摘要
本文以一超高层连体结构实际工程为例,采用Midas Building有限元软件对该结构进行详细弹塑性时程计算分析,采用了单体和连体2种计算模型。由计算结果知,该结构塔楼单体模型最大弹塑性层间位移角为1/102,连体为1/135,均满足规范要求的最低标准1/100。并对该工程结构构件进行抗震性能评价,2种计算模型剪力墙、框架柱、连接体构件均未屈服,连梁与框架梁出现塑性铰,但均未达到CP状态。从2种计算模型损伤结果来看,该连体结构应采用2种计算模型的包络进行设计。
In this paper, an actual engineering of super high-rise connected structure as an example, by using the finite element software of Midas Building, the plastic time-history of the super high-rise connected structure is analyzed and calculated in details, by using two calculation models of monomer and connector. Based on the calculation results, the plastic interlayer maximum displacement angle of monomer model is 1/102, and the connector model is 1/135, both meet the specification required minimum standard 1/100. And making seismic performance evaluation of the structural elements for the project, the shear wall, frame column and connecting body member of the two calculation did not yield, the related beam and frame beam appear plastic hinge, but both did not reach the status of CP. The damage results from the two calculation models show that the design of the connected structure should be designed envelop by the two calculation models.
出处
《工程抗震与加固改造》
北大核心
2014年第1期10-17,共8页
Earthquake Resistant Engineering and Retrofitting
关键词
超高层连体结构
弹塑性时程分析
抗震性能评价
super high-rise connected structure
plastic time-history analysis
seismic performance evaluation
