北方村落木结构民居榫卯节点抗震性能试验研究

沈银澜; 周敬轩; 王利辉; 刘辉; 周海宾; 吴震东; 宫逸飞

doi:10.11899/zzfy20210117

北方村落木结构民居榫卯节点抗震性能试验研究

doi: 10.11899/zzfy20210117

沈银澜^{1, 2,},
周敬轩^{1, 2},
王利辉^{1, 2, ,},
刘辉³,
周海宾^{4, 5},
吴震东^{1, 2},
宫逸飞^{1, 2}

1.
北京工业大学，城市与工程安全减灾教育部重点实验室，北京 100124
2.
北京工业大学，工程抗震与结构诊治北京市重点实验室，北京 100124
3.
北京市住房和城乡建设科学技术研究所，北京 100021
4.
木材工业国家工程研究中心，北京 102300
5.
中国林业科学研究院木材工业研究所，北京 100091

基金项目: 国家自然科学基金项目（52008011）；中国博士后科学基金项目（2019M660501）；北京市教委一般项目（KM201910005019）

详细信息

作者简介:
沈银澜，女，生于1985年。高级工程师。主要从事现代及古建木结构研究。E-mail：shenyinlan@bjut.edu.cn

通讯作者:
王利辉，男，生于1984年。工程师。主要从事工程结构抗震研究。E-mail：wlh2016@bjut.edu.cn

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出版历程
- 收稿日期: 2020-12-31
- 网络出版日期: 2021-07-12
- 刊出日期: 2021-03-01

Experimental Study on Seismic Performance of Mortise-tenon Joints of Traditional Wood Residences in North China Villages

Shen Yinlan^{1, 2
,},
Zhou Jingxuan^{1, 2},
Wang Lihui^{1, 2
, ,},
Liu Hui³,
Zhou Haibin^{4, 5},
Wu Zhendong^{1, 2},
Gong Yifei^{1, 2}

1.
The Key Laboratory of Urban Security and Disaster Engineering of Ministry of Education, Bejing University of Technology, Beijing 100124, China
2.
Beijing Key Lab of Earthquake Engineering and Structural Retrofit, Beijing University of Technology, Beijing 100124, China
3.
Beijing Institute of housing and urban rural construction science and technology, Beijing 100021, China
4.
National Engineering Research Center of Wood Industry, Beijing 102300, China
5.
Research Institute of Wood Industry, Chinese Academy of Forestry, Beijing 100091, China

摘要

摘要: 现存的传统村落木结构民居，由于受风雨侵蚀及战乱、地震、火灾的破坏，发生不同程度的损伤和破坏，榫卯节点残损情况直接影响整个民居房屋结构的安全。以北方地区传统村落“四梁八柱”木结构民居榫卯节点（馒头榫）为研究对象，考虑不同残损类型及程度，制作5个足尺梁柱节点模型，通过拟静力低周往复加载试验研究其破坏模式、弯矩-转角滞回响应及骨架曲线、加载刚度、变形、强度及耗能能力等力学性能。试验结果表明：馒头榫节点破坏模式表现为榫头拔出、榫与卯口挤压变形；相比于完好节点，残损馒头榫节点抗弯承载力、加载刚度和耗能能力明显降低，且“捏拢”效应加剧；榫头松动是导致节点力学性能降低的直接原因；垂直加载方向虫蛀节点力学性能劣化程度强于平行加载方向虫蛀节点，更易导致耗能能力降低。
- 传统村落木结构民居 /
- 馒头榫卯节点 /
- 残损 /
- 拟静力试验
Abstract: The existing traditional wood residences in villages have experienced different levels of degradation of structural performance, due to long-term weatherworn and damage from war, earthquake and fire. The damaged mortise-tenon joints play a critical role on the safety of these buildings. In this study, taking mortise-tenon joints of “four beams and eight pillars” wood residences in ancient villages of North China as the research object, five full size beam-column joints (Mantou joints) were fabricated with different manually simulated damage types and degrees. The failure modes, hysteretic curves of moment-angle, envelope curves, stiffness, strength, deformation and energy dissipation of theses joists were studied by low-reversed cyclic loading test. It indicates the tenon pulling out and extrusion deformation between mortise and tenon are main failure modes. The rotational moment, strength, stiffness and energy dissipation capacity of damaged joints are significantly lower than those of the intact joint, and the pinch effect of damaged joints are more obvious. The looseness of tenon is the direct reason for degradation of mechanical properties of joints. The termites decay direction perpendicular to loading direction has more serious deterioration for mechanical performance of joints than that of parallel direction, which more easily results in decrease of energy dissipation.
- Traditional village buildings /
- Matou joints /
- Damage /
- Quasi-static test

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图 1 五檩硬山木构架

Figure 1. Five-purlin mountain wood frame

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图 2 榫头实体图

Figure 2. Actural pictures of tenon specimens

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图 3 各模型榫头信息

Figure 3. Details of tenon models

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图 4 加载装置示意图

Figure 4. Schematic diagram of the loading device

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图 5 加载幅值曲线

Figure 5. Loading amplitude curves

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图 6 馒头榫节点破坏形式

Figure 6. Failure modes of Mantou mortise-tenon joints

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图 7 残损节点与完好节点滞回曲线

Figure 7. The hysteretic curves of the damaged joints and intact joint

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图 8 弯矩-转角骨架曲线

Figure 8. Skeleton curves of moment and rotation angle

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图 9 各节点刚度退化曲线

Figure 9. Stiffness degradation curves of joint models

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图 10 各节点强度退化曲线

Figure 10. Strength deterioration curves of joint models

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图 11 强度退化曲线的回归分析

Figure 11. Regression analysis of strength deteriorations

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图 12 滞回耗能示意图

Figure 12. Schematic diagram of hysteretic energy consumption

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图 13 各节点等效黏滞阻尼系数-转角关系曲线

Figure 13. The equivalent damping coefficient-rotation angles curves of joint models

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图 14 各节点累积耗能

Figure 14. Accumulated energy dissipation of joints models

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表 1 樟子松清材试件力学性能

Table 1. Mechanical property of Pinus sylvestris clean specimens

顺纹抗压强度 /MPa	顺纹抗拉强度 /MPa	顺纹抗压弹性模量 /MPa	横纹(径向)弹性模模 /MPa	横纹(弦向)弹性模量 /MPa	含水率 /%	横纹抗压(全表面)强度 /MPa	横纹抗压(局部)强度 /MPa	抗弯强度 /MPa
28.6	88.6	9420	112	139	24.3	3.3	6.1	64.4

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表 2 各节点力学性能参数

Table 2. Mechanical property parameters of Mantou mortise-tenon joints

节点编号	加载方向	θ_y/rad	θ_max/rad	M_max/（kN∙m）		θ_u/rad	M_u/（kN∙m）	μ	降低幅度/%
节点编号	加载方向	θ_y/rad	θ_max/rad	M_max/（kN∙m）		θ_u/rad	M_u/（kN∙m）	μ	延性系数	承载力
J1	正向	0.064	0.176	1.153	1.212	0.237	0.922	3.70	—	—
J1	负向	0.066	0.221	1.27	1.212	—	—	—	—	—
J2	正向	0.119	0.230	0.750	0.532	—	—	—	18	56
J2	负向	0.062	0.142	0.314	0.532	−0.19	0.251	3.04	18	56
J3	正向	0.105	0.126	1.053	1.132	0.229	0.842	2.18	41	7
J3	负向	0.070	0.264	1.210	1.132	—	—	—	41	7
J4	正向	0.085	0.173	1.017	1.031	0.239	0.814	2.81	24	15
J4	负向	0.066	0.239	1.045	1.031	—	—	—	24	15
J5	正向	0.075	0.148	1.146	0.962	0.213	0.917	2.84	17	21
J5	负向	0.052	0.164	0.778	0.962	0.174	0.622	3.32	17	21

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