爆炸荷载作用下轻型木框架墙的动力行为分析

黄正; 潘钻峰

doi:10.11883/bzycj-2024-0431

爆炸荷载作用下轻型木框架墙的动力行为分析

doi: 10.11883/bzycj-2024-0431

黄正,
潘钻峰^,

同济大学土木工程学院，上海200092

基金项目: 国家自然科学基金（52078368）

详细信息

作者简介:
黄　正（1990－　），男，博士，助理研究员，zheng_huang@tongji.edu.cn

通讯作者:
潘钻峰（1981－　），男，博士，教授，zfpan@tongji.edu.cn

中图分类号: O383
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- 文章访问数: 107
- HTML全文浏览量: 27
- PDF下载量: 41
- 被引次数: 0
出版历程
- 收稿日期: 2024-11-01
- 修回日期: 2025-01-13
- 网络出版日期: 2025-01-14

Analysis of dynamic behavior of light-frame wood walls under blast loads

HUANG Zheng,
PAN Zuanfeng^,

College of Civil Engineering, Tongji University, Shanghai 200092, China

摘要

摘要: 为研究轻型木框架墙的抗爆性能，讨论了爆炸荷载作用下轻型木框架墙的数值建模方法，重点探讨了木立柱-面板钉连接动力放大系数以及木立柱破坏准则；基于部分组合理论，通过引入木立柱和轻型木框架墙的动力放大系数实测结果，给出了钉连接动力放大系数的合理取值；构建了考虑木基结构板正交各向异性、钉连接动力非线性力学行为以及木立柱动力弹塑性特征的轻型木框架墙抗爆分析有限元模型。结果表明，提出的模型能够准确预测爆炸荷载作用下轻型木框架墙的动力响应以及木立柱发生断裂的时间和对应的峰值位移。考虑了不同木立柱的材性差异后，模型预测的木立柱断裂后木框架墙动力响应与破坏模式与试验结果一致。本研究提出的模型可为今后轻型木框架结构的抗爆易损性评估提供模型基础。
- 爆炸荷载 /
- 木结构 /
- 轻型木框架墙 /
- 数值建模 /
- 钉连接 /
- 动力放大系数
Abstract: Compared to concrete and steel structures, research on the blast resistance of timber structures is relatively scarce. Although experimental studies on the blast performance of light-frame wood walls have been conducted, relevant numerical studies remain limited. This study addresses the numerical modeling of light-frame wood walls under blast loads, with a focus on the determination of the dynamic increase factor (DIF) for nail connections and the failure criteria for wood studs. Based on the partial composite action theory, an analytical expression was derived to describe the relationship between the DIF for nail connections and other mechanical properties of light-frame wood walls, including the stiffness of studs, the stiffness of sheathing panels, and the stiffness of nail connections. A reasonable value for the DIF of nail connections was provided by introducing experimentally measured DIFs for wood studs and wood-frame walls. On this basis, a finite element (FE) model for blast resistance analysis of light-frame wood walls was developed. In this model, the wood studs, sheathing panels, and nail connections were represented using beam elements, shell elements, and discrete beam elements, respectively. The orthotropic characteristics of wood-based structural panels, the nonlinear dynamic behavior of nail connections, and the dynamic elastic-plastic features of wood studs were also appropriately modeled. Verification of the developed model against experimental data indicates that it can accurately predict the dynamic response of light-frame wood walls under blast loads, as well as the time and corresponding peak displacement when wood studs fracture. FE analyses also show that if the variation of the studs’ material properties is reasonably accounted for, the predictions of the dynamic response and failure mode after the fracture of studs are in good agreement with the experimental results. The developed model paves the way for assessing the blast vulnerability of light-frame wood structures in future research.
- blast loads /
- timber structures /
- light-frame wood walls /
- FE modelling /
- nail connections /
- dynamic increasing factors

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图 1 木框架墙激波管试验示意图^[8]

Figure 1. Schematic diagram of the shock tube tests of wood-frame walls^[8]

下载: 全尺寸图片幻灯片

图 2 轻型木框架墙激波管试验的数值模型

Figure 2. Numerical model for the shock tube tests of light-frame wood walls

下载: 全尺寸图片幻灯片

图 3 木立柱-面板钉连接荷载-滑移曲线试验结果^[17]

Figure 3. Experimental load-slip curves for stud-to-sheathing nail connections^[17]

下载: 全尺寸图片幻灯片

图 4 引入DIF后木立柱-面板钉连接强轴方向荷载-滑移曲线

Figure 4. Load-slip curves of the stud-to-sheathing nail along the strength axis after introducing DIF

下载: 全尺寸图片幻灯片

图 5 弹性激波管试验中木立柱跨中侧移试验结果与数值解的对比

Figure 5. Comparison of experimental and numerical mid-span displacements of the studs in the elastic shock tube tests

下载: 全尺寸图片幻灯片

图 6 墙8-1数值模型给出的钉连接轴向位移时程曲线

Figure 6. Time history of axial displacements of nails from the numerical model of wall 8-1

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图 7 不考虑负压作用的墙8-1数值分析结果

Figure 7. Numerical results for Wall 8-1 when the negative pressure is neglected

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图 8 第1个正向侧移峰值发生木立柱破坏的木框架墙的试验和数值结果的对比

Figure 8. Comparison of experimental and numerical results for the light-frame wood walls of which the studs failed at mid-span upon reaching the first positive displacement peak

下载: 全尺寸图片幻灯片

图 9 激波管试验中木框架墙面板的弯曲应力计算结果

Figure 9. Numerical bending stress of the sheathings of the light-frame wood walls in the shock tube tests

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图 10 轻型木框架墙激波管试验中的OSB面板破坏

Figure 10. OSB failure in the shock tube tests of the light-frame wood walls

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图 11 墙19-2激波管试验的有限元分析结果

Figure 11. FE results for the shock tube tests of Wall 19-2

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图 12 墙19-2的破坏模式

Figure 12. Failure mode of Wall 19-2

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图 13 激波管试验墙8-2的数值模拟结果

Figure 13. Numerical results for the shock tube test of Wall 8-2

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图 14 激波管试验墙8-2中的钉拔出现象

Figure 14. Nail pullout in the shock tube test of Wall 8-2

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表 1 木框架墙激波管试验参数^[8]

Table 1. Parameters of shock tube tests of light-frame wood walls^[8]

试件名称	面板	P_max/kPa	I/(kPa·ms)	t_p/ms	d_max/mm	t_max/ms	应变率/s⁻¹	Z/(m·kg^−1/3)
墙6-2	11 mm OSB	38.3	403.0	22.0	47	8.9	0.54	9.1
墙7-1		38.2	384.9	20.1	59	9.4	0.55	9.1
墙8-1		9.8	25.1	5.1	8	6.2	1.54	25.0
墙8-2		52.6	163.0	6.2	45	7.9	5.31	7.1
墙9-1		6.6	76.1	23.1	8	10.6		33.0
墙16-1	18.5 mm 胶合板	11.5	128.1	22.3	11	9.8	0.12	20.0
墙17-1		12.6	245.7	39.0	13	9.9	0.15	20.0
墙17-2		40.1	813.12	40.5	51	9.9	0.36	8.9
墙19-1		11.0	122.2	22.2	11	9.8	0.12	22.5
墙19-2		42.1	450.4	21.4	56	10.3	0.46	8.5
墙20-1		12.5	160.3	25.6	16	12.1	0.15	20.0

下载: 导出CSV

表 2 木框架墙各组件的材料性能实测值^[8]

Table 2. Experimental results for the material parameters of the components in the light-frame wood walls^[8]

组件	密度/(kg·m⁻³)		MOE/MPa		f_m/MPa
组件	平均值	COV	平均值	COV	平均值	COV
木立柱	498.0	0.09	9690	0.11	44.5	0.23
OSB	685.0		5550	0.24	28.4	0.31
胶合板	470.9		7120	0.16	41.0	0.28

下载: 导出CSV

表 3 激波管试验中木框架墙的弹性响应模拟结果与实测结果的对比

Table 3. Comparison of the experimental and numerical results for the elastic response of the light-frame wood walls in the shock tube tests

试件名称	试验值^[8]		模型一		模型二		模型三		模型四
试件名称	d_max,test/ mm	t_max,test/ ms	d_max,FE/ d_max,test	t_max,FE/ t_max,test	d_max,FE/ d_max,test	t_max,FE/ t_max,test	d_max,FE/ d_max,test	t_max,FE/ t_max,test	d_max,FE/ d_max,test	t_max,FE/ t_max,test
墙8-1	8	6.2	0.89	1.15	0.84	1.12	0.81	1.10	0.63	1.02
墙9-1	8	10.6	1.35	1.04	1.22	1.00	1.15	0.99	0.82	0.89
墙16-1	11	9.8	1.37	1.02	1.25	0.97	1.10	0.95	0.72	0.74
墙17-1	13	9.9	1.20	1.01	1.09	0.96	0.96	0.94	0.63	0.71
墙19-1	11	9.8	1.35	1.23	1.22	1.19	1.08	1.14	0.70	0.93
墙20-1	16	12.1	1.14	0.97	1.03	0.92	0.93	0.89	0.58	0.72
平均值			1.22	1.07	1.11	1.03	1.00	1.00	0.68	0.84
COV			0.15	0.09	0.14	0.10	0.13	0.10	0.13	0.16

下载: 导出CSV

表 4 激波管试验中发生木立柱断裂的木框架墙模拟结果

Table 4. Numerical results for the light-frame wood walls with the studs failing in the shock tube tests

试件名称	试验值^[8]		屈服应变×1		屈服应变×2		屈服应变×2.5
试件名称	d_max,test/mm	t_max,test/ms	d_max,FE/d_max,test	t_max,FE/t_max,test	d_max,FE/d_max,test	t_max,FE/t_max,test	d_max,FE/d_max,test	t_max,FE/t_max,test
墙6-2	47	8.9	0.74	0.74	1.02	0.94	1.10	1.02
墙7-1	59	9.4	0.58	0.72	0.81	0.90	0.87	0.97
墙17-2	51	9.9	0.69	0.71	0.89	1.03	0.93	1.03
墙19-2	56	10.3	0.63	0.68	0.84	0.93	0.86	1.09
平均值			0.66	0.71	0.89	0.95	0.94	1.03
COV			0.10	0.03	0.11	0.06	0.12	0.05

下载: 导出CSV

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