植筋增强胶合木柱-钢梁节点抗震性能试验研究  

Experimental study on seismic performance of glulam-column reinforced with planted bar and steel-beam joint

作　　者：申欣洋 陈伯望[1] 张子辉 王怀 赵振澜 郭梓梁 王晓晗 SHEN Xinyang;CHEN Bowang;ZHANG Zihui;WANG Huai;ZHAO Zhenlan;GUO Ziliang;WANG Xiaohan(College of Civil Engineering,Central South University of Forestry and Technology,Changsha 410004,China)

机构地区：[1]中南林业科技大学土木工程学院,湖南长沙410004

出　　处：《地震工程与工程振动》2025年第1期195-204,共10页Earthquake Engineering and Engineering Dynamics

基　　金：湖南省重点研发计划项目(2024JK2048)。

摘　　要：大跨度胶合木梁柱结构节点构造复杂,木梁刚度有限,结构抗侧刚度低,文中提出可适用于大跨结构的胶合木柱-钢梁框架结构。为研究节点的抗震性能与破坏模式,分别设计了3个无植筋增强节点试件和3个以植筋直径为变量的植筋增强胶合木柱-钢梁节点试件,并进行单调加载试验和低周反复荷载加载试验,研究节点的破坏模式、滞回曲线、骨架曲线和耗能能力等抗震性能。试验结果表明,植筋能有效提高胶合木柱的横纹局部承压能力及节点抗弯刚度与抗弯极限承载力,但增大植筋直径对其影响较小;植筋能显著增强节点的耗能能力,有利于节点的抗震性能的提高;柔性端板与刚性端板的破坏模式不同,柔性端板呈S形变形破坏,节点转角变形大、抗弯刚度较弱,刚性端板为木柱横纹压缩变形破坏,且节点抗弯刚度和承载力较高;推导了节点抗弯极限承载力公式,理论值与实测值吻合较好。In this paper,it is proposed that the frame structure of glulam pillar and steel beam can address the issues of complex joint structure,limited beam stiffness and low lateral stiffness of long span glulam beam and column structure joints.Three joint specimens without planted bar and three joint specimens with the diameter of planting reinforcement as a variable were designed.Monotonic loading experiment were conducted on two joint specimens without reinforcement,while other joint specimens underwent low-cycle repeated loading to obtain their seismic performance,including failure mode,hysteresis curve,skeleton curve and energy dissipation capacity.The experimental results show that the measure of reinforced with planted bar can effectively improve the local bearing capacity of the transverse grain,the flexural stiffness and ultimate bearing capacity of the joints,but the increase in the diameter of the reinforcing bar has little impact.The energy dissipation capacity of the joint can be significantly improved by the measure of reinforced with planted bar,and the seismic performance of the joint can be improved.The failure modes of flexible end plate and rigid end plate are different,the members of the flexible end plates are S-shaped deformation and failure mode,the joint angle deformation is large,the bending stiffness is small,and the rigid end plate members are the transverse compression deformation and failure of the wooden column,and the bending stiffness and bearing capacity of the joint are strong.The formulas for the ultimate flexural bearing capacity of the joints are derived,and the theoretical values agree well with the measured ones.

关 键 词：胶合木柱-钢梁节点 横纹植筋 低周反复试验 抗震性能 耗能能力 

分 类 号：TU366.3[建筑科学—结构工程] P315.9[天文地球—地震学]