南方山区民居木结构榫卯节点抗震性能试验研究

杨春; 王宇豪; 左志亮; 陈庆军; 吴轶; 胡旭; 胡滨

doi:10.3969/j.issn.0258-2724.20220536

南方山区民居木结构榫卯节点抗震性能试验研究

doi: 10.3969/j.issn.0258-2724.20220536

杨春^{1, 2,},
王宇豪¹,
左志亮^1, ,,
陈庆军^{1, 2},
吴轶³,
胡旭⁴,
胡滨^{1, 5}

1.
华南理工大学土木与交通学院，广东广州 510641
2.
亚热带建筑科学国家重点实验室，广东广州 510641
3.
广州大学土木工程学院，广东广州 510006
4.
广州市设计院集团有限公司，广东广州 510620
5.
贵州民族大学建筑工程学院，贵州贵阳 550025

基金项目: 广东省自然科学基金（2021A1515012603）；贵州省科技合作计划（黔科合LH（字）[2015]7213）

详细信息

作者简介:
杨春（1973—），男，副教授，博士，研究方向为高层建筑结构、结构健康监测，E-mail：chyang@scut.edu.cn

通讯作者:
左志亮（1982—），男，副教授，博士，研究方向为高层建筑结构、钢-混凝土组合结构，E-mail：ctzlzuo@scut.edu.cn

中图分类号: TU366
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- 被引次数: 0
出版历程
- 收稿日期: 2022-08-09
- 修回日期: 2022-11-21
- 网络出版日期: 2023-11-28
- 刊出日期: 2022-11-25

Experimental Study on Seismic Performance of Mortise-Tenon Joints in Traditional Residential Wood Structures in South China Mountainous Regions

YANG Chun^{1, 2
,},
WANG Yuhao¹,
ZUO Zhiliang^{1
, ,},
CHEN Qingjun^{1, 2},
WU Yi³,
HU Xu⁴,
HU Bin^{1, 5}

1.
School of Civil and Transportation Engineering, South China University of Technology, Guangzhou 510641, China
2.
State Key Laboratory of Subtropical Building Science, South China University of Technology, Guangzhou 510641, China
3.
School of Civil Engineering, Guangzhou University, Guangzhou 510006, China
4.
Guangzhou Design Institute Group Co., Ltd., Guangzhou 510620, China
5.
Architectural Engineering College, Guizhou Minzu University, Guiyang 550025, China

摘要

摘要:
为研究截面参数和节点形式对有穿销直榫节点抗震性能的影响，首先，以梁高、梁宽为研究参数，并与有穿销透榫节点作对比，共设计制作了4个足尺节点试件；然后，通过低周往复加载试验，研究不同参数下节点的破坏形态、滞回曲线、骨架曲线、延性、强度和刚度退化及耗能能力等性能；最后，推导有穿销直榫节点的弯矩-转角理论公式，并与试验结果进行对比. 研究结果表明：试件的主要破坏形态为柱内侧梁榫受拉边缘的顺纹拉裂破坏，伴随有柱内侧梁榫受压边缘的挤压变形和柱外侧梁榫的水平劈裂；节点的弯矩-转角滞回曲线呈捏缩效应明显的反Z形；在试验设计参数范围内，有穿销直榫节点的转动刚度和抗弯承载力随着梁截面高度和宽度的增大而增大，但是强度退化系数和等效黏滞阻尼系数的变化不明显；相比于有穿销透榫节点，有穿销直榫节点的正向抗弯承载力大62%，反向抗弯承载力大26%，且承载力下降更平缓，表明有穿销直榫节点具有更好的抗震性能；有穿销直榫节点理论公式所得结果与试验结果误差在9%内.
- 木结构民居 /
- 有穿销直榫 /
- 足尺节点 /
- 低周往复加载试验 /
- 抗震性能
Abstract:
In order to explore the influence of section parameters and joint forms on the seismic performance of the straight-tenon joints with a bolt pin, four full-scale joint specimens were designed and fabricated, with beam height and beam width as the research parameters. In addition, they were compared with the through-tenon joint with a bolt pin. Then, through low-cycle reciprocating loading tests, the failure modes, hysteresis loops, skeleton curves, ductility, strength degradation, stiffness degradation, and energy dissipation capacity of the joints with different parameters were studied. Finally, the theoretical formula of bending moment versus angle of the straight-tenon joints with a bolt pin was derived and compared with the experimental results. The study results show that the primary failure modes of the specimens are the tension failure along the tension edge of the beam tenon inside of the column, accompanied by the extrusion deformation of the compression edge of the beam tenon inside of the column and the horizontal splitting of the beam tenon outside of the column. The hysteretic loop of bending moment versus angle of the joints shows an anti-Z shape with an obvious pinching effect. Within the range of experimental design parameters, with the increase in beam section height and beam section width, the rotational stiffness and flexural bearing capacity of the straight-tenon joints with a bolt pin increase, but the changes of strength degradation coefficient and equivalent viscous damping coefficient are not obvious. Compared with the through-tenon joint with a bolt pin, the flexural bearing capacity of the straight-tenon joint with a bolt pin is 62% larger in the downward loading direction and is 26% larger in the upward loading direction, and the bearing capacity decreases more slowly in the post-peak stage. It reflects that the straight-tenon joint with a bolt pin has better seismic performance than the through-tenon joint with a bolt pin. The error between the test and the theoretical formula of the straight-tenon joints with a bolt pin is within 9%.
- residential wood structures /
- straight-tenon joints with a bolt pin /
- full-scale joint /
- low-cycle reciprocating loading test /
- seismic performance

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图 1 试件尺寸及节点构造

Figure 1. Dimensions and joint details of specimens

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图 2 试验加载布置

Figure 2. Test loading setup

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图 3 测量布置方案

Figure 3. Arrangement scheme for measurement

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图 4 破坏区域与受力方向定义

Figure 4. Definition of damaged regions and loading direction

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图 5 试件BS1试验现象

Figure 5. Experimental phenomena of BS1

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图 6 试件BS2～BS4的破坏形态

Figure 6. Failure modes of BS2–BS4

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图 7 节点受力分析

Figure 7. Force analysis of joints

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图 8 弯矩-转角滞回曲线

Figure 8. Hysteresis loops of bending moment versus angle

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图 9 弯矩-转角骨架曲线

Figure 9. Skeleton curves of bending moment versus angle

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图 10 强度退化系数-转角曲线

Figure 10. Curves of strength degradation coefficient versus angle

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图 11 环线刚度-转角曲线

Figure 11. Curves of loop stiffness versus angle

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图 12 等效黏滞阻尼系数-转角曲线

Figure 12. Curves of equivalent viscous damping coefficient versus angle

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图 13 几何条件示意

Figure 13. Geometric conditions

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图 14 节点受力示意

Figure 14. Force of joint

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图 15 物理条件示意

Figure 15. Physical conditions

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表 1 试件参数

Table 1. Parameters of specimens

试件编号	梁截面高度 /mm	梁截面宽度 /mm	构造形式
BS1	160	50	直榫
BS2	160	40	直榫
BS3	130	50	直榫
BS4	160	50	透榫

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表 2 杉木木材力学性能

Table 2. Mechanical properties of Chinese fir

指标	试件个数/个	平均值/MPa	平均含水率/%
f_Lt	12	75.27	11.7
f_Lc	12	31.13	11.3
f_Rc	12	4.33	12.4
f_Tc	12	4.00	12.1
f_Lm	12	68.12	12.2
E_Lt	12	11583	11.7
E_Lc	12	11431	11.9
E_Rc	12	1074	12.2
E_Tc	12	637	12.0
E_Lm	10	8687	12.2

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表 3 加载方案

Table 3. Loading scheme

控制位移/mm	每级增量/mm	循环次数/次
≤8	2	1
16～80	8	3
>80	16	3

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表 4 理论极限承载力与试验结果对比

Table 4. Comparison of theoretical maximum capacity and test results

加载方向	试件编号	试验结果/ （kN·m）	计算结果/ （kN·m）	差异/%
正向	BS1	2.867	2.978	3.87
	BS2	2.257	2.565	13.64
	BS3	2.196	2.352	7.10
	平均			8.20
反向	BS1	−3.050	−2.978	2.36
	BS2	−2.684	−2.565	4.43
	BS3	−2.684	−2.352	12.37
	平均			6.39

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