基于土层位移差的地下结构抗震反应位移法分析
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摘要
采用平面弹性理论复变函数方法,推导具有小孔无限介质在无限远处受剪应力的水平位移,得出有小孔与无小孔的位移关系,应用在基于土层位移差的反应位移法土层位移求解。为验证该方法的适用性,设某地质条件下典型圆形盾构隧道与矩形地下车站为基准模型,用不同方法求解土层位移,用反应位移法计算土体刚度变化的结构内力。结果表明,基于土层位移差的反应位移法适用于埋深较大的地下结构,不适用硬土情况;对地基弹簧刚度求解精度要求较高。
Based on complex variable function method of plane elasticity theory,lateral displacement of infinite medium with an opening was derived subjected to a far field shear stress,then the displacement relationship between the medium with an opening and that without an opening was also obtained,it was applied to solve soil layers displacement of response displacement method based on soil layers displacement difference.The performance of the method was evaluated and compared with that of the typical response displacement method through several selected benchmark numerical examples,such as circular shield tunnels and rectangular underground stations.It was shown that the response displacement method based on soil layers displacement difference is suitable for deeper underground structures and not suitable for cases of hard surrounding soil;the method depends on the solved precision of soil spring stiffness.
Based on complex variable function method of plane elasticity theory,lateral displacement of infinite medium with an opening was derived subjected to a far field shear stress,then the displacement relationship between the medium with an opening and that without an opening was also obtained,it was applied to solve soil layers displacement of response displacement method based on soil layers displacement difference.The performance of the method was evaluated and compared with that of the typical response displacement method through several selected benchmark numerical examples,such as circular shield tunnels and rectangular underground stations.It was shown that the response displacement method based on soil layers displacement difference is suitable for deeper underground structures and not suitable for cases of hard surrounding soil;the method depends on the solved precision of soil spring stiffness.
引文
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[3]Kawashima K.Seismic analysis of underground structures[J].Journal of Disaster Research,2006,1(3):378-389.
[4]小泉淳著.张稳军,袁大军译.盾构隧道的抗震研究及算例[M].北京:中国建筑工业出版社,2009.
[5]黄茂松,曹杰.隧道地震响应简化分析与动力离心试验验证[J].岩石力学与工程学报,2010,29(2):271-280.HUANG Mao-song,CAO jie.Simplied analysis of tunnel earthquake response and centrifuge modeling calibration[J].Chinese Journal of Rock Mechanics And Engineering,2010,29(2):271-280.
[6]刘晶波,王文晖,赵冬冬.地下结构地震反应计算反应位移法的改进[J].土木建筑与环境工程,2010,32(S2):211-213.LIU Jing-bo,WANG Wen-hui,ZHAO Dong-dong.Improvement of response displacement method of seismic analysis ofunderground structures[J].Journal of Civil,Architectural&Environmental Engineering,2010,32(S2):211-213.
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[11]赵凯,刘长武,张国良.用弹性力学的复变函数法求解矩形硐室周边应力[J].采矿与安全工程学报,2007,24(3):361-365.ZHAO kai,LIU Chang-wu,ZHANG Guo-liang.Solution for perimeter stresses of rocks around a rectangular chamber using the complex function of elastic mechanics[J].Journal of Mining&Safety Engineering,2007,24(3):361-365.
[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 Jing-bo,DU Yi-xin.3D consistent viscous-spring artificial boundary and viscous-spring boundary element[J].Engineering Mechanics,2007,24(12):31-37.
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[14]水野光一朗,小泉淳.シールドトンネル横断方向の耐震設計法に関する基礎的研究[C].日本土木学会論文集,2001(687):107-123.
[2]Nishida M,Matsui T.Applicability of seismic deformation method to aseismic analysis of underground linear structure[C].14 th International Offshore and Polar Engineering Conference,2004:600-606.
[3]Kawashima K.Seismic analysis of underground structures[J].Journal of Disaster Research,2006,1(3):378-389.
[4]小泉淳著.张稳军,袁大军译.盾构隧道的抗震研究及算例[M].北京:中国建筑工业出版社,2009.
[5]黄茂松,曹杰.隧道地震响应简化分析与动力离心试验验证[J].岩石力学与工程学报,2010,29(2):271-280.HUANG Mao-song,CAO jie.Simplied analysis of tunnel earthquake response and centrifuge modeling calibration[J].Chinese Journal of Rock Mechanics And Engineering,2010,29(2):271-280.
[6]刘晶波,王文晖,赵冬冬.地下结构地震反应计算反应位移法的改进[J].土木建筑与环境工程,2010,32(S2):211-213.LIU Jing-bo,WANG Wen-hui,ZHAO Dong-dong.Improvement of response displacement method of seismic analysis ofunderground structures[J].Journal of Civil,Architectural&Environmental Engineering,2010,32(S2):211-213.
[7]建設省土木研究所地震防災部耐震研究室.大規模地下構造物の耐震設計法.ガィドラィン(案)[R].日本:土木研究所資料,1992.
[8]福季耶娃著.徐显毅译.地震区地下结构物支护的计算[M].北京:煤炭工业出版社,1986.
[9]England A H.Complex variable methods in elasticity[M].New York:Dover Publications,2003:24-25.
[10]吕爱钟,张路青.地下隧洞力学分析的复变函数方法[M].北京:科学出版社,2007.
[11]赵凯,刘长武,张国良.用弹性力学的复变函数法求解矩形硐室周边应力[J].采矿与安全工程学报,2007,24(3):361-365.ZHAO kai,LIU Chang-wu,ZHANG Guo-liang.Solution for perimeter stresses of rocks around a rectangular chamber using the complex function of elastic mechanics[J].Journal of Mining&Safety Engineering,2007,24(3):361-365.
[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 Jing-bo,DU Yi-xin.3D consistent viscous-spring artificial boundary and viscous-spring boundary element[J].Engineering Mechanics,2007,24(12):31-37.
[13]鉄道総合技術研究所.鉄道構造物等設計標準.同解說:耐震設計[S].東京:丸善株式会社,2000.
[14]水野光一朗,小泉淳.シールドトンネル横断方向の耐震設計法に関する基礎的研究[C].日本土木学会論文集,2001(687):107-123.
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