两联花板代拱水平抗震性能试验研究  

Experimental study on horizontal seismic performance of two flower plate archs

作　　者：李江[1] 李智豪 赵益峰 孙国军[2] LI Jiang;LI Zhihao;ZHAO Yifeng;SUN Guojun(College of Architecture and Urban Planning,Beijing University of Technology,Beijing 100124,China;Faculty of Architecture,Civil and Transportation Engineering,Beijing University of Technology,Beijing 100124,China;College of Environmental&Resources Science,Zhejiang University,Hangzhou 310058,China)

机构地区：[1]北京工业大学建筑与城市规划学院,北京100124 [2]北京工业大学城市建设学部,北京100124 [3]浙江大学环境与资源学院,杭州310058

出　　处：《建筑结构》2022年第18期133-137,共5页Building Structure

基　　金：国家自然科学基金项目(51408011);北京市教委科技一般项目(KM201710005018)。

摘　　要：花板代拱是河西走廊地区一种特殊的木结构构造,对于建筑物的抗震性能有着重要的影响。基于河西地区的古代木结构,采用西北地区常用松木制作了两联花板代拱足尺模型,通过拟静力试验得到了对应的荷载-位移滞回曲线,提取了骨架曲线和刚度变化曲线,分析了花板代拱的受力变形特点和其破坏形式。结果表明,花板代拱受力时摩擦滑移与剪切作用并存,滞回曲线大致呈梭形,滞回环较为饱满,具备良好的抗震性能和耗能能力;破坏形式为延性破坏,主要分为两个阶段:第一阶段为正心枋两端的暗榫破坏,此后结构仍能保持相当的承载能力,且由于摩擦滑移的显著,结构耗能能力增强;第二阶段为破间两端暗榫破卯而出,此时结构仅在卯未破坏侧有承载力,另一侧承载力急剧减少为零,破坏前破间处卯的外表面有明显裂痕,征兆明显。Flower plate arch is a special wooden structure in Hexi corridor area, which has an important influence on the seismic performance of buildings. Based on the ancient wooden structure in Hexi area, the two flower plate archs foot scale model was made by using the common pine wood in northwest China, and the corresponding load-displacement hysteresis curve was obtained through the quasi-static test, the skeleton curve and the stiffness change curve were extracted, and the stress and deformation characteristics and the failure form of the flower plate arch were analyzed. The results shows that the friction slip and shearing effect coexist when the flower plate arch is forced, the hysteresis curve is roughly shuttle-shaped, the hysteresis ring is full, the flower plate arch has good seismic performance and energy consumption ability. The failure form is ductile failure, which is mainly divided into two stages. The first stage is the failure of the mortise at both ends of the Zhengxin Fang, after which the structure can still maintain a considerable carrying capacity, and due to the significant friction slip, the structure energy consumption capacity is enhanced. The second stage is when the mortise and tenon at both ends of the mortise are broken out. At this time, the structure only has the bearing capacity on the undamaged side of the mortise, and the bearing capacity on the other side is sharply reduced to zero. And there are obvious cracks in the outer surface of the front break before the destruction, with obvious signs.

关 键 词：木结构 花板代拱 抗震性能 破坏形式 受力变形特点 骨架曲线 滞回曲线 

分 类 号：TU366.2􀆰[建筑科学—结构工程]