摇摆钢支撑框架结构抗震性能分析
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摘要
中心支撑钢框架抗侧效率高,但在设防地震作用下,中心支撑杆容易受压失稳,耗能性能劣化。为了提高中心支撑钢框架结构的耗能能力,提出了摇摆钢支撑框架结构体系。采用ABAQUS有限元分析软件对比分析了摇摆钢支撑结构与中心支撑结构的抗震性能,以及在支撑与框架不同刚度比、非耗能段采用不同钢材强度等级影响下的摇摆钢支撑结构滞回性能,确定了耗能段替换的层间侧移角范围。分析结果表明:摇摆钢支撑结构主要通过耗能段耗散能量,支撑未发生屈曲时,破坏模式比中心支撑结构理想,耗能机制合理;随着支撑与框架刚度比的增加,结构的整体位移曲线逐渐趋于线性,层间位移角趋于一致,支撑与框架的刚度比大于2时效果明显;提高摇摆钢支撑结构非耗能段钢材等级可以提高结构的极限承载力和剩余刚度,减轻结构的破坏程度,结构延性会有所降低;将结构正向骨架曲线简化为三折线模型能够准确确定耗能段替换的层间侧移角范围,结构刚度比和钢材强度等级增加能够提高耗能段替换的层间侧移角范围上限。
The concentrically braced frame has high lateral efficiency, but under the action of seismic fortification, the concentrically braced is easily unstable, and the energy dissipation ability is deteriorated. In order to improve the energy dissipation ability of the central braced steel frame, a rocking steel braced frame structure system is designed. A set of model of rocking steel supporting structure and concentrically braced frame, and two sets of models with different stiffness ratios and different steel strength grades were designed. The finite element analysis software ABAQUS was used to carry out the inverted triangular displacement cyclic loading on these models. The failure mechanism, hysteresis curve, skeleton curve, story drift curves, bearing capacity, ductility and stiffness degradation under different stiffness ratios and different strength grades of steel were analyzed. The results show that compared with central supporting structures, the rocking steel braced frame structures has more ideal failure mode, more reasonable energy dissipation mechanism. With the increase of the stiffness ratio between the rocking steel braced and two sides of the frame, the story drift curves of the structure tend to be a line.The bearing capacity and the remaining stiffness of the specimens increase with the rise of steel strength, but the ductility is decreased. By simplifying the skeleton curves to the trilinear model, the replacement range of the link can be confirmed. The upper limit of the replacement range will rise with the increase of the stiffness ratio and the steel strength.
The concentrically braced frame has high lateral efficiency, but under the action of seismic fortification, the concentrically braced is easily unstable, and the energy dissipation ability is deteriorated. In order to improve the energy dissipation ability of the central braced steel frame, a rocking steel braced frame structure system is designed. A set of model of rocking steel supporting structure and concentrically braced frame, and two sets of models with different stiffness ratios and different steel strength grades were designed. The finite element analysis software ABAQUS was used to carry out the inverted triangular displacement cyclic loading on these models. The failure mechanism, hysteresis curve, skeleton curve, story drift curves, bearing capacity, ductility and stiffness degradation under different stiffness ratios and different strength grades of steel were analyzed. The results show that compared with central supporting structures, the rocking steel braced frame structures has more ideal failure mode, more reasonable energy dissipation mechanism. With the increase of the stiffness ratio between the rocking steel braced and two sides of the frame, the story drift curves of the structure tend to be a line.The bearing capacity and the remaining stiffness of the specimens increase with the rise of steel strength, but the ductility is decreased. By simplifying the skeleton curves to the trilinear model, the replacement range of the link can be confirmed. The upper limit of the replacement range will rise with the increase of the stiffness ratio and the steel strength.
引文
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[5] MACRAE G A, Kimura Y, Roeder C. Effect of column stiffness on braced frame seismic behavior[J]. Journal of Structural Engineering,ASCE,130(3):381-391
[6]羽立,陆新征,叶列平,等.基于多点位移控制的推覆分析算法[J].工程力学,2011,28(2):18-23.
[7]于安林,赵宝成,李仁达,等. K形和Y形偏心支撑钢框架滞回性能试验研究[J].建筑结构,2010,40(4):9-12.
[8]唐成杰,赵宝成.带可替换耗能段的Y形偏心支撑框架抗震性能研究[J].工程抗震与加固改造,2016,38(4):64-71.
[9]柯珂,陈以一.基于能量系数的损伤控制结构评估及其在钢框架中的应用[J].建筑结构学报,2015,36(5):133-139.
[2]周颖,吕西林.摇摆结构及自复位结构研究综述[J].建筑结构学报,2011,32(9):1-10.
[3]曲哲,叶列平.摇摆墙-框架体系的抗震损伤机制控制研究[J].地震工程与工程振动,2011(4):40-50.
[4]曲哲,叶列平.附加子结构抗震加固方法及其在日本的应用[J].建筑结构,2010,28(1):64-70.
[5] MACRAE G A, Kimura Y, Roeder C. Effect of column stiffness on braced frame seismic behavior[J]. Journal of Structural Engineering,ASCE,130(3):381-391
[6]羽立,陆新征,叶列平,等.基于多点位移控制的推覆分析算法[J].工程力学,2011,28(2):18-23.
[7]于安林,赵宝成,李仁达,等. K形和Y形偏心支撑钢框架滞回性能试验研究[J].建筑结构,2010,40(4):9-12.
[8]唐成杰,赵宝成.带可替换耗能段的Y形偏心支撑框架抗震性能研究[J].工程抗震与加固改造,2016,38(4):64-71.
[9]柯珂,陈以一.基于能量系数的损伤控制结构评估及其在钢框架中的应用[J].建筑结构学报,2015,36(5):133-139.