周期比超限偏心结构扭转耦联振动控制分析
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摘要
针对地震时周期比超限偏心结构的扭转破坏具有突发性的问题,为了研究粘滞阻尼器和普通工字型钢支撑对周期比超限偏心结构扭转耦联振动的控制效果,通过理论分析和有限元数值计算,对比分析了粘滞阻尼器及普通工字型钢支撑共同控制地震作用下不规则建筑结构的自振特性、层间位移、层间位移角、层间扭转角及其内力变化等动力响应。结果表明:设置粘滞阻尼器控制结构,层间位移角最大降低21%,顶层位移峰值最大降低32%,加速度峰值最大降低28%,扭转角最大降低31%;设置粘滞阻尼器与普通钢支撑联合控制后,层间位移角最大降低26%,顶层位移峰值最大降低41%,加速度峰值最大降低38%,扭转角最大降低45%,说明粘滞阻尼器与普通钢支撑结合对偏心结构的控制效果好于粘滞阻尼器控制结构。
Aiming at the paroxysmal destruction of eccentric structures caused by torsion under the action of earthquake,in order to analyze the vibration control effect of viscous damper and steel support on the lateral-torsion response of eccentric structures,based on theoretical analysis and numerical calculation,the free vibration characteristics,interlayer displacement,interlayer displacement angle,interlayer torsion angle and internal force change of the irregular structures were comparatively analyzed.The results indicated that the control structure with viscous dampers reduced the maximum value of some parameters of which the interlayer displacement angle was reduced by 21%,the topmost story displacement was reduced by 32%,the interlayer acceleration was reduced by 28%,and the interlayer torsion angle was reduced by 31%.Combined with the ordinary steel support,the interlayer displacement angle was reduced by 26%,the topmost story displacement was reduced by 41%,the acceleration was reduced by 38%,the interlayer torsion angle was reduced by 45%,showing that the control effect of viscous dampers and steel supports on eccentric structures is better than that of the viscous dampers only.
引文
[1]YANG Z H,AHMED E.Influence of permeability on liquefaction-induced shear deformation[J].Journal of EngineeringMechanics,2009,128(7):720-729.
    [2]AHMED E,YANG Z H,PARRA E.Properties of a phase-conjugate etalon mirror and its application to laser resonator spa-tial-mode control[J].Soil Dynamics and Earthquake Engineering,2011,22(4):259-271.
    [3]陈曦,梁剑青.混凝土结构周期比分析[J].建筑科学与工程学报,2009,26(3):117-121.
    [4]徐培福,黄吉锋,韦承基.高层建筑结构的扭转反应控制[J].土木工程学报,2012,39(7):1-8.
    [5]黄吉锋,徐培福,薛彦涛.高层型钢混凝土框筒混合结构模型的静力推覆分析[J].建筑结构,2008,38(3):6-11.
    [6]唐曹明,徐培福,徐自国,等.钢筋混凝土框架结构楼层刚度比限制方法研究[J].土木工程学报,2009,42(12):128-134.
    [7]李忠献,王洪龙,李宁.考虑接头力学特性的盾构隧道地震响应分析[J].地震工程与工程振动,2012,32(6):166-173.
    [8]李忠献,吕杨,徐龙河,等.钢—混凝土混合结构振动台试验的弹塑性损伤分析[J].建筑结构学报,2012,33(10):15-21.
    [9]邓雪松,聂一恒,汤统壁,等.某周期比超限偏心结构地震反应控制分析[J].地震工程与工程振动,2011,29(3):153-159.
    [10]王建强,姚谦峰.基础隔震单层偏心结构扭转地震反应分析[J].世界地震工程,2012,20(1):35-38.
    [11]刘畅,邹银生.偏心结构在双向地震作用下扭转反应之影响因素[J].防灾减灾工程学报,2007,27(1):23-28.
    [12]吴香香,李宏男.结构偏心对基础隔震机构地震反应的影响[J].地震工程与工程振动,2009,23(1):145-151.
    [13]侯和涛,马克峰,李国强,等.钢丝桁架复合墙板抗弯及振动特性试验研究[J].广西大学学报:自然科学版,2011,36(1):53-59.
    [14]中华人民共和国住房和城乡建设部.GB50011-2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
    [15]中华人民共和国住房和城乡建设部.JGJ3-2010高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2011.

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