为研究框架-支撑芯筒结构在罕遇地震下的耗能机制,对框架-支撑芯筒结构进行弹塑性时程分析,观察结构的耗能分布,并与框架-核心筒结构进行对比,分析设置屈曲约束支撑（BRB）后框架-支撑芯筒结构体系耗能的变化。结果表明：（1）两种结构体系耗能的不同之处在于框架-核心筒结构塑性耗能主要集中在连梁上,而框架-核心筒结构塑性耗能分散在各类构件上,由于钢支撑在罕遇地震下不易屈服,耗能能力未充分发挥。（2）采用BRB等截面替换支撑芯筒的钢支撑,框架-支撑芯筒结构的耗能机制基本保持不变。（3）适当缩小BRB的芯材截面,降低BRB的屈服力,不仅能够降低总体能量输入,而且能够将提高BRB的耗能占比,降低其他构件的塑性耗能,有效地保护了其他构件。可见,理想的框架-支撑芯筒结构宜设置部分或全部采用BRB替代钢支撑。
Abstract
To study the energy dissipation mechanism of frame braces-tube structure under rare earthquake, the elastic-plastic time history of frame braces-tube structure and frame-corewall structure are carried out. The differences of energy dissipation are observed. A comparison with frame braces-tube structure with BRB is complemented. It is found that： （1） The energy dissipation of frame-corewall structure depends on coupling beam, while frame braces-tube structure depends on braces yielding. But the energy dissipation capacity of braces is not fully used due to its high yield strength. （2） The energy dissipation mechanism of frame braces-tube structure is unchanged when the braces are replaced by equal section BRB. （3） The energy dissipation capacity of BRBs is increase, and other components are decreased when the cross-section area of BRB is reduced. Therefore, the ideal braces-tube structure had better to use BRB to replace steel braces partly or completely.
关键词
框架-支撑芯筒结构 /
耗能机制 /
罕遇地震 /
屈曲约束支撑（BRB）
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Key words
frame braces-tube structure /
energy dissipation mechanism /
rare earthquake /
BRB
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参考文献
[1] 白国良,楚留声,李晓文.高层框架-核心筒结构抗震防线问题研究[J].西安建筑科技大学学报(自然科学版),2007,39(4):445-450. Bai Guoliang,Chu Liusheng,Li Xiaowen.The research on the problem of earthquake fortification line in high-rise frame-core wall structures [J].Journal of Xi'an University of Architecture and Technology (Natural Science Edition),2007,39(4):445-450.(in Chinese)
[2] 龚炳年,方鄂华.反复荷载下联肢剪力墙结构连系梁的性能[J].建筑结构学报,1988,9(1):34-41. Gong Binnian,Fang Ehua.Behavior of reinforced concrete coupling beams between shear walls under cyclic loading[J].Journal of Building Structures,1988,9(1):34-41.(in Chinese)
[3] 刘畅,范重,朱丹.宽连梁剪力墙及其抗震性能研究[J].建筑结构学报,2015,36(3):46-55. Liu Chang,Fan Zhong,Zhu Dan.Research on seismic behavior of wide coupling beams in shear wall structure[J].Journal of Building Structures,2015,36(3):46-55.(in Chinese)
[4] Ding D,Cao Z,Zhang S.Experimental studies of new ductile coupling beams and multi-storey shear walls[J].Materials & Structures,1997,30(9):566-573.
[5] 孙占国,林宗凡,戴瑞同.菱形配筋剪内墙连梁的受力性能[J].建筑结构学报,1994,15(5):14-23. Sun Zhanguo,Lin Zongfan,Dai Ruitong.Behavior of coupling beam of shear wall reinforced with inclined rhomboids bars[J].Journal of Building Structures,1994,15(5):14-23.(in Chinese)
[6] 丁永君,于敬海,李端,等.高强钢筋高强混凝土双连梁剪力墙抗震性能试验研究[J].建筑结构学报,2015,36(3):56-63. Ding Yongjun,Yu Jinghai,Li Rui,et al.Experimental study on seismic behavior of high strength reinforced concrete double coupling beam shear wall[J].Journal of Building Structures,2015,36(3):56-63.(in Chinese)
[7] Fortney P J,Shahrooz B M,Rassati G A.Large-Scale Testing of a Replaceable “Fuse” Steel Coupling Beam[J].Journal of Structural Engineering,ASCE,2007,133(12):1801-1807.
[8] 吕西林,陈聪.设置可更换连梁的双筒体混凝土结构振动台试验研究[J].建筑结构学报,2017,38(8):45-54. Lü Xilin,Chen Cong.Shaking table tests of double tube concrete structure with replaceable coupling beams [J].Journal of Building Structures,2017,38(8):45-54.(in Chinese)
[9] 潘超,翁大根.连梁内设置竖向变形阻尼器的耗能剪力墙体系减震分析与设计[J].建筑结构学报,2012,33(10):39-46. Pan Chao,Weng Dagen.Seismic analysis and design of damping controlled coupled shear wall with vertical dampers in coupling beams[J].Journal of Building Structures,2012,33(10):39-46.(in Chinese)
[10] 傅大宝. 闽投运营中心主体结构动力弹塑性分析[J].结构工程师,2019,35(1):157-165.
Fu Dabao.Dynamic elasto-plastic analysis of the Mintou Operation Center[J].Structural Engineers,2019,35(1):157-165.(in Chinese)
[11] 李熹. 闽投营运中心塔楼结构设计与分析[J].结构工程师,2018,34(4):12-17. Li Xi.Design and analysis of main tower structure for Mintou Operation Center [J].Structural Engineers,2018,34(4):12-17.(in Chinese)
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脚注
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基金
福建省科技计划项目（2017Y0024）
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