某防屈曲支撑框架结构弹塑性时程分析  

Elasto-plastic time history analysis on a buckling-restrained braced frames

作　　者：王奇[1] 干钢[1] 方鸿强[2] 

机构地区：[1]浙江大学建筑设计研究院,杭州310027 [2]汉嘉设计集团股份有限公司,杭州310005

出　　处：《建筑结构》2012年第11期44-48,共5页Building Structure

摘　　要：结合现行国家规范与规程,采用弹塑性时程分析方法,对某防屈曲支撑框架结构进行抗震分析,探讨该类结构在罕遇地震作用下的动力响应。重点讨论了在罕遇地震作用下结构的基底剪力、剪重比、层间位移角、构件塑性发展过程以及防屈曲支撑滞回耗能特性。计算结果显示,结构X向顶点最大位移为655mm,最大层间位移角为1/111;Y向顶点最大位移为745mm,最大层间位移角为1/103,均满足抗震规范的相关要求。动力弹塑性分析结果显示,无论从杆件塑性铰出现情况,还是从杆件的地震响应,以及不同位置防屈曲支撑的滞回曲线都可以看出,防屈曲支撑有效地吸收了一部分地震动传给结构的能量,减小了其地震响应。Combined with present national codes and regulations, elasto-plastic time history analysis on buckling-restrained braced frames was carried out. The dynamic response of this kind of strueture under rare earthquake was discussed. The base shear force, shear-weight ratio, inter-story drift, plastic development process of the whole structure and hysteresis characteristic of buckling-restrained braces were studied. The analysis results show that the maximum shift on X direction is 655mm and the inter-story drift is 1/111, meanwhile the maximum shift on Y direction is 745mm and the inter-story drift is 1/103, and it is in good requirement with the code of seismic. The elasto-plastic time history analysis results show that no matter the appearance of plastic hinges, or the seismic response of members, even the hysteretic curves of buckling- restrained braces on different positions all indicate that a part of ground motion energy which passed to the structure is effectively absorbed by the buckling-restrained braces, and the seismic response is also reduced.

关 键 词：弹塑性时程分析 塑性铰 防屈曲支撑 抗震分析 

分 类 号：TU313.2[建筑科学—结构工程] TU352.11