锥形非固结隔震结构理论与试验研究(Ⅰ)——支座静力试验
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摘要
提出了适用于低层及多层建筑结构的锥形非固结隔震结构的新型减震结构体系和锥形非固结隔震支座,为了研究锥形非固结隔震结构的减震机理、减震效果和支座力学性能,对粘弹性材料和锥形隔震支座进行静力试验研究。试验研究结果表明两种粘弹性材料具有相似的耗能能力;支座具有较大的竖向刚度、竖向耗能能力有限;支座水平滞回曲线饱满,曲线呈现出双锥形,在不同参数下等效阻尼比为15%～35%。
The new non-consolidation construction of isolated structure proposed for low-rise and multi-storey buildings structure and the non-consolidation bearing were introduced.The static tests of viscoelastic material and non-consolidation bearing were performed in order to study their mechanical properties.Experimental results show that the two kinds of viscoelastic materials provided have similar energy dissipation capacity,and the bearings are of high vertical stiffness,however limited vertical energy dissipation capacity.Experimental results also show the horizontal hysteresis curve for the bearing is like a double cone,and the equivalent damping ratio is 15% to 35% at different parameters.
The new non-consolidation construction of isolated structure proposed for low-rise and multi-storey buildings structure and the non-consolidation bearing were introduced.The static tests of viscoelastic material and non-consolidation bearing were performed in order to study their mechanical properties.Experimental results show that the two kinds of viscoelastic materials provided have similar energy dissipation capacity,and the bearings are of high vertical stiffness,however limited vertical energy dissipation capacity.Experimental results also show the horizontal hysteresis curve for the bearing is like a double cone,and the equivalent damping ratio is 15% to 35% at different parameters.
引文
[1]周福霖.工程结构减震控制[M].北京:地震出版社,1997.
[2]何文福,刘文光,杨骁.隔震结构弹塑性反应谱理论研究[J].振动与冲击,2010,29(1):31-33.
[3]Robinson W H,Tuker A G.Test results for Lead-Rubber Bearings 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]日本建筑协会.隔震结构设计[M].刘文光译.北京:地震出版社,2006.
[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]Ikawa N,Yoneda H,Tachibana E,et al.Verification of the response reduction of sliding base-isolator by experimental test and numerical analysis[J].AIJ Journal of Technology and Design,2008,28(10):411-416.
[7]Yanashita Y,Kishimoto K,Sumi A,et al.The structural design and construction of a42-story reinforced concrete building with base isolation system[J].Concrete Journal,2003,41(12):60-66.
[8]毛利军,李爱群.滑移隔震结构非线性反应的动力相似性研究[J].防灾减灾工程学报,2003,23(4):33-36.
[9]钱淑玲,魏陆顺,周福霖,等.组合基础隔震技术在广州大学城的应用[J].城市住宅,2008,6:50-51.
[10]中华人民共和国国家标准.建筑抗震设计规范(GB50011-2001)[S].北京:中国建筑工业出版社,2001.
[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]何文福,刘文光,杨骁.隔震结构弹塑性反应谱理论研究[J].振动与冲击,2010,29(1):31-33.
[3]Robinson W H,Tuker A G.Test results for Lead-Rubber Bearings 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]日本建筑协会.隔震结构设计[M].刘文光译.北京:地震出版社,2006.
[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]Ikawa N,Yoneda H,Tachibana E,et al.Verification of the response reduction of sliding base-isolator by experimental test and numerical analysis[J].AIJ Journal of Technology and Design,2008,28(10):411-416.
[7]Yanashita Y,Kishimoto K,Sumi A,et al.The structural design and construction of a42-story reinforced concrete building with base isolation system[J].Concrete Journal,2003,41(12):60-66.
[8]毛利军,李爱群.滑移隔震结构非线性反应的动力相似性研究[J].防灾减灾工程学报,2003,23(4):33-36.
[9]钱淑玲,魏陆顺,周福霖,等.组合基础隔震技术在广州大学城的应用[J].城市住宅,2008,6:50-51.
[10]中华人民共和国国家标准.建筑抗震设计规范(GB50011-2001)[S].北京:中国建筑工业出版社,2001.
[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.
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