火灾下钢-混凝土组合墙抗爆机理分析与变形预测

赵子诚; 赵晖; 李世强; 马小敏

doi:10.11883/bzycj-2024-0283

火灾下钢-混凝土组合墙抗爆机理分析与变形预测

doi: 10.11883/bzycj-2024-0283

赵子诚^1,,
赵晖²,
李世强^{1, 3},
马小敏^{1, 3, ,}

1.
太原理工大学应用力学研究所，山西太原 030024
2.
太原理工大学土木工程学院，山西太原 030024
3.
太原理工大学材料强度与结构冲击山西省重点实验室，山西太原 030024

基金项目: 国家自然科学基金（12202303，12072219）；山西省重点国别科技合作项目（202204041101010）

详细信息

作者简介:
赵子诚（2001－　），男，硕士研究生，zhaozicheng4186@163.com

通讯作者:
马小敏（1988－　），男，博士，讲师，maxiaomin@tyut.edu.cn

中图分类号: O389
计量
- 文章访问数: 100
- HTML全文浏览量: 12
- PDF下载量: 18
- 被引次数: 0
出版历程
- 收稿日期: 2024-08-11
- 修回日期: 2025-02-25
- 网络出版日期: 2025-02-28

Mechanism analysis and deformation prediction of steel-concrete-steel composite walls under coupled fire exposure and explosion

ZHAO Zicheng^1
,,
ZHAO Hui²,
LI Shiqiang^{1, 3},
MA Xiaomin^{1, 3
, ,}

1.
Institute of Applied Mechanics, Taiyuan University of Technology, Taiyuan 030024, Shanxi, China
2.
College of Civil Engineering, Taiyuan University of Technology, Taiyuan 030024, Shanxi, China
3.
Shanxi Key Laboratory of Material Strength and Structure Impact, Taiyuan University of Technology, Taiyuan 030024, Shanxi, China

摘要

摘要: 双钢板-混凝土组合墙（Steel-concrete-steel composite wall，SCS墙）已在超高层建筑、核电站等重要工程中得到应用，鉴于火灾与爆炸通常同时发生，而高温会显著降低钢材和混凝土的力学性能，从而导致结构构件的抗爆性能严重退化。为此，采用ABAQUS有限元软件，建立了120个火灾-爆炸耦合作用下SCS墙分析模型。首先，基于已有的火灾下耐火极限试验和常温下爆炸试验对有限元模型进行验证；其次，分析了火灾-爆炸耦合作用下SCS墙工作机理，重点研究了受火时间、爆炸当量、含钢率、材料强度、钢筋连接间距与轴压比对抗爆性能的影响规律；最后，基于等效单自由度模型提出了火灾-爆炸耦合作用下SCS墙跨中最大挠度的预测公式。结果表明：SCS墙在火灾与爆炸耦合作用下主要表现为整体受弯破坏；随着受火时间的增加，受火面钢板耗能占比降低，背火面钢板的塑性变形逐渐成为墙体的主要耗能机制；受火时间、爆炸当量与钢材强度对火灾下SCS墙的抗爆性能影响明显，而混凝土强度影响较小；基于等效单自由度模型提出的计算公式可较好预测火灾与爆炸耦合作用下SCS墙的跨中最大挠度。
- 抗爆性能 /
- 钢-混凝土组合墙 /
- 火灾 /
- 变形预测 /
- 轴压比
Abstract: Steel-concrete-steel composite (SCS) wall has been applied in high-rise buildings and nuclear power plants. Its performance under accidental and extreme loads during the whole life cycle deserves attention. Considering that fires and explosions often occur simultaneously, and that the mechanical properties of steel and concrete are deteriorated significantly at high temperatures, this leads to serious degradation of blast resistance of structural members. In this context, a total of 120 finite element (FE) models of SCS walls under combined fire and explosion were established using ABAQUS software. First, the FE models were verified based on existing fire resistance tests and explosion tests at room temperature on SCS walls. Then, the blast resistance mechanism of SCS walls was analyzed, and the influences of key parameters, including fire duration, explosion charge, steel plate ratio, material strength, tie bars spacing and axial compression ratio, on the explosion resistance were investigated. Finally, based on the single-degree of freedom method, the formulas were proposed to predict the maximum deformation of SCS walls under combined fire exposure and explosion. The results show that SCS walls primarily exhibit overall bending failure under coupled fire exposure and explosion. With the increase of fire duration, the contribution of the steel plate on the fire-exposed side to the energy dissipation decreases, and the plastic deformation of the steel plate on the non-fire-exposed side gradually becomes the main energy dissipation component. Fire duration, explosion charge and steel strength significantly affect the blast resistance of SCS walls under fire conditions. When exposed to fire for 90 minutes, the maximum mid-span deformation decreases by approximately 22%, as the steel yield strength increases from 235MPa to 460MPa. However, the influence of the concrete strength is minor. The maximum deformation of SCS walls can be reasonably predicted by the proposed formulas based on the single-degree of freedom method under coupled fire exposure and explosion.
- explosion resistance /
- steel-concrete-steel composite wall /
- fire /
- deformation prediction /
- axial compression ratio

HTML全文

图 1 SCS墙构造示意图

Figure 1. Schematic diagram of SCS walls

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图 2 试件命名规则

Figure 2. Naming rule of specimens

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图 3 火灾-爆炸耦合分析流程

Figure 3. Analytical process of coupled fire exposure and explosion

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图 4 有限元模型

Figure 4. Finite element model

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图 5 爆炸试验布置图^{[2, 19]}

Figure 5. Layout diagram of explosion tests^{[2, 19]}

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图 6 试验^{[2, 17-19]}与模拟结果对比

Figure 6. Comparison between experimental^{[2, 17-19]} and simulated results

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图 7 试件破坏模式对比

Figure 7. Comparison of the failure modes of specimens

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图 8 不同受火时间温度场的分布云图

Figure 8. Temperature distribution contours for different fire durations

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图 9 温度时程曲线

Figure 9. Time history curves of temperature

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图 10 速度与挠度时程曲线

Figure 10. Time history curves of velocity and deflection

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图 11 混凝土的等效塑性应变

Figure 11. Equivalent plastic strain in concrete

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图 12 混凝土最大主塑性应变

Figure 12. Maximum plastic strain in concrete

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图 13 钢板与栓钉的纵向应力分布

Figure 13. Longitudinal stress distribution of steel plate and studs

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图 14 跨中混凝土最大主塑性应变

Figure 14. Maximum plastic strain at the mid-span of concrete

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图 15 各部件耗能曲线

Figure 15. Energy dissipation curves of each component

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图 16 各部件耗能占比

Figure 16. Energy consumption ratio of each component

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图 17 SCS墙的跨中峰值挠度随受火时间的变化

Figure 17. Variation of mid-span peak deflection of SCS wall with fire duration

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图 18 SCS墙的跨中峰值挠度随爆炸当量的变化

Figure 18. Variation of mid-span peak deflection of SCS wall with explosion charge

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图 19 SCS墙的跨中峰值挠度随轴压比的变化

Figure 19. Variation of mid-span peak deflection of SCS wall with axial compression ratio

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图 20 SCS墙的跨中峰值挠度随材料强度的变化

Figure 20. Variation of mid-span peak deflection of SCS wall with material strengths

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图 21 SCS墙的跨中峰值挠度随对拉钢筋间距的变化

Figure 21. Variation of mid-span peak deflection of SCS wall with tie bar spacing

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图 22 SCS墙的跨中峰值挠度随含钢率的变化

Figure 22. Variation of mid-span peak deflection of SCS wall with steel ratio

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图 23 跨中最大挠度的计算流程图

Figure 23. Calculation flow chart of maximum mid-span deflection

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图 24 温度分层

Figure 24. Temperature layer division

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图 25 有限元与公式计算的温度对比

Figure 25. Comparison of simulated and predicted temperatures

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图 26 截面受力简图

Figure 26. Calculation diagram of cross-section

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图 27 等效单自由度体系的简化示意图

Figure 27. Simplified diagram of equivalent single degree of freedom system

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图 28 轴力对抗力函数的影响

Figure 28. Influence of axial force on the resistance function

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图 29 三角形荷载下单自由度弹塑性体系的最大响应^[22]

Figure 29. Maximum response of elastic-plastic SDOF model under triangular loads^[22]

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图 30 公式预测与有限元计算Δ_peak对比

Figure 30. Comparison of predicted and finite element calculated values of Δ_peak

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表 1 SCS墙参数

Table 1. SCS walls parameters

研究内容	t₀/min	W₀/kg	R/m	Z/(m·kg^−1/3)	n	α/%	钢板厚度/mm	f_y/MPa	f_cu/MPa	s/mm
机理分析	0/30/60/90	29	2	0.65	0.1	7.8	3.5	355	30	180
受火时间	0/15/30/45/60/75/90	29	2	0.65	0.1	7.8	3.5	235/460	30/40/50	180
爆炸当量	0/30/60/90	23/29/37	2	0.7/0.65/0.6	0.1	7.8	3.5	355	30	180
轴压比	0/30/60/90	29	2	0.65	0.1/0.2/0.3	7.8	3.5	355	30	180
材料强度	0/30/60/90	29	2	0.65	0.1	7.8	3.5	235/355/460	30/40/50	180
含钢率	0/30/60/90	29	2	0.65	0.1	4.4/6.7/7.8	2/3/3.5	355	30	180
对拉钢筋间距	0/30/60/90	29	2	0.65	0.1	7.8	3.5	355	30	140/180/220

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表 2 爆炸试验详细参数^{[2, 19]}

Table 2. Detailed parameters of explosion tests^{[2, 19]}

试件编号	爆炸当量/kg	爆距R/m	边界条件	轴力/kN	f_y/MPa	f_cu/MPa
SCS-1^[2]	4	0.95	两端铰接	0	242	26.4
S2^[19]	32.8	5	两端铰接	58.4	235	61.3

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表 3 有限元与试验变形比值

Table 3. Ratio of FE to experimental deformation

试件编号	Δ_max/mm		Δ_max,FE/Δ_max,test
试件编号	FE	Test	Δ_max,FE/Δ_max,test
SCS-1(D1)^[2]	28.22	28.01	1.01
SCS-1(D4)^[2]	15.82	17.18	0.92
S7^[18]	34.38	36.28	0.95
S2^[19]	23.75	24.39	0.97

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