单向砌体填充墙激波管试验和动力行为分析

陈德; 吴昊; 徐世林; 韦建树

doi:10.11883/bzycj-2023-0147

单向砌体填充墙激波管试验和动力行为分析

doi: 10.11883/bzycj-2023-0147

陈德^1,,
吴昊^1, ,,
徐世林²,
韦建树²

1.
同济大学土木工程学院，上海 200092
2.
上海爵格工业工程有限公司，上海 200122

基金项目: 国家自然科学基金（52078379）

详细信息

作者简介:
陈　德（1992－　），男，博士，chende@tongji.edu.cn

通讯作者:
吴　昊（1981－　），男，博士，教授，博士生导师，wuhaocivil@tongji.edu.cn

中图分类号: O383；TU362
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- 文章访问数: 295
- HTML全文浏览量: 72
- PDF下载量: 61
- 被引次数: 2
出版历程
- 收稿日期: 2023-04-23
- 修回日期: 2023-07-12
- 网络出版日期: 2023-07-13
- 刊出日期: 2023-08-31

Shock tube tests and dynamic behavior analyses on one-way masonry-infilled walls

CHEN De^1
,,
WU Hao^{1
, ,},
XU Shilin²,
WEI Jianshu²

1.
College of Civil Engineering, Tongji University, Shanghai 200092, China
2.
Shanghai Dragon Industrial Engineering Co. Ltd., Shanghai 200122, China

摘要

摘要: 为研究远场爆炸荷载作用下单向砌体填充墙的动力行为及其失效破坏机理，首先，基于研发的压缩空气驱动大截面（3 m×3 m）激波管开展了两面不同厚度单向实心砌体填充墙的面外加载试验，获得了作用在墙体表面的反射超压荷载时程、墙体面外挠度时程及墙体的变形失效模式。其次，建立了激波管精细化有限元模型，提出了砌体墙简化微观有限元建模方法，以及扩展砖块的Riedel-Hiermaier-Thoma材料模型和接缝的内聚力接触模型参数取值计算方法，对激波管中的压力传播以及试验墙体面外动态响应和损伤破坏开展了数值模拟。最后，基于爆炸荷载作用下单向砌体填充墙面外抗力方程和等效单自由度模型对试验墙体中心点面外挠度时程进行预测。结果表明：减小墙体高厚比可以增大框架拱推力，从而显著提升墙体的抗爆性能，厚105 mm的墙体在经历1次激波管试验后发生倒塌，而厚235 mm的墙体在经历6次激波管试验后仅有轻微损伤；墙体表面反射超压荷载时程的试验和数值模拟结果均为均布脉冲型荷载，且两者吻合很好，验证了激波管设计和激波管精细化有限元模型的合理性；数值模拟和理论预测的墙体动力行为与试验结果吻合较好，可为砌体填充墙抗爆评估与分析提供参考。
- 激波管 /
- 爆炸载荷 /
- 砌体填充墙 /
- 动力行为 /
- 面外加载 /
- 反射超压
Abstract: Masonry-infilled walls (MIWs) are prone to crack, fragment, and even collapse under blast loads, attributed to their low strength and weak ductility, which threatens the safety of building structures and the inside occupants and equipment. Aiming to study the dynamic behaviors and failure mechanism of one-way solid MIWs under far-field range explosion, the out-of-plane loading tests on two one-way solid MIWs with different thicknesses were first carried out based on the developed compressed air-driven large cross-section (3 m×3 m) shock tube. The reflected overpressures-time histories that acted on the MIWs, the deflection-time histories, and the deformation failure mode of MIWs were obtained. Then, a refined finite element model of the shock tube was established, and the simplified micro finite element modeling approach of MIWs, as well as the parameter calculation methods of the Riedel-Hiermaier-Thoma material model for expanded masonry blocks and the cohesive contact model for joints, were proposed. The pressure propagation in the shock tube and the out-of-plane dynamic responses and damage of MIWs were further numerically simulated. Finally, the central deflection-time histories of test walls were predicted based on the out-of-plane resistance function and equivalent single-degree-of-freedom model of one-way MIWs under blast loads. It indicated that reducing the height-to-thickness ratio of walls can increase the frame arch thrust, which could significantly improve the blast resistance performance of the MIWs. A105-mm-thick MIW collapsed after one shot, while a 235-mm-thick MIW was slightly damaged after six shots. Both the test and simulation results of reflected overpressure-time histories acted on the surface of MIWs were uniform pulse loads and in good agreement, which validated the reasonability of the design and refined finite element model of the shock tube. The predicted dynamic behaviors of MIWs by the numerical simulation and theoretical calculation method were in good accordance with test data, which can provide a reference for blast-resistant assessment and analysis of MIWs.
- shock tube /
- blast load /
- masonry-infilled wall /
- dynamic behavior /
- out-of-plane loading /
- reflected overpressure

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图 1 激波管

Figure 1. The shock tube

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图 2 激波管试验布置

Figure 2. Layout of shock tube tests

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图 3 预试验中不同测点的反射超压时程

Figure 3. Reflected overpressure-time histories at different measuring points in pre-test

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图 4 墙体1测点布置（单位：mm）

Figure 4. Deflection measuring points of the wall 1 (unit: mm)

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图 5 墙体1的墙体响应试验结果

Figure 5. Wall response test results of the wall 1

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图 6 墙体1变形和倒塌过程

Figure 6. Deformation and collapse process of the wall 1

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图 7 墙体2试验结果

Figure 7. Test results of the wall 2

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图 8 激波管有限元模型

Figure 8. Finite element model of a shock tube

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图 9 砌体的有限元模型

Figure 9. Finite element models of masonry

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图 10 双线性内聚力接触模型

Figure 10. Bilinear cohesive contact model

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图 11 砖-砂浆-砖组合体试验示意图

Figure 11. Schematic diagrams of brick-mortar-brick assembly tests

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图 12 模拟结果与试验数据对比

Figure 12. Comparisons of simulated results and test data

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图 13 砌体棱柱体模型和网格敏感性分析

Figure 13. The masonry prism model and its mesh sensitive analyses

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图 14 砌体单轴压缩强度和弹性模量的模拟结果和曲面拟合

Figure 14. Simulated results and surface fitting of uniaxial compressive strength and elastic modulus of masonry

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图 15 不同应变率下黏土砖的压缩动态增强因子

Figure 15. Dynamic increase factors of compressive strength of clay brick at different strain rates

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图 16 中间高度开裂后单向填充墙的变形模式和受力分析

Figure 16. Deformation mode and stress analysis of one-way masonry infilled wall after crack at mid-height

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图 17 激波管荷载的数值模拟和试验结果对比

Figure 17. Comparisons of simulated and test loads of shock tube

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图 18 激波管中压力传播

Figure 18. Pressure propagation in shock tube

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图 19 激波管末端反射超压荷载

Figure 19. Reflected overpressures of its end cross-section

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图 20 砌体单轴压缩特性和墙体抗力曲线

Figure 20. Uniaxial compressive property of masonry and resistance curves of walls

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图 21 墙体中心点挠度时程预测结果和试验数据对比

Figure 21. Comparisons of predicted and test central deflection-time histories of the walls 1 and 2

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图 22 墙体1倒塌过程

Figure 22. Collapse process of the wall 1

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表 1 墙体2的试验结果

Table 1. Test results of the wall 2

试验编号	平均峰值超压/kPa	平均正压持时/ms	中心挠度/mm		累积损伤
试验编号	平均峰值超压/kPa	平均正压持时/ms	峰值	残余	累积损伤
第1炮次	37.5	14.0	16.7	0.8	背爆面中间高度砂浆缝开裂
第2炮次	36.9	14.8	19.7	0.3	裂缝未进一步扩展
第3炮次	62.2	15.1	34.1	2.6	迎爆面中间高度砂浆缝开裂
第4炮次	58.7	14.8	30.4	0.8	裂缝未进一步扩展
第5炮次	63.9	15.5	39.1	2.4	墙体背爆面顶、底端砂浆局部压碎
第6炮次	63.1	15.2	45.4	1.7	墙体破坏未进一步扩展

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表 2 空气的材料参数

Table 2. Material parameters of air

空气类型	初始压强/MPa	初始密度/(kg·m⁻³)	体积内能/(MJ·m⁻³)
常压空气	0.1	1.29	0.25
压缩空气	0.1N	1.29N	0.25N

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表 3 内聚力接触模型参数

Table 3. Parameters of the cohesive contact model

k_s/(MPa·mm⁻¹)	k_n/(MPa·mm⁻¹)	T/MPa	S/MPa	G_I/(MPa·mm)	G_II/(MPa·mm)
108	250	0.3	0.9	0.01	0.045

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表 4 扩展砖块的RHT材料模型参数

Table 4. RHT material model parameters of expanded masonry block

类别	参数	解释	取值	来源
状态方程参数	α₀	初始孔隙度	1.32	文献[12]
	P_E	破碎压力	40 MPa	文献[12]
	P_C	密实压力	2 500 MPa	文献[12]
	ψ	指数	3	文献[12]
	Γ	Grüneisen系数	0.0289	文献[12]
	A₁	Hugoniot参数	13 GPa	—
	A₂	Hugoniot参数	39.58 GPa	—
	A₃	Hugoniot参数	9.04 GPa	—
	B₀	参数	1.22	文献[25]
	B₁	参数	1.22	文献[25]
	T₁	参数	13 GPa	—
	T₂	参数	0	文献[25]
强度面方程参数	f_e	单轴压缩强度		式(10)
	G_e	剪切模量		式(10)
	$f_{\text{t}}^{\text{*}}$	拉伸强度与压缩强度的比	0.1	—
	$f_{\text{s}}^{\text{*}}$	剪切强度与压缩强度的比	0.2	—
	$g_{\text{c}}^{\text{*}}$	压缩屈服比	0.53	—
	$g_{\text{t}}^{\text{*}}$	拉伸屈服比	0.7	—
	$\xi$	剪切模量衰减系数	0.9	—
	A	失效强度面参数	1.6	—
强度面方程参数	n	失效强度面参数	0.61	—
	Q₀	罗德角参数	0.6805	—
	B	罗德角参数	0.0105	—
	A_f	残余强度面参数	1.6	—
	n_f	残余强度面参数	0.61	—
	D₁	损伤参数	0.04	—
	D₂	损伤参数	1.0	—
应变率增强因子参数	$\dot \varepsilon _{\text{0}}^{\text{c}}$	参考应变率	1×10⁻⁵ s⁻¹	式(12)
	$\dot \varepsilon _{\text{p}}^{\text{c}}$	转换应变率	30 s⁻¹	式(12)
	β_c	指数	0.01244	式(12)
注：表中符号“—”表示该参数取值为ANSYS/LS-DYNA软件中RHT材料模型的自动计算的默认值。

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表 5 内聚力接触和RHT模型关键参数

Table 5. Key parameters of the cohesive contact and the RHT model

k_n/(MPa·mm⁻¹)	k_s/(MPa·mm⁻¹)	T/MPa	S/MPa	G_I/(N·mm⁻¹)	G_II/(N·mm⁻¹)	f_e/MPa	G_e/GPa
1460	630	0.45	0.79	0.015	0.040	5.57	3.5

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