火灾下双钢板-混凝土组合墙抗冲击机理分析与挠度预测

杨耀堂; 王蕊; 赵晖; 侯川川

doi:10.11883/bzycj-2023-0052

火灾下双钢板-混凝土组合墙抗冲击机理分析与挠度预测

doi: 10.11883/bzycj-2023-0052

杨耀堂^1,,
王蕊¹,
赵晖^1, ,,
侯川川²

1.
太原理工大学土木工程学院，山西太原 030024
2.
北京航空航天大学交通科学与工程学院，北京 100191

基金项目: 国家自然科学基金（52108162）；山西省留学回国人员科技活动择优资助项目（20210010）

详细信息

作者简介:
杨耀堂（1998－　），男，硕士研究生，yangyaotang1105@163.com

通讯作者:
赵　晖（1988－　），男，博士，副教授，zhaohui01@tyut.edu.cn

中图分类号: O347.3
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- 被引次数: 0
出版历程
- 收稿日期: 2023-02-21
- 修回日期: 2023-09-06
- 网络出版日期: 2023-11-07
- 刊出日期: 2024-01-11

Impact resistence mechanism and deflection prediction of steel-concrete composite wall under fire exposure

1.
College of Civil Engineering, Taiyuan University of Technology, Taiyuan 030024, Shanxi, China
2.
School of Transportation Science and Engineering, Beihang University, Beijing 100191, China

摘要

摘要: 双钢板-混凝土组合墙（steel-concrete composite wall, SC wall）常用于核电站、超高层等重要结构的承重构件，其在偶然荷载作用下的力学性能也是其推广应用的关键指标。为此，针对火灾下SC墙的抗冲击性能进行研究并给出相关设计建议。首先建立了SC墙在火灾与冲击耦合作用下的有限元模型，在验证模型可靠性基础上，开展了火灾下SC墙抗冲击机理的分析；然后研究了轴力、受火时间、材料强度、冲击能量与抗剪连接件形式等参数对SC墙在火灾下抗冲击性能的影响规律；最后给出了该类构件在耦合工况下跨中峰值挠度的预测公式。结果表明：随着受火时间的增加，SC墙受冲击变形模式由局部冲切逐渐转变为整体弯曲破坏；火灾下，混凝土为SC墙受冲击的主要耗能部件；混凝土强度、轴力与抗剪连接件形式对SC墙在高温下的抗冲击性能影响显著，钢板强度的影响则较小；建议的公式可较合理地预测火灾下SC墙受冲击后的跨中峰值挠度。
- 双钢板-混凝土组合墙 /
- 火灾 /
- 抗冲击性能 /
- 破坏模式 /
- 挠度预测
Abstract: Steel-concrete composite wall (SC wall) has been widely employed as the main structural components in nuclear power plants and high-rise buildings. Its performance under accidental loads is a key index for its utilization. In this paper, the mechanical behaviors of SC walls under coupled fire and impact loads are investigated and corresponding design recommendations are given. Firstly, a finite element (FE) model of SC walls under combined fire and impact loads is developed. After validating the FE model, the response mechanism of SC walls under combined fire and impact loads is analyzed. Afterwards, effects of axial force, fire duration, material strength, impact energy and type of shear connectors on the impact resistance performance of components under fire condition are studied. Finally, simplified formula for predicting the maximum mid-span deflection under coupled fire and impact loadings is proposed. In view of the failure pattern, the outer steel plate on the surface exposed to fire presents wavy buckling. With the increase of fire duration, the deformation mode of SC walls changes from local punching deformation to overall flexural deformation. Under combined fire and impact loads, concrete is observed to be the main energy consumption component within the SC walls. The peak membrane force and the maximum mid-span deflection are employed to analyze the impact resistance of the SC walls. Test results show that the fire duration has a significant effect on the impact resistance. The peak membrane force of the SC walls reduces by approximately 36% under 90 min fire duration, while the maximum mid-span deflection increases by 50%. The concrete strength, axial force and type of shear connectors also obviously affect the impact resistance of the SC walls, while the influence of the yield strength of steel plate is moderate. The proposed formula can reasonably predict the maximum deflection of the SC walls under combined fire and impact loads.
- steel-concrete composite wall /
- fire /
- impact resistance /
- failure pattern /
- deflection prediction

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图 1 SC墙的构造示意图

Figure 1. Schematic diagram of SC wall

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图 2 温度-冲击耦合分析过程

Figure 2. Procedure of coupled temperature-impact analysis

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图 3 SC墙的有限元模型

Figure 3. FE model of the SC walls

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图 4 试验值^{[3, 17-18]}与模拟值对比

Figure 4. Comparisons between tests^{[3, 17-18]} and FE results

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图 5 构件破坏模态对比(H60^[3])

Figure 5. Comparison of failure modes of specimens (H60^[3])

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图 6 温度场分布

Figure 6. Temperature distribution

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图 7 温度时程曲线

Figure 7. Temperature-time curves

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图 8 典型构件火灾下冲击时程曲线

Figure 8. Impact force and displacement history curves

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图 9 混凝土等效塑性应变发展

Figure 9. Development of equivalent plastic strain in concrete

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图 10 构件冲击力-落锤位移曲线

Figure 10. Impact force-hammer displacement curves

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图 11 能量-落锤位移曲线

Figure 11. Energy-hammer displacement curves

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图 12 混凝土最大主塑性应变

Figure 12. Maximum principal plastic strain of concrete core

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图 13 顶部钢板的残余变形

Figure 13. Residual deformation of top steel plate

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图 14 接触应力时程曲线

Figure 14. Contact stress-time curves

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图 15 各部件塑性耗能占比

Figure 15. Energy dissipation proportions of each component

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图 16 受火时间的影响

Figure 16. Effect of fire duration

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图 17 冲击质量的影响

Figure 17. Effects of impact mass

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图 18 冲击速度的影响

Figure 18. Effects of impact velocity

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图 19 不同冲击能量下的W-y曲线

Figure 19. W-y curves with different impact energies

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图 20 轴压比的影响

Figure 20. Effects of axial load ratio

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图 21 材料强度的影响

Figure 21. Effects of material strength

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图 22 剪力件形式的影响

Figure 22. Effects of shear connector types

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图 23 截面弯矩计算示意图

Figure 23. Calculation diagram of cross-section bending moment

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图 24 模拟与计算的截面极限弯矩对比

Figure 24. Comparison of simulated cross-sectional ultimate bending moment with predicted results

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图 25 等效塑性铰模型示意图

Figure 25. Diagram of equivalent plastic hinge model

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图 26 模拟与计算的跨中峰值挠度对比

Figure 26. Comparison of simulated and predicted ω_peak

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表 1 SC墙的详细参数

Table 1. Detailed parameters of SC walls

研究内容	剪力件形式	t/min	n	m₀/kg	v₀/(m·s⁻¹)	f_cu/MPa	f_y/MPa
机理分析	栓钉+对拉钢筋	0/30/60/90	0.1	240	6	40	355
受火时间	栓钉+对拉钢筋	0/15/30/45/60/75/90	0.1	240	6	40/50	355/390/420
轴压比	栓钉+对拉钢筋	0/30/60/90	0/0.1/0.2/0.3	240	6	40	355
材料强度	栓钉+对拉钢筋	0/30/60/90	0.1	240	6	30/40/50	355/390/420
剪力件形式	栓钉+对拉钢筋/对拉钢筋	0/30/60/90	0.1	240	6	40	355
冲击能量	栓钉+对拉钢筋	0/30/60/90	0.1	180/240/360	8/6/4	40	355

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表 2 试验与模拟结果比值

Table 2. Ratio of test to numerical results

构件编号	冲击力/kN		试验值/模拟值	峰值挠度/mm		试验值/模拟值
构件编号	试验	模拟	试验值/模拟值	试验	模拟	试验值/模拟值
H30	250	240	1.04	32.0	32.5	0.98
H60	296	298	0.99	47.6	51.0	0.93
C2650	896	943	0.95	−	−	−
C4652	998	898	1.11	−	−	−
平均值			1.02			0.96
标准差			0.06			0.03

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