【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。更多还原

【Abstract】 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.更多还原