EXPERIMENTAL STUDY ON BEHAVIOR OF STEEL TIMBER COLUMNS UNDER AXIAL LOAD
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摘要: 提出了一种钢木组合柱形式，该组合柱是将木方外包在十字钢骨周围，钢、木之间通过螺栓连接或焊接翼缘结合；进行了12个组合柱轴心受压试验，研究了钢木组合柱的工作机理与破坏模式，讨论了钢材厚度、长细比、螺栓间距等对轴压承载力的影响。试验结果表明：组合柱中钢骨为主要承受轴向压力，外围木方能够对钢材提供一定的屈曲约束；钢材厚度影响承载力主要因素；构件长细比大于5.5，外围木约束效果明显；螺栓间距对承载力的影响较小。通过有限元模拟与试验数据对比分析，吻合良好，该研究可为后续钢木组合结构研究提供参考。Abstract: A new form of steel wood composite column is proposed. The composite column is wrapped around the cross steel bone, and the steel and wood are connected by bolting or welding flanges. 12 composite columns are tested under axial compression loads, and working mechanism and failure mode of steel wood composite column are studied. Meanwhile, the influences of steel thickness, slenderness ratio and bolt spacing on the axial bearing capacity are discussed. The test results show that the steel bone is mainly subjected to axial pressure, and the timber can provide certain buckling restraint to avoid steel buckling; the thickness of steel is the main factor for bearing capacity; the slenderness ratio of steel is greater than 5.5, and the effect of timber restraint is obvious; the bolt spacing has little effect on bearing capacity. Through the comparative analysis of finite element simulation and experiment data, the agreement is good. It can provide reference for the subsequent research on steel timber composite structures.
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图 12 试验与模拟荷载-位移曲线对比
Figure 12. Comparison of test and simulated load-displacement curves
表 1 试件的设计参数
Table 1 The design parameters of Specimens
试件编号 柱长L/mm 板厚t/mm 螺栓间距S/mm 翼缘 长细比λ STC-1 500 3 100 无 2.5 STC-2 800 3 100 无 4.0 STC-3 800 5 100 无 4.0 STC-4 800 5 150 无 4.0 STC-5 1100 3 100 无 5.5 STC-6 1100 5 100 无 5.5 STC-7 1100 5 150 无 5.5 STC-8 1400 3 100 无 7.0 STC-9 500 3 无 有 2.5 STC-10 800 3 无 有 4.0 STC-11 1100 3 无 有 5.5 STC-12 1400 3 无 有 7.0 注：L为试件长度；t为十字钢厚度；S为螺栓间距；λ为试件长细比。 
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表 2 钢材力学性能指标
Table 2 Mechanical properties of steel
钢材 弹性模量E/MPa 抗拉强度fy/MPa 抗压强度fu/MPa 3 mm厚度 2×105 418 240 5 mm厚度 2×105 424 259
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表 3 主要试验结果
Table 3 Main test results
试件编号 竖向位移/mm 极限荷载/kN STC-1 7.33 813.53 STC-2 9.82 780.07 STC-3 7.73 1019.08 STC-4 9.12 996.10 STC-5 8.91 760.35 STC-6 7.71 1060.45 STC-7 6.80 1040.35 STC-8 9.24 760.49 STC-9 5.53 941.67 STC-10 6.97 965.90 STC-11 8.83 911.89 STC-12 11.71 819.38
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表 4 承载力有限元结果与试验结果对比
Table 4 Comparison of bearing capacity between finite element results and test results
试件编号 试验值
Pu,Exp/kN模拟值
Pu,FE/kN差值
(Pu,FE−Pu,Exp)/Pu,Exp/(%)STC-1 813.53 850.24 5 STC-2 780.07 753.53 −3 STC-3 1019.08 994.45 −2 STC-4 996.10 944.63 −5 STC-5 760.35 800.78 5 STC-6 1060.45 1094.78 3 STC-7 1040.35 1073.04 3 STC-8 760.49 799.53 5 STC-10 965.90 985.34 2 STC-11 911.89 936.09 3
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