response analysis with emphasis on soil liquefaction and also to validate its effectiveness.The calculated stress-strain curves and effective stress paths of typical soil elements are given to reveal the relationship of the large lateral deformation of the station and surrounding soil with the liquefaction extent of sandy stratum.It is found that liquefaction-induced large deformation may be the main reason causing serious damage to the Daikai station during the earthquake.
引文
[1]IIDA H,HIROTO T,YOSHIDA N,IWAFUJI M.Damage to Daikai subway station[J].Soils and Foundations,1996,36(S):283–300.
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[7]CHAN A H C.User’s manual for DIANA-SWANDYNE II[R].Scotland:Glasgow University,1990.
[8]王刚.砂土液化后大变形的物理机制与本构模型研究[D].北京:清华大学,2005.(WANG Gang.Research on physical fundamentals and constitutive model of large post-liquefaction deformation of sand[D].Beijing:Tsinghua University,2005.(in Chinese))
[9]王刚,张建民.砂土液化后大变形的弹塑性循环本构模型[J].岩土工程学报,2007,29(1):51–59.(WANG Gang,ZHANG Jian-min.A cyclic elasto-plastic constitutive model for evaluating of large post-liquefaction deformation of sand[J].Chinese Journal of Geotechnical Engineering,2007,29(1):51–59.(in Chinese))
[10]王刚,张建民.砂土液化变形的数值模拟[J].岩土工程学报,2007,29(3):403–409.(WANG Gang,ZHANG Jian-min.Numerical modeling of liquefaction-induced deformation in sand[J].Chinese Journal of Geotechnical Engineering,2007,29(3):403–409.(in Chinese))
[11]IWASAKI Y,TAI M.Strong motion records at Kobe Port Island[J].Soils and Foundations,1996,36(S):29–40.
[2]AN X H,SHAWKY A A,MAEKAWA K.The collapse mechanism of a subway station during the Great Hanshin Earthquake[J].Cement and Concrete Composites,1997,19:241–257.
[3]竹脇尚信,大槻明,大西有三.兵庫県南部地震による地下鉄構造物の被害メカニズムの一考察[C]//阪神?淡路大震災に関する学術講演会論文集,土木学会,1996:221–226.(TAKEWAKI N,OHTSUKI A,OHNISHI Y.An examination on failure mechanism of a subway station due to the 1995 Hyogoken-Nanbu Earthquake[C]//Proceedings of Technical Conference on the Great Hanshin-Awaji Earthquake,JSCE,1996:221–226.(in Japanese))
[4]廣戸敏夫,梅原俊夫,青木一二三,等.神戸高速鉄道?大開駅の被害とその要因分析[C]//阪神?淡路大震災に関する学術講演会論文集,土木学会,1996:247–254.(YAMATO T,UMEHARA T,AOKI H,et al.Damage to Daikai subway station,Kobe rapid transit system and estimation of its reason[C]//Proceedings of Technical Conference on the Great Hanshin-Awaji Earthquake,JSCE,Tokyo,1996:247–254.(in Japanese))
[5]TOKIMATSU K,MIZUNO H,KAKURAI M.Building damage associated with geotechnical problems[J].Soils and Foundations,1996,36(S):219–234.
[6]西村昭彦,澤田亮,棚村史郎.兵庫県南部地震における鉄道開削トンネ■の被害解析[C]//第31回地盤工学研究発表会発表講演集,地盤工学会,1996:2245–2246.(NISHIMURA,A,SAWADA,R,DANAMURA S.Damage analyses of railway opencut-method-tunnels in Hyogoken-nambu earthquake[C]//Proceedings of the 31st Conference of Japan Geotechnical Engineering Society,JSCE,1996:2245–2246.(in Japanese))
[7]CHAN A H C.User’s manual for DIANA-SWANDYNE II[R].Scotland:Glasgow University,1990.
[8]王刚.砂土液化后大变形的物理机制与本构模型研究[D].北京:清华大学,2005.(WANG Gang.Research on physical fundamentals and constitutive model of large post-liquefaction deformation of sand[D].Beijing:Tsinghua University,2005.(in Chinese))
[9]王刚,张建民.砂土液化后大变形的弹塑性循环本构模型[J].岩土工程学报,2007,29(1):51–59.(WANG Gang,ZHANG Jian-min.A cyclic elasto-plastic constitutive model for evaluating of large post-liquefaction deformation of sand[J].Chinese Journal of Geotechnical Engineering,2007,29(1):51–59.(in Chinese))
[10]王刚,张建民.砂土液化变形的数值模拟[J].岩土工程学报,2007,29(3):403–409.(WANG Gang,ZHANG Jian-min.Numerical modeling of liquefaction-induced deformation in sand[J].Chinese Journal of Geotechnical Engineering,2007,29(3):403–409.(in Chinese))
[11]IWASAKI Y,TAI M.Strong motion records at Kobe Port Island[J].Soils and Foundations,1996,36(S):29–40.
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