超高层巨型框架组合结构三维弹塑性地震反应分析
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摘要
依据我国现行规范设计了201m高超高层巨型框架组合结构,对其进行弹性及弹塑性动力反应分析,研究巨型框架结构各动力反应的楼层分布特征。建立的数值模型较真实地反映了混凝土和钢材(及钢筋)的材料性能,合理考虑了构件刚度退化、强度退化及滑移等非线性力学特征,利用多弹簧集中塑性单元模型模拟(型钢)混凝土柱和(型钢)混凝土剪力墙、集中塑性模型模拟(型钢)混凝土梁。结果表明:结构在罕遇地震作用下能够保持较好的工作状态,各巨型层段的层间位移角沿高度呈中大边小的弦状曲线分布。建议对中部各巨型层附近的次框架楼层以及动力反应较大的顶部巨型层予以适当加强。
To characterize the mega-frame structure′s dynamic responses′vertical distribution,a 201m super-high mega-frame composite structure was designed based on Chinese current related design codes,and elasto-plastic dynamic analysis was carried out on it.Material properties for the concrete,steel and rebar were reflected in the established numerical model,and reasonable consideration was taken for the structural components′nonlinear mechanics,such as stiffness degradation,strength deterioration and slip characteristic.The(S)RC(steel reinforced concrete) column and(S)RC wall were simulated by multi-spring model,while the plasticity lumped model was taken for the modeling of(S)RC beam.Results show that the mega-frame structure can maintain a good work state under rare earthquake,and inter-story rotation for stories in a mega-storey presents a chord-curve vertical distribution with side small and middle large.It is highlighted that details of seismic design for stories near the mega-beam should be strengthened,so is the highest mega-beam for its large dynamic effect.
To characterize the mega-frame structure′s dynamic responses′vertical distribution,a 201m super-high mega-frame composite structure was designed based on Chinese current related design codes,and elasto-plastic dynamic analysis was carried out on it.Material properties for the concrete,steel and rebar were reflected in the established numerical model,and reasonable consideration was taken for the structural components′nonlinear mechanics,such as stiffness degradation,strength deterioration and slip characteristic.The(S)RC(steel reinforced concrete) column and(S)RC wall were simulated by multi-spring model,while the plasticity lumped model was taken for the modeling of(S)RC beam.Results show that the mega-frame structure can maintain a good work state under rare earthquake,and inter-story rotation for stories in a mega-storey presents a chord-curve vertical distribution with side small and middle large.It is highlighted that details of seismic design for stories near the mega-beam should be strengthened,so is the highest mega-beam for its large dynamic effect.
引文
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[2]黄嘉,柯长华,束伟农,等.北京电视中心主楼巨型框架-支撑钢结构静力弹塑性地震反应分析[J].建筑结构,2005,35(10):91-94(Huang Jia,Ke Changhua,ShuWeinong,et al.Elastic-plastic earthquake analysis of steelstructure of main tower of Beijing TV Center[J.]BuildingStructure,2005,35(10):91-94(in Chinese))
[3]尹华钢,李志强,刘晓华,等.北京新保利大厦结构抗震设计[J.]建筑结构,2007,37(4):1-5(Yin Huagang,Li Zhiqiang,Liu Xiaohua,et al.Aseismatic design on thestructure of Beijing New Poly Plaza[J.]Building Structure,2007,37(4):1-5(in Chinese))
[4]包世华,龚耀清.超高层建筑空间巨型框架的水平力和重力二阶效应分析新方法[J].计算力学学报,2010,27(1):40-46(Bao Shihua,Gong Yaoqing.A new methodfor second-order effect analysis on spacial mega frame ofsuper tall buildings due to both horizontal and verticalloadings[J].Chinese Journal of Computational Mechanics,2010,27(1):40-46(in Chinese))
[5]淦克丽,盛宏玉,叶献国.巨型框架减振结构的动力时程分析[J].合肥工业大学学报:自然科学版,2010,33(1):81-84(Gan Keli,Sheng Hongyu,Ye Xianguo.Dynamic time-history analysis of the vibration-isolation megaframe[J.]Journal of Hefei University of Technology:NaturalScience Edition,2010,33(1):81-84(in Chinese))
[6]周晓峰.巨型钢框架结构的静力、抗震和抗风分析[D.]杭州:浙江大学,2001(Zhou Xiaofeng.Static,aseismic and wind-resistant anslysis of steel mega-frame[D.]Hangzhou:Zhejiang University,2001(in Chinese))
[7]王廷彦.巨型框架—支撑结构的静力、动力及减震性能分析[D.]广州:广州大学,2006(Wang Tingyan.Static and dynamic performance analysis of mega frame-brace structure[D.]Guangzhou:Guangzhou University,2006(in Chinese))
[8]徐国林,张令心.巨型钢框架结构的三维非线性分析模型[J.]世界地震工程,2009,25(1):102-106(XuGuolin,Zhang Lingxin.Three-dimension nonlinear analysismodels of steel mega-frame structures[J.]World EarthquakeEngineering,2009,25(1):102-106(in Chinese))
[9]El-Tawil S,Harries K A,Fortney P J,et al.Seismicdesign of hybrid coupled wall systems:state of the art[J].Journal of Structural Engineering,2010,136(7):755-769
[10]Li Kangning.Canny technical manual[DB/CD.]Singapore:Canny Consultant Pte Ltd.,2004
[11]Shibata M,Wakabayashi M.Hysteretic behaviour of K-type braced frame[C]//Proceedings of the 8th WorldConference on Earthquake Engineering.San Francisco,1984
[12]Cao H,Friswell M I.The effect of energy concentration ofearthquake ground motions on the nonlinear response ofRC structures[J].Soil Dynamics and EarthquakeEngineering,2009,29(2):292-299
[13]陈麟,张耀春,周云.次框架开洞的巨型钢框架结构性能分析[J.]建筑结构,2007,37(1):1-3(Chen Lin,Zhang Yaochun,Zhou Yun.Analysis on performances ofsteel mega frame structure with hole in subordinate structure[J.]Building Structure,2007,37(1):1-3(in Chinese))
[14]张宇峰,舒赣平,吕志涛,等.巨型框架结构的静力弹塑性分析研究[J].东南大学学报:自然科学版,2004,34(5):638-642(Zhang Yufeng,Shu Ganping,Lu Zhitao.Research on static push-over analysis of mega-framestructure[J.]Journal of Southeast University:NaturalScience Edition,2004,34(5):638-642(in Chinese))
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