正交胶合竹木柱轴心受压试验研究

对利用原材料格鲁斑工程胶合竹(glubam)和SPF(云杉-松-冷杉)木材组合成的正交胶合竹木(CLBT)柱和利用SPF制成的正交胶合木(CLT)柱进行试验研究。分析其竖向应变、横向应变、侧向挠度、极限承载力等随长细比的变化规律。并把CLBT和CLT进行对比，分析其极限承载力的变化情况，探讨CLBT和CLT的破坏形态和破坏机理，最后通过参考国内外木结构设计规范，以及改进后的正交胶合竹木承载力公式计算试件承载力并与试验值对比分析。试验结果表明：CLBT的极限承载力比CLT的极限承载力增加了40.49%～61.01%，侧向刚度有明显增加，峰值竖向应变增加了30.45%～56.11%。CLT的试验值和美国木结构设计规范计算的理论值吻合较好，而与国内木结构设计标准计算的理论值随试件长细比的增大计算结果越来越偏保守。CLBT的试验值和文章改进的正交胶合竹木承载力公式计算的理论值吻合较好。

Experimental study of cross-laminated bamboo and timber #br# columns under axial compression

 In this work, glued and laminated bamboo (glubam) and SPF (spruce-pine-fir) wood were combined to form the cross-laminated bamboo and timber (CLBT) columns and cross-laminated timber (CLT) columns for experimental study. The laws of vertical strain, transverse strain, lateral deflection and ultimate bearing capacity varying with the slenderness ratio were analyzed. The cross-laminated bamboo and timber and cross-laminated timber columns were compared, and then the changes of the ultimate bearing capacity of the columns were analyzed. Furthermore, the failure modes and mechanism of cross-laminated bamboo and timber columns and cross. laminated timber columns were discussed. Finally, by referring to the domestic and foreign design codes of wooden structure, the bearing capacity of the specimen was calculated based on the improved bearing capacity formula of CLBT and compared with the test value. The results show that the ultimate bearing capacity of the CLBT column is 40.49% ～ 61.01% higher than that of the CLT column; the lateral stiffness is significantly improved; the peak longitudinal strain is increased by 30.45%～56.11%; the experimental values of cross-laminated bamboo and timber and cross-laminated timber are in good agreement with the theoretical values calculated by referring to the foreign design codes of timber structure and the improved bearing capacity formula of CLBT; the theoretical values calculated by CLBT and CLT tend to be more conservative with the increase of the slenderness ratio of the specimen.