火灾与撞击联合作用下钢管混凝土柱力学性能研究

胡文伟; 王蕊; 赵晖; 张力

doi:10.11883/bzycj-2021-0151

火灾与撞击联合作用下钢管混凝土柱力学性能研究

doi: 10.11883/bzycj-2021-0151

太原理工大学土木工程学院，山西太原 030024

基金项目: 中国博士后科学基金(2020M670656)；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:
胡文伟（1998－　），男，硕士研究生，huwenwei00@163.com

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

中图分类号: O389；TU398.9
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- 文章访问数: 713
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- PDF下载量: 91
- 被引次数: 0
出版历程
- 收稿日期: 2021-04-21
- 修回日期: 2021-07-05
- 网络出版日期: 2022-01-04
- 刊出日期: 2022-02-28

Mechanical behavior of concrete-filled steel tubular columns subjected to coupled fire and impact loading

College of Civil Engineering, Taiyuan University of Technology, Taiyuan 030024, Shanxi, China

摘要

摘要: 为研究火灾高温与撞击联合作用下钢管混凝土柱的力学性能，基于ABAQUS建立了高温作用下考虑轴力影响的钢管混凝土柱侧向撞击有限元模型。首先，对高温与撞击联合作用下考虑轴力影响的钢管混凝土柱的破坏模式与受力全过程进行了分析，探讨了高温下钢管混凝土柱的抗撞性能与工作机理；其次，重点研究了受火时间、材料强度、含钢率以及撞击能量对抗撞性能的影响，并给出了相关设计建议。研究结果表明：高温与撞击联合作用下，钢管混凝土柱主要发生受弯破坏；受火15 min后，构件抗撞性能明显降低。轴压力对构件抗撞性能产生不利影响，轴压比从0增加到0.2，受火60 min构件抗撞性能下降了7.8%；混凝土强度对高温下钢管混凝土柱抗撞性能有显著影响，受火90 min后，混凝土强度由30 MPa增加到50 MPa，构件抗撞性能提高约85%；外钢管强度与含钢率对高温下抗撞性能影响不大。
- 抗撞性能 /
- 火灾 /
- 钢管混凝土 /
- 机理分析 /
- 轴压比
Abstract: To investigate the mechanical behavior of concrete-filled steel tubular (CFST) columns under coupled fire and impact loads, a finite element (FE) model was established with ABAQUS software to describe the impact resistance of axial-loaded CFST columns under elevated temperatures. The commonly used ISO 834 standard fire and rigid-body impact were employed to model the fire and impact loads, respectively. In the model, the static implicit and dynamic explicit analysis were coupled by using “Restart” and “Import” commands and the strain-rate effect was taken into account. The numerical model was validated by comparing the impact force time history curves obtained from relevant tests at different temperatures. Based on the validated FE models, the impact responses of axial-loaded CFST columns under coupled fire and impact loads were analyzed. Then, the influences of the fire duration, concrete and steel strength, steel ratio and impact energy on the mechanical behavior were investigated, and some design suggestions were proposed. The platform impact force and the maximum mid-span deflection were employed to quantitatively analyze the impact resistance of the CFST columns. The results show that the CFST column presents a flexural failure mode when it is exposed to coupled fire and impact loads. With the increase of fire duration, the proportion of energy consumption of the steel tube reduces. The impact resistance of the column decreases obviously when it is subjected to fire for a duration of 15 min. Axial compression load has an adverse influence on the impact performance. When the axial-load level increases from 0 to 0.2, the platform value of the impact force reduces by 7.8% at a fire duration of 60 min. The concrete strength has a significant effect on the impact resistance. When the cubic compressive strength of the concrete increases from 30 MPa to 50 MPa, the impact resistance is improved by approximately 85% when the fire lasts for 90 min. The steel ratio and steel strength have marginal influences on the impact resistance of the CFST columns at elevated temperatures.
- impact-resistance /
- fire /
- concrete-filled steel tube /
- mechanisms analysis /
- axial-load level

HTML全文

图 1 温度-撞击耦合分析过程

Figure 1. Procedure of coupled temperature and impact analysis

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图 2 试件破坏形态对比

Figure 2. Comparison of the failure modes of specimens

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图 3 试验值与模拟值对比

Figure 3. Comparison between test and FE results

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图 4 构件温度场分布

Figure 4. Temperature distribution of specimens

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图 5 有轴力构件Z6轴向变形与荷载分配

Figure 5. Axial displacement and load distribution of Z6

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图 6 构件撞击力-跨中挠度曲线

Figure 6. Impact force versus mid-span deflection curves of specimens

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图 7 构件等效塑性应变

Figure 7. Equivalent plastic strain of specimens

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图 8 归一化时程曲线

Figure 8. Normalized time-histories curves

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图 9 有轴力构件Z6跨中截面接触应力时程曲线

Figure 9. Contact stress-time curves of Z6 with axial load at midspan

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图 10 钢管跨中截面应力-纵向应变曲线

Figure 10. Changes in the longitudinal stresses of steel tube

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图 11 钢管与核心混凝土纵向应力变化

Figure 11. Longitudinal stress change of steel tube and core concrete

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图 12 塑性应变能曲线

Figure 12. Plastic strain energy curves

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图 13 各部件耗能占比

Figure 13. Energy dissipation proportions of each components

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图 14 撞击质量的影响

Figure 14. Influence of impactor mass

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图 15 撞击速度的影响

Figure 15. Influence of impact velocity

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图 16 受火时间的影响

Figure 16. Influence of fire duration

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图 17 含钢率α的影响

Figure 17. Influence of steel ratio

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图 18 材料强度的影响

Figure 18. Influence of material strength

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表 1 构件详细参数

Table 1. Detailed parameters of specimens

组别	构件编号	D₀×t_s/mm	n	t₀/min	m₀/kg	v₀/（m·s⁻¹）	f_cu/MPa	f_y/MPa
不加轴力	W0	400×8	0	0	2000	7	40	345
	W3	400×8	0	30	2000	7	40	345
	W6	400×8	0	60	2000	7	40	345
	W9	400×8	0	90	2000	7	40	345
加轴力	Z0	400×8	0.2	0	2000	7	40	345
	Z3	400×8	0.2	30	2000	7	40	345
	Z6	400×8	0.2	60	2000	7	40	345

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