冷弯薄壁型钢-胶合木组合梁受弯性能

doi:10.13229/j.cnki.jdxbgxb.20231169

摘要/Abstract

摘要：

将冷弯薄壁型钢与胶合木通过不同连接方式组合成新型箱形截面组合梁，以钢木连接方式和钢材卷边尺寸为变量，对4根组合梁进行了三分点弯曲试验，探究组合梁的破坏机理及力学性能。试验结果表明：组合梁整体工作性能好、变形协调，组合梁最终以纯弯段下翼缘胶合木断裂而破坏；不同连接方式下，胶粘连接的组合梁相较于螺栓连接和自攻螺钉连接的组合梁极限抗弯承载力分别提高了61.5%和23.0%；同为胶粘连接的组合梁，增大钢材卷边尺寸后其极限抗弯承载力只提升了9.0%。在试验基础上建立组合梁有限元模型进行分析，模拟结果与试验结果吻合良好；有限元模拟结果表明：钢材强度、钢材厚度以及胶合木厚度均对组合梁的抗弯承载力有一定的影响，其中胶合木厚度的影响最大。结合试验结果和模拟分析提出了冷弯薄壁型钢-胶合木组合梁跨中挠度和抗弯承载力计算公式，结果表明理论值与模拟值吻合良好，可为工程实践提供一定参考。

关键词: 结构工程, 组合结构, 钢-木组合梁, 抗弯性能

Abstract:

Cold-formed thin-walled steel and glued wood were combined into a new type of box-section beam through different connection methods. Taking the steel and wood connection methods and steel crimp size as variables， three-point bending tests were carried out on four combined beams to investigate the damage mechanism and mechanical properties of the combined beams. The test results show that the overall performance of the combined beams is good， the deformation is coordinated， and the combined beams are finally destroyed by the fracture of the glued timber at the lower flange of the pure bending section. Under the different connection modes， the ultimate bending capacity of the glued-connected combined beams were improved by 61.5% and 23.0% compared with the bolted-connected and tapping screw-connected ones， respectively， in the same way as the glued-connected combined beams， the bending capacity of the combined beams is only improved by 9.0% by enlarging the dimensions of the steel crimps. A finite element model of the combined beam was established based on the test， and the simulation results were in good agreement with the test results. The finite element simulation results showed that the steel strength， steel thickness， and thickness of glued wood all had a certain effect on the bending capacity of the combined beam， with the thickness of glued wood having the greatest effect. Combined with the test results and simulation analysis of the cold-formed thin-walled steel-glued laminated timber combination beam span deflection and flexural capacity calculation formula， the theoretical values and simulation values are in good agreement， which can provide a certain reference for engineering practice.

Key words: structural engineering, modular structures, steel-timber modular beams, bending resistance

中图分类号:

TU366.3

杨海旭,郭悦,王海飙,胡宜. 冷弯薄壁型钢-胶合木组合梁受弯性能[J]. 吉林大学学报(工学版), 2024, 54(12): 3513-3525.

Hai-xu YANG,Yue GUO,Hai-biao WANG,Yi HU. Bending performance of cold-formed thin-walled steel-glulam composite beams[J]. Journal of Jilin University(Engineering and Technology Edition), 2024, 54(12): 3513-3525.

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编号	上下翼缘处胶合木层厚度/mm	左右腹板处胶合木层厚度/mm	型钢截面尺寸/mm	上下翼缘处连接方式	左右卷边处连接方式
GL	—	—	120×50×20×2.0	—	—
ZL-1	40	20	120×50×20×2.0	螺栓连接	胶粘连接
ZL-2	40	20	120×50×20×2.0	自攻螺钉连接	胶粘连接
ZL-3	40	20	120×50×20×2.0	胶粘连接	胶粘连接
ZL-4	40	20	120×50×35×2.0	胶粘连接	胶粘连接

材料	弹性模量/MPa	抗拉强度/MPa	抗压强度/MPa	屈服强度/MPa
胶合木	9 777.80	86.46	—	—
胶合木	9 053.00	—	42.29	—
钢板	196 412.17	325.53	—	218.63
螺栓	200 000.00	—	—	400.00
自攻螺钉	200 000.00	—	—	400.00
环氧树脂胶	4 000.00	—	—	50.00

试件编号	正常使用挠度值/mm	正常使用极限荷载/kN	跨中挠度极限值/mm	承载力极限荷载/kN
GL	9.6	9.50	19.32	15
ZL-1	9.6	18.21	22.35	65
ZL-2	9.6	31.58	21.81	85
ZL-3	9.6	43.35	22.95	105
ZL-4	9.6	52.65	24.85	115

编号	极限荷载/kN			跨中挠度/mm			连接方式
编号	试验值/kN	模拟值/kN	误差/%	试验值/mm	模拟值/mm	误差/%	连接方式
ZL-2	85.0	93.2	9.6	21.8	23.5	7.8	自攻螺钉
ZL-3	105.0	112.6	7.2	22.9	24.8	8.2	胶粘

编号	上下翼缘处胶合木层厚度/mm	左右腹板处胶合木层厚度/mm	钢材厚度/mm	钢材型号
ZL-3	40	20	2.0	Q235
ZL-3-1	30	20	2.0	Q235
ZL-3-2	50	20	2.0	Q235
ZL-3-3	40	20	1.5	Q235
ZL-3-4	40	20	2.5	Q235
ZL-3-5	40	20	2.0	Q345
ZL-3-6	40	20	2.0	Q390