叠层橡胶垫与RC柱串联隔震体系的随机屈曲分析
摘要
悬臂柱与橡胶隔震支座组成的串联隔震系统是国内外很常见的建筑隔震体系,其稳定性受到工程设计和研究人员的广泛关注。由于地震激励的随机性,悬臂柱的刚度不但会通过串联隔震体系的频率响应函数影响结构体系的随机响应特性,而且隔震层顶部的水平位移、水平剪力及竖向屈曲临界荷载三者都受这组随机响应的支配,并有明显的交互作用。本文介绍了笔者所提出的串联隔震结构在地震激励作用下的随机屈曲响应所做的理论模型。针对串联隔震体系的特点,对串联体系的屈曲特性进行了定量分析,分别建立了分析串联隔震体系频率成份和最大层间剪力、最大隔震层位移随机响应的非线性滞变模型,分析了单柱串联体系的屈曲荷载及两种失效准则对应于屈曲分析的工程意义,提出了体现II型失稳特性主要影响因素的屈曲临界荷载均值表达式。
引文
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[5]Staton J F,Scroggins G,Taylor A W,et al.Stabilityof laminated elastomeric bearings[J].Journal Engi-neering Mechanics,1990,116(6):1352-1371.
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[7]Buckle I G,Liu H.Experiment determination of criti-cal loads of elastomeric isolators at high shear strain[J].NCEER Bull,1994,8(3):1-5.
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[9]Lanzo A.On elastic beam models for stability analysisof multilayered rubber bearings[J].InternationalJournal of Solids and Structures,2004,(41):5733-5757.
[10]Tsai H C.Compression analysis of rectangular elasticlayers bonded between rigid plates[J].InternationalJournal of Solids and Structures,2005,(42):3395-3410.
[11]Tsai H C.Compression stiffness of circular bearingsof laminated elastic material interleaving with flexiblereinforcements[J].International Journal of Solids andStructures,2006,(43):3484-3497.
[12]Tsai H C,Kelly J M.Buckling load of seismic isola-tors affected by flexibility of reinforcement[J].Inter-national Journal of Solids and Structures,2005,(42):255-269.
[13]Ryan K L,Chopra A K.Estimating seismic demandsfor isolation bearings with building overturning effects[J].Journal of Structural Engineering,2006,132(7):1118-1128.
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[16]周锡元,马东辉,曾德民,等.用刚性板联结的组合橡胶支座水平刚度计算方法[J].土木工程学报,2000,33(6):38-44.
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[18]张敏政,孟庆利,裴强.叠层橡胶隔震支座的动态稳定性和力学特性研究[J].地震工程与工程振动,2002,22(5):85-91.
[19]李慧,姚云龙,杜永峰,等.叠层橡胶支座与柱串联体系动力失稳特性探讨[J].世界地震土程,2005,3(1):18-23.
[20]杜永峰,张恩海,李慧,等.隔震结构“小震不坏”的动力可靠度分析[J].地震工程与工程振动,2004,24(5):84-91.
[21]杜永峰,李慧.橡胶支座与柱串联系统的动力稳定性分析的半解析解法[J].四川建筑科学研究,2007,(S1):126-129.
[22]Hurtado J E,Barbat A H.Equivalent linearization ofBouc-Wen hysteretic model[J].Engineering Struc-tures,2000,22(8):1121-1132.
[23]Du Y F,Li H,Zhu Q K.A stability study on lami-nated rubber bearing serially connected with column[C]∥Proceeding 11th World Conf.Seismic Isolation,Energy Dissipation and Active Vibration Control ofStructures.Guangzhou:[s.n.],2009.
[24]Du Y F,Lin Z D,Li H.Analysis of buckling failureof rubber isolators serially connected with cantilevercolumn subject to major earthquakes[C]∥Proceeding13th International Conference on Computing in Civiland Building Engineering-icccbe2010.Nottingham,UK:[s.n.],2010.
[25]杜永峰,李慧,金德保,等.大震下被动与智能隔震结构动力可靠度对比[J].地震工程与工程振动,2004,24(5):84-91.
[2]Buckle I G,Nagarajsiah S,Farrell K.Stability of e-lastomerci bearings:experimenttal study[J].Journalof Structural Engineering,2002,128(1):3-11.
[3]Koh C G,Kelly J M.A simple mechanical model forelastomeric isolation bearings[J].International Jour-nal of Mechanical Science,1988,30(12):933-943.
[4]Koh C G,Kelly J M.Viscoelastic stability model forelastomeric isolation bearings[J].Journal of Struc-tural Engineering,1989,115(2):285-302.
[5]Staton J F,Scroggins G,Taylor A W,et al.Stabilityof laminated elastomeric bearings[J].Journal Engi-neering Mechanics,1990,116(6):1352-1371.
[6]Nagarajaiah S,Ferrell K.Stability of elastomeric iso-lation bearings[J].Journal of Structrual Engineering,1999,125(9):946-954.
[7]Buckle I G,Liu H.Experiment determination of criti-cal loads of elastomeric isolators at high shear strain[J].NCEER Bull,1994,8(3):1-5.
[8]Iizuka M.A macroscopic model for predicting large-deformation behaviors of laminated rubber bearings[J].Engineering Structures,2000,(22):323-334.
[9]Lanzo A.On elastic beam models for stability analysisof multilayered rubber bearings[J].InternationalJournal of Solids and Structures,2004,(41):5733-5757.
[10]Tsai H C.Compression analysis of rectangular elasticlayers bonded between rigid plates[J].InternationalJournal of Solids and Structures,2005,(42):3395-3410.
[11]Tsai H C.Compression stiffness of circular bearingsof laminated elastic material interleaving with flexiblereinforcements[J].International Journal of Solids andStructures,2006,(43):3484-3497.
[12]Tsai H C,Kelly J M.Buckling load of seismic isola-tors affected by flexibility of reinforcement[J].Inter-national Journal of Solids and Structures,2005,(42):255-269.
[13]Ryan K L,Chopra A K.Estimating seismic demandsfor isolation bearings with building overturning effects[J].Journal of Structural Engineering,2006,132(7):1118-1128.
[14]Liu W G,Zhou F L,Zhuang X Z,et al.Mechaniccharacteristics of rubber bearings in column top isola-tion system[C]∥Proceeding International Workshopon Seismic Isolation,Energy Dissipation and Controlof Structures.Beijing:Seismological Press,1999.44-50.
[15]周锡元,韩淼,马东辉,等.橡胶支座与R/C柱串联隔震系统水平刚度系数[J].建筑科学,1997,(6):13-19.
[16]周锡元,马东辉,曾德民,等.用刚性板联结的组合橡胶支座水平刚度计算方法[J].土木工程学报,2000,33(6):38-44.
[17]唐家祥,刘再华.建筑结构基础隔震[M].武汉:华中理工大学出版社,1993.
[18]张敏政,孟庆利,裴强.叠层橡胶隔震支座的动态稳定性和力学特性研究[J].地震工程与工程振动,2002,22(5):85-91.
[19]李慧,姚云龙,杜永峰,等.叠层橡胶支座与柱串联体系动力失稳特性探讨[J].世界地震土程,2005,3(1):18-23.
[20]杜永峰,张恩海,李慧,等.隔震结构“小震不坏”的动力可靠度分析[J].地震工程与工程振动,2004,24(5):84-91.
[21]杜永峰,李慧.橡胶支座与柱串联系统的动力稳定性分析的半解析解法[J].四川建筑科学研究,2007,(S1):126-129.
[22]Hurtado J E,Barbat A H.Equivalent linearization ofBouc-Wen hysteretic model[J].Engineering Struc-tures,2000,22(8):1121-1132.
[23]Du Y F,Li H,Zhu Q K.A stability study on lami-nated rubber bearing serially connected with column[C]∥Proceeding 11th World Conf.Seismic Isolation,Energy Dissipation and Active Vibration Control ofStructures.Guangzhou:[s.n.],2009.
[24]Du Y F,Lin Z D,Li H.Analysis of buckling failureof rubber isolators serially connected with cantilevercolumn subject to major earthquakes[C]∥Proceeding13th International Conference on Computing in Civiland Building Engineering-icccbe2010.Nottingham,UK:[s.n.],2010.
[25]杜永峰,李慧,金德保,等.大震下被动与智能隔震结构动力可靠度对比[J].地震工程与工程振动,2004,24(5):84-91.
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