消能减震结构设计方法研究
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摘要
采用屈服强度倍数法和等效线性化法研究附加金属阻尼器的消能减震结构的设计方法,用这两种方法分别计算结构附加金属阻尼器的优化阻尼量,对附加阻尼消能减震结构进行定量分析。将两种方法计算的优化阻尼量附加于原结构上进行时程分析并研究其减震效果,消能减震结构的位移、速度、塑性率及主结构承受的剪力值都有一定的减小,说明所得的消能减震结构的减震效果优于原结构。两种计算优化阻尼量的方法都有可参考性,研究结果为消能减震技术的推广使用打下基础。
The methods of the multiple yield strength of structure and equivalent linearization were researched to discuss the design of energy dissipation structure.The optimal damping amount of structure with additional steel dampers was calculated by these two kinds of methods,and the quantitative analysis was done.The effect on the structure with the optimal damping amount which was calculated by these two methods was discussed.The values inculding the displacement,the speed,the plastic ratio and shear force of the main structure were less than the original structure.The results of both two methods can be referenced by designers,and it could be beneficial for the promotion of energy dissipation.
The methods of the multiple yield strength of structure and equivalent linearization were researched to discuss the design of energy dissipation structure.The optimal damping amount of structure with additional steel dampers was calculated by these two kinds of methods,and the quantitative analysis was done.The effect on the structure with the optimal damping amount which was calculated by these two methods was discussed.The values inculding the displacement,the speed,the plastic ratio and shear force of the main structure were less than the original structure.The results of both two methods can be referenced by designers,and it could be beneficial for the promotion of energy dissipation.
引文
[1]日本隔振构造协会.被动减震结构设计施工手册[M].北京:中国建筑工业出版社,2008.
[2]乐登,周云,邓雪松.耗能减震结构中耗能器总耗能层间分配比例研究[J].工程抗震与加固改造,2009,33(3):26-33.
[3]裴星洙,贺方倩.高层消能减震钢框架结构最佳阻尼量分析[J].土木工程学报,2010,53(S2):282-288.
[4]裴星洙,张立,任正权.高层建筑结构地震响应的时程分析法[M].北京:中国水利水电出版社,2006.
[5]李爱群.工程结构减震控制[M].北京:机械工业出版社,2007.
[6]GB50009—2012建筑结构荷载规范[S].北京:中国建筑工业出版社,2012.
[7]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[8]KASAI K,FU Y M,WATANABE A.Passive control systems for seismic damage mitigation[J].Journal of Structural Engineering,1998,124(5):501-512.
[9]FU Y M,KASAI K.Comparative study of frames using supplemental viscoelastic and viscous dampers[J].Journal of Structural Engineering,1998,124(10):513-522.
[2]乐登,周云,邓雪松.耗能减震结构中耗能器总耗能层间分配比例研究[J].工程抗震与加固改造,2009,33(3):26-33.
[3]裴星洙,贺方倩.高层消能减震钢框架结构最佳阻尼量分析[J].土木工程学报,2010,53(S2):282-288.
[4]裴星洙,张立,任正权.高层建筑结构地震响应的时程分析法[M].北京:中国水利水电出版社,2006.
[5]李爱群.工程结构减震控制[M].北京:机械工业出版社,2007.
[6]GB50009—2012建筑结构荷载规范[S].北京:中国建筑工业出版社,2012.
[7]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[8]KASAI K,FU Y M,WATANABE A.Passive control systems for seismic damage mitigation[J].Journal of Structural Engineering,1998,124(5):501-512.
[9]FU Y M,KASAI K.Comparative study of frames using supplemental viscoelastic and viscous dampers[J].Journal of Structural Engineering,1998,124(10):513-522.
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