预制装配式模块化梁柱节点非线性静力分析
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摘要
通过有限元结构分析软件ABAQUS,对采用螺栓连接、焊接连接、栓焊混合连接3种不同连接方式的新型模块化框架节点进行了非线性分析,得到了3种不同连接节点的极限承载力、破坏形态及翼缘连接区应力分布的变化规律。结果表明:螺栓连接节点试件的极限承载力最低,主要是接触面之间存在滑移导致的;焊接连接节点试件的极限承载力最大,节点核心区应力分布较大,最终发生剪切破坏;螺栓连接节点与栓焊混合连接节点均为翼缘连接板发生屈服而破坏,达到了塑性铰外移、保护节点核心区的效果。
Through finite element analysis software ABAQUS,nonlinear analysis of new modular frame joints with bolted joints,welded joints and bolted-welded hybrid joints is carried out.The ultimate bearing capacity,failure modes and stress distribution in flange joints of three different connections are obtained.The results show that:The ultimate bearing capacity of bolted joints is the lowest,mainly due to slippage between the contact surfaces.The ultimate bearing capacity of the welded joints is the largest,and the stress distribution in the core area of the joints is large,and ultimately shear failure occurs.Both bolted joints and bolted-welded hybrid joints are damaged by yielding of flange connections,which achieve the effect of plastic hinge displacement and protecting the core area of joints.
Through finite element analysis software ABAQUS,nonlinear analysis of new modular frame joints with bolted joints,welded joints and bolted-welded hybrid joints is carried out.The ultimate bearing capacity,failure modes and stress distribution in flange joints of three different connections are obtained.The results show that:The ultimate bearing capacity of bolted joints is the lowest,mainly due to slippage between the contact surfaces.The ultimate bearing capacity of the welded joints is the largest,and the stress distribution in the core area of the joints is large,and ultimately shear failure occurs.Both bolted joints and bolted-welded hybrid joints are damaged by yielding of flange connections,which achieve the effect of plastic hinge displacement and protecting the core area of joints.
引文
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[11] 石亦平,周玉蓉.ABAQUS有限元分析实例详解[M].北京:机械工业出版社,2006.
[2] 张爱林.工业化装配式高层钢结构体系创新、标准规范编制及产业化关键问题[J].工业建筑,2014,44(8):1-6.
[3] 赵鸿铁.组合结构设计原理[M].北京:高等教育出版社,2016.
[4] 陈以一,贺修樟,柯珂,等.可更换损伤元结构的特征与关键技术[J].建筑结构学报,2016(2):1-10.
[5] 吕西林,陈聪.带有可更换构件的结构体系研究进展[J].地震工程与工程振动,2014,34(1):27-36.
[6] ZHANG A L,GUO Z P,LIU X C.Seismic performance of Z-type cantilever beam splices of column-tree connection[J].Journal of Constructional Steel Research,2017,133:97-111.
[7] 吴成龙,刘继明,赵凯常.预制装配式混凝土框架节点抗震性能研究进展[J].混凝土,2019(3):130-133,139.
[8] 建筑抗震设计规范:GB 50011—2010[S].北京:中国建筑工业出版社,2016.
[9] LIU X C,HE X N,WANG H X,et al.Bending-shear performance of column-to-column bolted-flange connections in prefabricated multi-high-rise steel structures[J].Journal of Constructional Steel Research,2018,145:28-48.
[10] 混凝土结构设计规范:GB 50010—2010[S].北京:中国建筑工业出版社,2011.
[11] 石亦平,周玉蓉.ABAQUS有限元分析实例详解[M].北京:机械工业出版社,2006.