闽浙编木拱桥燕尾榫节点力学模型

杨艳; 郑裔; 黄聪燕; 韦建刚; 吴庆雄; 陈宝春

doi:10.19818/j.cnki.1671-1637.2024.05.008

闽浙编木拱桥燕尾榫节点力学模型

doi: 10.19818/j.cnki.1671-1637.2024.05.008

杨艳^{1, 2,},
郑裔¹,
黄聪燕¹,
韦建刚^{1, 3},
吴庆雄¹,
陈宝春¹

1.
福州大学土木工程学院，福建福州 350108
2.
福州大学至诚学院，福建福州 350002
3.
福建理工大学土木工程学院，福建福州 350118

基金项目:

国家自然科学基金项目 51408129

国家自然科学基金项目 52278158

福建省科技计划项目 2022H6009

福州大学科研启动基金项目 XRC-23047

详细信息

作者简介:
杨艳(1979-)，女，福建邵武人，福州大学副研究员，工学博士，从事拱结构、组合结构与木结构研究

中图分类号: U443.22
计量
- 文章访问数: 16
- HTML全文浏览量: 6
- PDF下载量: 3
- 被引次数: 0
出版历程
- 收稿日期: 2024-04-20
- 网络出版日期: 2024-12-20
- 刊出日期: 2024-10-25

Mechanical model of dovetail joints of Min-Zhe woven timber arch bridges

1.
College of Civil Engineering, Fuzhou University, Fuzhou 350108, Fujian, China
2.
Zhicheng College, Fuzhou University, Fuzhou 350002, Fujian, China
3.
School of Civil Engineering, Fujian University of Technology, Fuzhou 350118, Fujian, China

Funds:

National Natural Science Foundation of China 51408129

National Natural Science Foundation of China 52278158

Science and Technology Plan Project of Fujian Province 2022H6009

Fuzhou University Research Start-Up Fund XRC-23047

More Information

Author Bio:
YANG Yan(1979-), female, associate professor, PhD, yangyan@fzu.edu.cn

摘要

摘要: 开展了闽浙编木拱桥燕尾榫节点足尺模型拟静力试验，分析了闽浙编木拱桥与古建筑木结构中燕尾榫节点受力机理的异同，探讨了燕尾榫节点受力模型应用于闽浙编木拱桥燕尾榫节点的适用性；根据力学平衡和变形协调条件，建立了考虑节点拔榫量与榫卯口缝隙的闽浙编木拱桥燕尾榫节点弯矩转角力学模型与计算公式，并通过试验数据和有限元分析验证了闽浙编木拱桥燕尾榫节点力学模型和节点刚度，揭示了转角位移和加载行程对拔榫量的影响和榫卯口缝隙与两端轴力对燕尾榫节点刚度的影响。研究结果表明：弹性阶段闽浙编木拱桥燕尾榫节点滞回耗能能力随两端轴力增加而增大，转角大于0.04 rad时构件进入屈服阶段，挤压变形不能恢复，转角达到0.06 rad时滞回曲线斜率停止增长，加载结束后燕尾榫节点未破坏；由于闽浙编木拱桥与古建筑木结构中燕尾榫节点受力机理不同，古建筑木结构中的燕尾榫节点受力模型不适用于闽浙编木拱桥燕尾榫节点，有限元计算所得闽浙编木拱桥燕尾榫节点弯矩转角与试验结果的误差仅为3.2%，弹性正、负最大弯矩与试验值的误差分别为16.7%与-5.2%，说明建立的弯矩转角力学模型可精准反映出节点在转动过程中的弯矩转角变化规律；拔榫量在弹性阶段主要受转角影响，弹塑性阶段则主要受加载控制位移和加载级数影响；榫卯口缝隙从0.06 mm减小至0.01 mm时，节点刚度从29.46 kN·m·rad^-1增加至52.24 kN·m·rad^-1，反映了燕尾榫节点刚度随榫卯口缝隙的减小而增大的趋势。综上所述，提出的力学模型可为现存闽浙编木拱桥保护、修缮和全桥结构抗震性能研究提供参考。
- 桥梁工程 /
- 闽浙编木拱桥 /
- 力学性能 /
- 燕尾榫节点 /
- 受力机理 /
- 弯矩转角力学模型 /
- 节点刚度
Abstract: The pseudo-static tests on full-scale models of dovetail joints of Min-Zhe woven timber arch bridges were conducted, the similarities and differences in the force mechanisms of dovetail joints between Min-Zhe woven timber arch bridges and ancient timber buildings were analyzed, and the applicability of the dovetail joint mechanical model in dovetail joints of Min-Zhe woven timber arch bridges was explored. According to the mechanical equilibrium and deformation coordination, the bending moment-rotation mechanical model and calculation formulas of dovetail joints of Min-Zhe woven timber arch bridges were proposed considering the tenon pull-out distance and mortise gap of joints. Through the test data and finite element analysis, the mechanical model and stiffness of dovetail joints of Min-Zhe woven timber arch bridges were verified. The effect of rotation and loading trips on the tenon pull-out distance and that of the mortise gap and axial force on the stiffness of dovetail joints were revealed. Research results show that the hysteresis energy dissipation of the dovetail joints of Min-Zhe woven timber arch bridges increases with the increase in the axial force in elastic stage. When the rotation is greater than 0.04 rad, the component enters the yield phase, and extrusion deformation cannot recover. When the rotation reaches 0.06 rad, the slope of the hysteresis curve stops growing. The dovetail joints are not damaged after loading. Due to the different force mechanisms of dovetail joints between Min-Zhe woven timber arch bridges and ancient timber buildings, the dovetail joint mechanical model of ancient timber buildings is not suitable for dovetail joints of Min-Zhe woven timber arch bridges. The error of bending moment-rotation of dovetail joints of Min-Zhe woven timber arch bridges between the finite element value and test value is only 3.2%, and the errors of positive and negative elastic maximum bending moments between finite element values and test values are 16.7% and -5.2%, respectively, indicating that the established bending moment-rotation mechanical model can accurately reflect the bending moment-rotation change law of joints during rotation. The tenon pull-out distance is influenced by the rotation in elastic phase and by the loading control displacement and loading stages in elastoplastic phase. The joint stiffness increases from 29.46 kN·m·rad^-1 to 52.24 kN·m·rad^-1 when the mortise gap reduces from 0.06 mm to 0.01 mm, indicating that the stiffness of dovetail joints increases with the decrease in the mortise gap. In summary, the proposed mechanical model can provide a reference for protection, repair, and research on the seismic performance of existing Min-Zhe woven timber arch bridges.
- bridge engineering /
- Min-Zhe woven timber arch bridge /
- mechanical property /
- dovetail joint /
- force mechanism /
- bending moment-rotation mechanical model /
- joint stiffness

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图 1 现存闽浙编木拱桥

Figure 1. Existing Min-Zhe woven timber arch bridges

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图 2 编木拱桥体系

Figure 2. System of woven timber arch bridge

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图 3 等效模型

Figure 3. Equivalent model

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图 4 燕尾榫节点试件

Figure 4. Dovetail joint specimen

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图 5 构件构造(单位：mm)

Figure 5. Structure of specimen (unit: mm)

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图 6 加载示意

Figure 6. Schematic of loading

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图 7 测量装置

Figure 7. Measurement set-up

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图 8 试验现象

Figure 8. Test phenomena

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图 9 试验滞回曲线

Figure 9. Hysteretic curves of test

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图 10 试验骨架曲线

Figure 10. Skeleton curves of test

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图 11 文献[14]、[16]与[23]中试验结果对比

Figure 11. Comparison of test results among references [14], [16] and [23]

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图 12 文献[16]中力学模型骨架曲线与试验结果对比

Figure 12. Comparison of mechanical model skeleton curves between reference [16] and test results

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图 13 古建筑木结构榫卯节点

Figure 13. Mortise and tenon joint of ancient timber buildings

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图 14 古建筑木结构燕尾榫节点受力分析

Figure 14. Force analysis on dovetail joint in ancient timber buildings

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图 15 编木拱桥榫卯节点

Figure 15. Mortise and tenon joint of woven timber arch bridge

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图 16 编木拱桥燕尾榫节点受力分析

Figure 16. Force analysis for dovetail joints of woven timber arch bridge

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图 17 木材横纹受压双折线本构模型

Figure 17. Double-line constitutive model of wood under transverse compression

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图 18 节点变形

Figure 18. Joint deformations

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图 19 正向加载时节点受力状态

Figure 19. Forward-loading state of joint

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图 20 反向加载时节点受力状态

Figure 20. Reverse-loading state of joint

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图 21 弹塑性阶段正向加载节点变形

Figure 21. Joint deformation during elastoplastic phase under forward-loading

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图 22 拔榫量计算值与试验值对比

Figure 22. Comparison of tenon pull-out distances between calculation and test values

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图 23 骨架曲线对比

Figure 23. Comparison of skeleton curves

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图 24 屈服点确定

Figure 24. Yield point determination

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图 25 有限元模型

Figure 25. Finite element model

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图 26 有限元模型骨架曲线与力学模型骨架曲线、试验骨架曲线对比

Figure 26. Comparison of skeleton curves among finite element model, mechanical model and test

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图 27 模型预测的弹性阶段不同榫卯口缝隙的骨架曲线

Figure 27. Skeleton curves for different mortise gaps at elastic phase predicted by model

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图 28 不同轴力下模型预测值与试验骨架曲线对比

Figure 28. Comparison of skeleton curves between model predictions and test values under different axial forces

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表 1 构件尺寸

Table 1. Sizes of specimen m

构件	横梁		拱肋直径D_s	燕尾榫
构件	宽度b	高度h	拱肋直径D_s	榫高h_s	榫头宽b_t	榫颈宽b_s	榫长L_s
尺寸	250	250	220	140	160	140	140

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表 2 有限元模型中杉木材性参数

Table 2. Material property parameters of Chinese fir for finite element model

参数	E_R/ MPa	E_L/ MPa	E_T/ MPa	μ_LT	μ_RT	μ_LR	G_LR/ MPa	G_LT/ MPa	G_RT/ MPa
取值	934.9	9 349	467.5	0.2	0.47	0.43	701	561	168

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表 3 拔榫量计算参数

Table 3. Calculation parameters for tenon pull-out distance

加载级次	Δ_i/mm	δ₀/mm	θ/rad
1	2	按式(30)确定	0.000 58
2	4		0.000 58
3	6		0.001 20
4	8		0.002 41
5	10		0.003 61
6	12		0.004 81
7	14		0.006 00
8	28		0.007 19
	28		0.008 42
	28		0.016 81
9	42		0.025 23
	42		0.033 62
	42	1.45	0.042 03
10	56	1.45	0.050 42
	56	1.52	0.058 81
	56	1.63	0.067 17
	70	1.75

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表 4 燕尾榫节点力学参数

Table 4. Mechanical parameters of dovetail joint

参数名称	k_c/(N·mm^-3)	E_R/MPa	f_{cu, R}/MPa	h′/mm	μ
数值	6	934.9	3	0.05	0.4

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表 5 燕尾榫节点试验与模型结果对比

Table 5. Comparison between test and modelling results for dovetail joint

项目	刚度/(kN·m·rad^-1)	相对误差/%	正向弯矩/(kN·m)	相对误差/%	反向弯矩/(kN·m)	相对误差/%
试验	27.74		1.26		-1.55
有限元	30.88	11.3	1.34	6.4	-1.47	-5.2
力学模型	26.85	-3.2	1.47	16.7	-1.47	-5.2

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