立面收进超限结构弹塑性时程分析
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摘要
上海嘉里静安综合发展项目南塔楼为超高层型钢混凝土框架—钢筋混凝土筒体结构。塔楼设有斜柱和加强层并有较大的立面收进,为立面规则性超限结构。文中采用NosaCAD有限元程序建立整体结构分析模型,通过7度多遇和7度罕遇烈度下的弹塑性时程分析,研究结构的变形、内力、破坏情况的发展历程。计算结果表明,小震情况下,结构构件未出现损坏。大震情况下,框架部分出现塑性铰的杆件未达到极限承载能力,筒体部分构件损坏顺序和分布较为合理,能在一定程度上耗散地震输入能量。结构最大层间位移角满足1/100的限值要求。结构可以满足小震不坏大震不倒的设防要求。
The south tower of Kerry Center in Jing'an Area is a super high-rise building with setback in elevation.It uses RC core and SRC frame structural system and contains inclined columns and strengthened stories.The calculation model of the overall structure was established in NosaCAD in the paper.The elasto-plastic time history analysis was carried out to study the seismic behavior of the structure like deformations,internal forces and damage patterns under the frequent and rare intensity of 7 degree earthquake.The results of the study showed that under the frequent earthquakes,there is no damaged element,under the rare earthquakes,yielding hinges occur on some elements of the frames but the structural components do not reach the ultimate carrying capacity.The order and distribution of damages on components of the tubes are reasonable,which can dissipate some dynamic energy.The maximum inter story drift of the building can meet the seismic design requirement of Chinese code.The structure satisfies the code requirements of no damage under frequent earthquake and standing without collapse under rare earthquake.
The south tower of Kerry Center in Jing'an Area is a super high-rise building with setback in elevation.It uses RC core and SRC frame structural system and contains inclined columns and strengthened stories.The calculation model of the overall structure was established in NosaCAD in the paper.The elasto-plastic time history analysis was carried out to study the seismic behavior of the structure like deformations,internal forces and damage patterns under the frequent and rare intensity of 7 degree earthquake.The results of the study showed that under the frequent earthquakes,there is no damaged element,under the rare earthquakes,yielding hinges occur on some elements of the frames but the structural components do not reach the ultimate carrying capacity.The order and distribution of damages on components of the tubes are reasonable,which can dissipate some dynamic energy.The maximum inter story drift of the building can meet the seismic design requirement of Chinese code.The structure satisfies the code requirements of no damage under frequent earthquake and standing without collapse under rare earthquake.
引文
[1]嘉里静安综合发展项目结构抗震专项审查报告[R].上海,2007.SeismicReview Report of Kerry Center in Jing’an Area[R].Shanghai2,007.(in Chinese)
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[2]刘大鹏,吴晓涵.某框架结构的弹塑性时程分析[J].结构工程师2,0112,7(S):276-279.Liu D P,Wu X H.Elasto-Plastic Time History Analysisof a Frame Structure[J].Structural Engineers,2011,27(S):276-279.(in Chinese)
[3]孙方涛,吴晓涵,吕西林.竖向地震作用下某大跨悬挑结构反应分析[J].结构工程师,2009,25(4):71-77.Sun F T,Wu X H,Lu X L.Research on EarthquakeResistance Behavior of a Long-Span and CantileveredStructure Subjected to Vertical Motion[J].StructuralEngineers,2009,25(4):71-77.(in Chinese)
[4]顾祥林,孙飞飞.混凝土结构的计算机仿真[M].上海:同济大学出版社2,002.Gu X L,Sun F F.Computer Simulation of ReinforcedConcrete Structure[M].Shanghai:Tongji UniversityPress,2002.(in Chinese)
[5]吕西林.复杂高层建筑结构抗震理论与应用[M].北京:北京科学出版社2,007.Lu X L.Seismic Theory and Application of ComplexHigh-rise Structure[M].Beijing:Beijing SciencePress,2007.(in Chinese)
[6]吕西林,金国芳,吴晓涵.钢筋混凝土结构非线性有限元理论与应用[M].上海:同济大学出版社2,002.Lu X LJ,in G F,Wu X H.Theory and Application ofNonlinear Finite Element of Reinforced ConcreteStructure[M].Shanghai:Tongji University Press,2002.(in Chinese)
[7]龙志飞,岑松.有限元法新论:原理.程序.进展[M].北京:中国水利水电出版社2,001.Long Z F,Cen S.New Discussions for Finite ElementMethod:Principle.Program.Progress[M].Beijing:China Water Power Press,2001.(in Chinese)
[8]吴晓涵,吕西林.反复荷载下混凝土剪力墙非线性有限元分析[J].同济大学学报,1996,24(2):117-123.Wu X H,Lu X L.Nonlinear Finite Element Analysis ofReinforced Concrete Slit Shear Wall Under CyclicLoading[J].Journal of Tongji University,1996,24(2):117-123.(in Chinese)
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