考虑高温影响的钢管混凝土柱抗爆性能研究

胡文伟; 王蕊; 赵晖; 张力

doi:10.11883/bzycj-2020-0444

考虑高温影响的钢管混凝土柱抗爆性能研究

doi: 10.11883/bzycj-2020-0444

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)；

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: O383; TU398.9
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- 文章访问数: 352
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- 被引次数: 0
出版历程
- 收稿日期: 2020-11-29
- 修回日期: 2021-03-08
- 网络出版日期: 2021-11-08
- 刊出日期: 2021-11-23

Study on explosion-resistance performance of concrete-filled steel tubular columns considering the influence of elevated temperatures

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

摘要

摘要: 火灾与爆炸通常相伴发生，对工程结构安全造成了严重威胁。为研究高温下钢管混凝土柱抗爆性能，采用ABAQUS有限元软件建立了ISO 834标准火灾作用下钢管混凝土柱抗爆模型。在验证有限元模型可靠性基础上，首先分析了标准火灾作用下钢管混凝土柱抗爆工作机理；其次重点研究了受火时间、材料强度、含钢率以及爆炸当量对构件在标准火灾下抗爆性能的影响。研究结果表明：火灾作用下两端固结的钢管混凝土柱受爆炸荷载时，柱两端首先发生剪切破坏，随后整体发生受弯破坏；随着受火时间增加，钢管耗能占比降低，混凝土塑性变形逐渐成为主要耗能机制；混凝土强度、爆炸当量与轴压比对钢管混凝土柱高温下抗爆性能影响明显，当混凝土立方体抗压强度从30 MPa增加到50 MPa，常温与受火90 min构件抗爆性能分别提高约21%与42%。
- 钢管混凝土柱 /
- 抗爆性能 /
- 标准火灾 /
- 爆炸荷载 /
- 有限元分析
Abstract: Fire and explosion often occur together that seriously threatens the safety of engineering structures. In order to investigate the explosion resistance of concrete-filled steel tubular (CFST) columns at elevated temperatures, the finite element (FE) model of explosion resistance performance for circular CFST columns at elevated temperatures was established using the ABAQUS software. The fire and blast loads were simulated using ISO 834 standard fire and ConWep model, respectively. In the model, the static implicit and dynamic explicit analysis was coupled using “Restart” and “Import” commands and the strain-rate effect was considered. The experiment results of related literatures, including the temperature field, fire resistance duration and explosion resistance of CFST columns, were used to verify the feasibility of the method. Based on the validated FE models, the explosion mechanism of CFST columns subjected to standard fire was analyzed, including the failure modes, full-range analysis, development of stress and strain, interaction between steel tube and concrete and energy consumption. The influence of duration time, material strength, steel ratio and explosion equivalent on the explosion resistance were studied. The maximum mid-span deflection (Δ_peak) was employed to quantitatively analyze the explosion-resistance performance of the CFST columns. The results show that shear failure firstly occurs at both fixed ends, and then the whole column presents flexural failure mode when subjected to explosion load under fire condition. With the increase of duration time, the proportion of energy consumption of steel tube decreases, and plastic deformation of concrete gradually becomes the main energy consumption mechanism. The concrete strength, explosion equivalent and axial load ratio have significant influence on the explosion resistance of CFST at high temperatures. After 0 min and 90 min fire duration, the explosion resistance is improved by approximately 21% and 42% respectively when the concrete cubic compressive strength increases from 30 MPa to 50 MPa.
- concrete-filled steel tubular column /
- explosion resistance /
- standard fire /
- explosion load /
- finite element analysis

HTML全文

图 1 爆炸冲击波曲线

Figure 1. Explosion shock wave

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图 2 ConWep模型的冲击波曲线

Figure 2. Explosion shock wave in ConWep model

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图 3 高温-爆炸耦合分析过程

Figure 3. Process of coupled temperature-blast analysis

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图 4 试验值与模拟值对比

Figure 4. Comparison between test and FE results

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图 5 温度时程曲线

Figure 5. Temperature-time curves

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图 6 温度场分布

Figure 6. Temperature distribution

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图 7 跨中挠度（Δ）时程曲线

Figure 7. Mid-span deflection (Δ) curves

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图 8 钢管与混凝土塑性应变（3倍变形）

Figure 8. Plastic strain of steel tube and concrete (displacement×3)

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图 9 全过程曲线

Figure 9. Full-range curves

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图 10 钢管跨中截面Mise应力-纵向应变曲线

Figure 10. Mises stress-longitudinal strain curves of steel tube at mid-span

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图 11 跨中截面混凝土纵向应力变化

Figure 11. Longitudinal stress changes of concrete at mid-span

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图 12 混凝土与钢管之间的接触应力

Figure 12. Contact stress between concrete and steel tube

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图 13 部件耗能曲线与占比

Figure 13. Energy dissipation curves and proportions of each components

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图 14 受火t₀时间的影响

Figure 14. Effect of fire duration (t₀)

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图 15 爆炸当量（W）的影响

Figure 15. Effect of explosion equivalent (W)

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图 16 材料强度的影响

Figure 16. Effect of material strength

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图 17 钢材含钢率α的影响

Figure 17. Effect of steel ratio (α)

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图 18 轴压比（n）的影响

Figure 18. Effect of axial load ratio (n)

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表 1 高温下钢材力学性能指标折减系数^[11]

Table 1. Reduction coefficient of mechanical properties of steel under various temperatures^[11]

温度/℃	E_s(T)/E_s0	f_y(T)/f_y0	f_p(T)/f_y0	温度/℃	E_s(T)/E_s0	f_y(T)/f_y0	f_p(T)/f_y0	温度/℃	E_s(T)/E_s0	f_y(T)/f_y0	f_p(T)/f_y0
20	1.000	1.000	1.000	500	0.600	0.780	0.360	1000	0.045	0.040	0.025
100	1.000	1.000	1.000	600	0.310	0.470	0.180	1100	0.023	0.020	0.013
200	0.900	1.000	0.807	700	0.130	0.230	0.075	1200	0.000	0.000	0.000
300	0.800	1.000	0.613	800	0.090	0.110	0.050
400	0.700	1.000	0.420	900	0.067	0.060	0.038
注：表中E_s0、f_y0与f_p0分别为钢材在常温下的弹性模量、屈服强度与比例极限。

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表 2 试验与模拟位移比值

Table 2. Ratio of experimental to numerical deformation

试件	位移/mm		模拟值/试验值
试件	模拟值	试验值	模拟值/试验值
S2	27.9	25.2	1.11
S10	136.5	119.9	1.14
13-T1-5CF	180.7	173.1	1.04
13-T2-5CF	251.5	279.0	0.90

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表 3 典型构件详细参数

Table 3. Detailed parameters of typical specimens

构件编号	W/kg	R/m	Z/（m·kg^−1/3）	t₀/min
F-00	500	4	0.5	0
F-30				30
F-60				60
F-90				90
注：W为爆炸当量；R为物体与爆心的距离；Z为比例距离；t₀为受火时间。

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