钢-混凝土组合框架-核心筒结构设计研究
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摘要
本文介绍了8度抗震设防区的北京LG大厦塔楼钢-混凝土组合框架-核心筒结构的设计研究和相应的节点构造。核心筒是整个结构的主要抗侧力构件,为了改善核心筒剪力墙的延性,设计中在核心筒四大角及纵横墙交点处设置钢骨柱。同时,为了提高承托楼面桁架的剪力墙联系梁的非弹性变形能力,沿核心筒y向联系梁内设置了型钢,与钢骨柱组成暗框架,加强了核心筒的整体性。弹塑性动力时程分析结果表明了这种结构体系具有较好的抗震性能,计算结果与模型的振动台试验结果非常吻合。振动台试验结果表明,在8度罕遇地震作用下,核心筒边缘构件和底部框架柱均没有发现钢筋压屈、混凝土崩落现象;核心筒与外围框架两者间能很好地协同工作;核心筒内的暗钢柱提高了楼面钢梁端部锚固能力,钢梁与混凝土墙之间的连接没有发现破坏现象,但值得注意的是梁端测得的应变较大,这种现象反映了梁(桁架)的端部即便是接“铰接”处理,仍然存在地震作用产生的约束弯矩,设计中应给予足够的重视。计算分析和试验结果表明了这种结构体系通过合理设计和构造可以用于高烈度地震区,核心筒内设置钢骨后,此类结构最大适用高度的限值还有相当的提升空间,可以突破150m的限值。
This paper presents the design,research and related joints' details of a 31-story composite frame-core wall structure with the height of 141m,which is located in Beijing,a region of seismic fortification of 8 degree.In order to improve the ductility of the core walls and to ensure inelastic deformation capacity of the longitudinal coupling beams carried steel trusses,proper steel sections were embedded at the intersections of longitudinal and transversal core walls,and inside the coupling beams respectively.The results of elasto-plastic time-history analysis under the action of rarely occuring earthquakes are very close to the data of shaking table test.Experimental results show that there is no obvious demage in the core walls,the interaction between core walls and its surrounding composite frame is efficient.The whole structure has better seismic performance.The test also shows that spalling of concrete and local buckling of reinforcement at the boundary elements of core wall and the bottom of surrounding composite columns have not been observed,even the elasto-plastic story drift angle has reached 1/101.The performance of the connection between steel beam/truss and concrete wall is good,since the steel column embedded in the wall enhances the anchorage strength of steel beam/truss.However,the higher strain measurement of the beam end during the rarely occuring earthquake shows that partial restraint moment should be considered at the connection.Both the results of analysis and test show that hybrid wall system is adequate for regions of high seismicity,and the building height of such a structure can exceed the required limitation of 150m height for seismic fortification intensity of 8 degree after rational design and properly embedded steel sections within the core wall.
This paper presents the design,research and related joints' details of a 31-story composite frame-core wall structure with the height of 141m,which is located in Beijing,a region of seismic fortification of 8 degree.In order to improve the ductility of the core walls and to ensure inelastic deformation capacity of the longitudinal coupling beams carried steel trusses,proper steel sections were embedded at the intersections of longitudinal and transversal core walls,and inside the coupling beams respectively.The results of elasto-plastic time-history analysis under the action of rarely occuring earthquakes are very close to the data of shaking table test.Experimental results show that there is no obvious demage in the core walls,the interaction between core walls and its surrounding composite frame is efficient.The whole structure has better seismic performance.The test also shows that spalling of concrete and local buckling of reinforcement at the boundary elements of core wall and the bottom of surrounding composite columns have not been observed,even the elasto-plastic story drift angle has reached 1/101.The performance of the connection between steel beam/truss and concrete wall is good,since the steel column embedded in the wall enhances the anchorage strength of steel beam/truss.However,the higher strain measurement of the beam end during the rarely occuring earthquake shows that partial restraint moment should be considered at the connection.Both the results of analysis and test show that hybrid wall system is adequate for regions of high seismicity,and the building height of such a structure can exceed the required limitation of 150m height for seismic fortification intensity of 8 degree after rational design and properly embedded steel sections within the core wall.
引文
[1]北京市建筑设计研究院.钢-混凝土组合框架-核心筒结构设计、试验和研究[R].2004年11月.
[2]黄嘉,苗启松,侯光瑜.钢桁架(钢梁)与混凝土墙间单剪板连接的约束弯矩研究[J].建筑结构学报,2006,27(2):15-19.
[3]YB 9082—97钢骨混凝土结构设计规程[S].
[4]C W Roeder,N M Hawkins.Connections between steel framesand concrete walls[J].AISC Engineering Journal,1981,18(1):22-29.
[5]北京市勘察设计研究院:LG北京大厦人工地震波及设计反应谱计算分析报告[R].1997年8月.
[6]GB 50011—2001建筑抗震设计规范[S].
[7]同济大学.LG北京大厦单塔(东塔)结构模型模拟地震振动台试验研究报告[R].2002.
[8]S F Crowford,G R Kulak.Eccentrically load bolted connections[J].Journal of Structural Division,ASCE.1971,Proc.paper7956,103(ST3).
[9]S L Lipson.Single-angle welded-bolted connections[J].Journalof Structural Division,ASCE,1977,Proc.paper 12813,103(ST3):559-570.
[10]Shin-Ichi Iizuka,Teruchika Kasamatsu.Experimental study onthe seismic resistance of the joints composed of the reinforcedconcrete columns and steel beams[A].Proceedings of 11thWCEE,paper No.193[C].Acapulco,1996.
[11]赵均,田守瑞,邹景春,陈向东,侯光瑜,陈彬磊,刘向阳.圆形截面组合柱-钢梁框架节点反复加载性能试验研究[J].建筑结构学报,2006,27(2):20-27.
[12]侯光瑜,陈彬磊,刘向阳,赵均,陈向东,田守瑞.圆形截面组合柱-钢梁框架节点受剪承载能力分析[J].建筑结构学报,2006,27(2):28-32.
[13]北京工业大学,北京市建筑设计研究院.钢-混凝土组合框架-核心筒结构体系节点性能试验研究报告[R].2005年2月.
[14]JGJ 3—2002高层建筑混凝土结构技术规程[S].
[15]吕西林,卢文胜等.北京LG大厦结构脉动测试报告[R].同济大学,2004年12月.
[2]黄嘉,苗启松,侯光瑜.钢桁架(钢梁)与混凝土墙间单剪板连接的约束弯矩研究[J].建筑结构学报,2006,27(2):15-19.
[3]YB 9082—97钢骨混凝土结构设计规程[S].
[4]C W Roeder,N M Hawkins.Connections between steel framesand concrete walls[J].AISC Engineering Journal,1981,18(1):22-29.
[5]北京市勘察设计研究院:LG北京大厦人工地震波及设计反应谱计算分析报告[R].1997年8月.
[6]GB 50011—2001建筑抗震设计规范[S].
[7]同济大学.LG北京大厦单塔(东塔)结构模型模拟地震振动台试验研究报告[R].2002.
[8]S F Crowford,G R Kulak.Eccentrically load bolted connections[J].Journal of Structural Division,ASCE.1971,Proc.paper7956,103(ST3).
[9]S L Lipson.Single-angle welded-bolted connections[J].Journalof Structural Division,ASCE,1977,Proc.paper 12813,103(ST3):559-570.
[10]Shin-Ichi Iizuka,Teruchika Kasamatsu.Experimental study onthe seismic resistance of the joints composed of the reinforcedconcrete columns and steel beams[A].Proceedings of 11thWCEE,paper No.193[C].Acapulco,1996.
[11]赵均,田守瑞,邹景春,陈向东,侯光瑜,陈彬磊,刘向阳.圆形截面组合柱-钢梁框架节点反复加载性能试验研究[J].建筑结构学报,2006,27(2):20-27.
[12]侯光瑜,陈彬磊,刘向阳,赵均,陈向东,田守瑞.圆形截面组合柱-钢梁框架节点受剪承载能力分析[J].建筑结构学报,2006,27(2):28-32.
[13]北京工业大学,北京市建筑设计研究院.钢-混凝土组合框架-核心筒结构体系节点性能试验研究报告[R].2005年2月.
[14]JGJ 3—2002高层建筑混凝土结构技术规程[S].
[15]吕西林,卢文胜等.北京LG大厦结构脉动测试报告[R].同济大学,2004年12月.
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