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基于15根竹集成材简支梁的抗弯试验,研究其作为结构构件时的抗弯性能。结果表明:竹集成材简支梁共存在3种主要的破坏形态,即梁底部竹片指接处脆性拉断、梁底部竹束胶合面斜向撕裂及梁底部竹纤维束逐渐拉断;竹梁破坏时的挠度已达梁跨度的1/50,若类同木梁采用梁跨度的1/250作为挠度限值,则可考虑以挠度作为控制指标进行构件设计;竹梁在破坏前,其横截面应变沿梁高度方向基本符合平截面假定;在加载初期,竹梁跨中截面曲率随外荷载基本呈线性变化,当弯矩达到极限弯矩的60%左右时,竹梁的截面曲率开始进入非线性阶段;随着曲率的增大,截面刚度逐渐退化,直至构件破坏。
Based on the bending test of 15 bamboo-integrated bamboo beams, the flexural behavior of bamboo-shaped bamboo as a structural member was studied. The results show that there are three kinds of main failure modes of the bamboo composite beam: the brittle fracture of the bamboo joint at the bottom of the bamboo beam, the oblique tear of the glued bamboo joint at the bottom of the bamboo beam and the gradual breaking of the bamboo fiber bundle at the bottom of the bamboo beam. Bamboo beam failure has reached the deflection of the beam span of 1/50, if the same type of wood beam beam span of 1/250 as the deflection limit, you can consider the deflection as a control indicator component design; bamboo beam before destruction, The cross-sectional strain basically accords with the plane-section assumption along the height of the beam. At the initial stage of loading, the curvature of the mid-section of the bamboo beam changes linearly with the external load. When the bending moment reaches about 60% of the ultimate bending moment, Began to enter the nonlinear phase; with the curvature increases, the cross-section stiffness gradually degenerated until the components destroyed.