锥形非固结隔震结构理论与试验研究(Ⅱ)——支座参数分析
|
摘要
为了研究锥形非固结隔震支座的水平力学性能及滞回特性,设计并加工了坡度角为30°、45°及60°的锥形非固结隔震支座,对9个不同参数的支座进行水平力学性能试验研究,对坡度角、阻尼材料类型、阻尼材料厚度、加载振幅、加载频率、竖向荷载及高应力等与支座的水平力学性能的相关性进行研究,得出若干对非固结隔震结构设计有价值的结论。
Tapered non-consolidation bearings with slope angle of 30 °,45 ° and 60 ° were designed and tests of nine bearings with different parameters were conducted to study their mechanical properties and hysteretic characteristics here.The mechanical properties of the bearings with different parameters including slope angle,type of damping material,damping material thickness,loading amplitude,loading frequency,vertical load and high stress were studied.The valuable conclusions were obtained for a non-consolidation isolated structure design.
Tapered non-consolidation bearings with slope angle of 30 °,45 ° and 60 ° were designed and tests of nine bearings with different parameters were conducted to study their mechanical properties and hysteretic characteristics here.The mechanical properties of the bearings with different parameters including slope angle,type of damping material,damping material thickness,loading amplitude,loading frequency,vertical load and high stress were studied.The valuable conclusions were obtained for a non-consolidation isolated structure design.
引文
[1]日本免震构造协会,编.图解隔震结构入门[M].叶列平,译.北京:科学出版社,1998.
[2]日本建筑协会,著.隔震结构设计[M].刘文光,译.北京:地震出版社,2006.
[3]Robinson W H,Tuker A G.Test results for lead-rubberbearings for the william M.clayton building,toe toe bridge,and waiotukupuna bridge[J].Bull.New Zealand Natl.Soc.Eng,1983,14(1):21-33.
[4]和泉正哲,ルヮガの试みを通しての所感[J].Stucture,1986,20:23-28.
[5]欧进萍.结构振动控制——主动、半主动和智能控制[M].北京:科学出版社,2003.
[6]Kelly J M.Earthquake resistant design with rubber[M].Second Edition.Springer Verlag London Limited,1997.
[7]Lindley P B.Natural rubber structural bearings[J].JointSealing and Bearing System for Concrete Structures,1981,1:353-378.
[8]Robinson W H,Tuker A G.Test results for lead-rubberbearings for the William M.Clayton Building,toe toe bridge,and waiotukupuna bridge[J].Bulletin of the New ZealandNational Society for Earthquake Engineering,1983,14(1):21-23.
[9]Takarama M,Morita K.A study on the regulation for seismicdesign of base-isolated buildings[C].Summaries of TechnicalPapers of Annual Meeting Architectural Institute of Japan,2002,B-2:473-474.
[10]胡兆同,刘健新.桥梁铅销支座性能的试验研究[J].西安公路交通大学学报,1998,18(2):1-4.
[11]孙凤利.锥形非固结支座的基本力学性能试验研究[D].广州:广州大学,2007.
[12]付敏.锥形非固结隔震结构振动台试验研究[D].广州:广州大学,2008.
[2]日本建筑协会,著.隔震结构设计[M].刘文光,译.北京:地震出版社,2006.
[3]Robinson W H,Tuker A G.Test results for lead-rubberbearings for the william M.clayton building,toe toe bridge,and waiotukupuna bridge[J].Bull.New Zealand Natl.Soc.Eng,1983,14(1):21-33.
[4]和泉正哲,ルヮガの试みを通しての所感[J].Stucture,1986,20:23-28.
[5]欧进萍.结构振动控制——主动、半主动和智能控制[M].北京:科学出版社,2003.
[6]Kelly J M.Earthquake resistant design with rubber[M].Second Edition.Springer Verlag London Limited,1997.
[7]Lindley P B.Natural rubber structural bearings[J].JointSealing and Bearing System for Concrete Structures,1981,1:353-378.
[8]Robinson W H,Tuker A G.Test results for lead-rubberbearings for the William M.Clayton Building,toe toe bridge,and waiotukupuna bridge[J].Bulletin of the New ZealandNational Society for Earthquake Engineering,1983,14(1):21-23.
[9]Takarama M,Morita K.A study on the regulation for seismicdesign of base-isolated buildings[C].Summaries of TechnicalPapers of Annual Meeting Architectural Institute of Japan,2002,B-2:473-474.
[10]胡兆同,刘健新.桥梁铅销支座性能的试验研究[J].西安公路交通大学学报,1998,18(2):1-4.
[11]孙凤利.锥形非固结支座的基本力学性能试验研究[D].广州:广州大学,2007.
[12]付敏.锥形非固结隔震结构振动台试验研究[D].广州:广州大学,2008.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心