新型增强轻型木结构剪力墙端部面板钉节点受力性能

以新型增强轻型木结构剪力墙中端部面板钉节点为研究对象,依据美国规范ASTM-D1761试验方法制作试件,条带覆面板选用云杉-松-冷杉木板(SPF木板)和重组竹板,面板钉选用圆钉或自攻钉;对10组新型面板钉节点进行了单调加载试验,对比分析新型面板钉节点对节点破坏形态、荷载-位移曲线、极限承载力的影响。结果表明:重组竹板圆钉节点、传统定向刨花板(OSB板)钉节点的破坏形态,均表现为面板钉弯曲并拔出;重组竹自攻钉节点破坏形态主要表现为自攻钉断裂,SPF板钉节点破坏形态主要表现为木板横纹撕裂。加载方向垂直于骨架纤维方向钉节点的极限承载力,高于加载方向平行于骨架纤维方向钉节点的极限承载力。覆面板采用重组竹板、面板钉采用自攻钉,可有效提高面板钉节点的极限承载力。

Lateral Performance of Panel-frame Connections in New-type Strengthened Light Wood Framed Shear Walls

The panel-frame connections at the end of the new type strengthened walls with SPF panel or PSB panel, and sheathing fastener with nails or screws were investigated according to American standard ASTM-D1761. The ten groups of connections were tested under monotonic load, the failure modes, load-displacement curves, and ultimate load of connections were reported and compared with those of traditional connections. The failure modes of nailed PSB panel-frame connections were similar to those of traditional nailed OSB panel-frame connections. The failure of screwed PSB connections caused by the brittle failure of screws. The failure of screwed SPF connections caused by the brittle failure of SPF panels. The ultimate bearing capacity of the connections under perpendicular load was higher than those of connections under parallel load. PSB panels and screws effectively would improve the bearing capacity of the panel-frame connections.