木框架-正交胶合木剪力墙多层结构体系关键节点力学性能试验与数值模拟  

Experimental and numerical investigations into mechanical performance of key connections in multi-story timber frame structures with cross laminated timber(CLT)shear walls

作　　者：李征[1] 王子为 何敏娟[1] 韩倩文 刘青 Li Zheng;Wang Ziwei;He Minjuan;Han Qianwven;Liu Qing(College of Civil Engineering,Tongji University,Shanghai 200092,China;Tongji Architectural Design(Group)Co.,Ltd.,Shanghai 200092,China;Shanghai Tongji Green Building Prefabrication Construction Engineering Technology Co.,Ltd.,Shanghai 200092,China)

机构地区：[1]同济大学土木工程学院,上海200092 [2]同济大学建筑设计研究院(集团)有限公司,上海200092 [3]上海同济绿建土建结构预制装配化工程技术有限公司,上海200092

出　　处：《土木工程学报》2024年第11期1-13,共13页China Civil Engineering Journal

基　　金：国家自然科学基金优秀青年科学基金(52222802);上海市科技创新行动计划(23DZ2204200)。

摘　　要：胶合木(Glulam)框架结构能提供开阔的使用空间,正交胶合木(Cross Laminated Timber,CLT)剪力墙结构能提供较大的抗侧刚度,文章提出了一种二者相结合的结构体系,并针对体系中的2类关键节点开展研究,即CLT剪力墙-CLT楼板节点(简称剪力墙-楼板节点)和CLT剪力墙-胶合木梁节点(简称剪力墙-梁节点)。开展的主要工作如下:(1)自攻螺钉抗剪与抗拔试验;(2)剪力墙-楼板节点的抗剪与抗拔试验;(3)剪力墙-梁节点的弯剪复合试验。试验结果显示:自攻螺钉抗剪荷载-位移曲线有明显的弹性段和塑性段,而抗拔延性稍差。剪力墙-楼板节点抗剪试件的典型破坏模式为钉拔剪与木材劈裂破坏,其承载力达峰后会突降;剪力墙-楼板节点抗拔试件的典型破坏模式为钉拔出与木材承压破坏,其初始刚度较高、延性较好。剪力墙-梁节点抗弯剪试件的典型破坏模式为钉拔出破坏,节点有较好的延性,但滞回曲线捏缩效应明显。根据试验结果,文章对自攻螺钉、剪力墙-楼板节点、剪力墙-梁节点的力学指标进行了计算,其中,剪力墙-楼板节点试件的抗剪、抗拔承载力分别为26.66kN、21.50kN;剪力墙-梁节点试件的承载力、弹性刚度和延性系数均值分别为10.89kN·m、459.40kN·m/rad和3.68。最后,文章对这2类关键节点进行了数值模拟,数值模拟结果与试验结果吻合较好。文章针对胶合木框架-正交胶合木剪力墙结构的关键节点开展试验及数值模拟研究,以期为该类结构的工程应用提供理论与技术支撑。Glulam frame structures can provide open space and cross laminated timber(CLT)shear wall structures can provide large lateral stiffness.A structural system combining the two systems was proposed,and two types of key connections,namely CLT shear wall to CLT floor connection(shear wall-floor connection)and CLT shear wall to glulam beam connection(shear wall-beam connection),were studied.Shear test and pullout test were respectively conducted for the self-tapping screws and the wall-floor connections.And bending-shear test was conducted for the shear wall-beam connections.Results showed that the shear ductility of self-tapping screws was good,the load-displacement curve had obvious elastic and plastic stages,while the pullout ductility of self-tapping screws was poor to some extent.The typical failure modes of the shear tests of the shear wall-floor connections were screw pullout,screw fracture and wood splitting,and the bearing capacity dropped suddenly after reaching the peak load resisting capacity.The typical failure modes of pullout tests were screw pullout and timber compression failure,and the pullout tests had higher initial stiffness and better ductility.The typical failure mode of the shear wall-beam connections was screw pullout with good ductility,but the pinching effect was observed in the hysteretic curves.According to the test results,the mechanical properties of self-tapping screws,shear wall-floor connections and shear wall-beam connections were calculated.The shear and pullout capacity of the shear wall-floor connection were 26.66 kN and 21.50 kN,respectively.The mean values of bearing capacity,elastic stiffness and ductility coefficient of shear wall-beam connections were 10.89 kN·m,459.40 kN·m/rad and 3.68,respectively.Moreover,finite element simulations of the two types of key connections were carried out,in which the numerical simulation results were in good agreement with the experimental ones.The research results can provide reference for the application of such structural system.

关 键 词：正交胶合木 胶合木框架 连接节点 拟静力试验 数值模拟 

分 类 号：TU366.2[建筑科学—结构工程]