FRP-混凝土-钢双壁空心管柱抗冲击性能研究与机理分析

赵艺佳; 王蕊; 赵晖; 毛敏; 沈玲华

doi:10.11883/bzycj-2022-0335

FRP-混凝土-钢双壁空心管柱抗冲击性能研究与机理分析

doi: 10.11883/bzycj-2022-0335

赵艺佳^1,,
王蕊¹,
赵晖^1, ,,
毛敏²,
沈玲华¹

1.
太原理工大学土木工程学院，山西太原 030024
2.
山西省交通科技研发有限公司，山西太原 030032

基金项目: 国家自然科学基金（52108162）；山西省自然科学基金（20210302123119）；山西交通控股集团科技项目（20-JKKJ-28）

详细信息

作者简介:
赵艺佳（1998－　），女，硕士研究生，zhaoyijia_1@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
计量
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- HTML全文浏览量: 78
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- 被引次数: 0
出版历程
- 收稿日期: 2022-08-07
- 修回日期: 2022-12-27
- 刊出日期: 2023-10-27

Impact resistances of FRP-concrete-steel double skin tubular columns and their mechanism analyses

ZHAO Yijia^1
,,
WANG Rui¹,
ZHAO Hui^{1
, ,},
MAO Min²,
SHEN Linghua¹

1.
College of Civil Engineering, Taiyuan University of Technology, Taiyuan 030024, Shanxi, China
2.
Shanxi Transportation Technology Research and Development Co. Ltd., Taiyuan 030032, Shanxi, China

摘要

摘要: FRP-混凝土-钢双壁空心管柱（FRP-concrete-steel double skin tubular columns）目前已在桥梁墩柱中得到应用，抗冲击性能是其推广应用的重要指标。为此，基于前期试验，采用ABAQUS软件建立了考虑轴力与侧向冲击耦合影响的有限元模型。首先，分析了轴力-冲击联合作用下该类构件的抗冲击机理；其次，重点研究了FRP厚度和缠绕角度、轴压比、冲击速度、空心率、内钢管径厚比与材料强度对抗冲击性能的影响；最后，给出了轴力-冲击耦合作用下构件动力放大系数的计算公式。结果表明，混凝土的塑性变形是构件抗冲击的主要耗能机制；轴力对构件抗冲击性能有明显影响，当轴压比大于0.7时，轴力对抗冲击性能有削弱作用；内钢管径厚比对构件抗冲击性能影响较小；建议的计算公式可较好地预测该类构件的抗冲击承载力。
- 抗冲击性能 /
- 冲击力 /
- FRP-混凝土-钢双壁空心管柱 /
- 机理分析 /
- 动力放大系数
Abstract: FRP-concrete-steel double skin tubular columns (FRP-DSTCs) consist of an outer FRP tube and an inner steel tube, with the space between them infilled by concrete. This type of members has been applied in bridge piers, and the impact resistance is an important index for its utilization. Therefore, based on the previous test, the finite element analysis (FEA) models considering the coupling of axial and impact loads are established using ABAQUS software and verified by comparing the simulation and test results. In the model, the static implicit and dynamic explicit analysis are coupled by using Restart and Import commands. In addition, the strain rate effect of the steel and concrete are considered. Firstly, the mechanism of impact resistance under coupling axial and impact loads is analyzed. Then, the influence of thickness and fiber orientations of FRP, axial-load ratio, impact velocity, hollow ratio, diameter-to-thickness ratio of the steel tube and material strengths on the impact resistance are investigated. Finally, the formula used to predict the dynamic increase factor of the plateau impact force under coupling axial and impact loads is suggested. Results indicate that the deformation pattern of FRP-DSTCs mainly presents flexural deformation, and the plastic deformation of concrete is the main energy dissipation mechanism of such members. The outer FRP can significantly improve the lateral impact resistance of the specimen, and increasing the number of FRP layers leads to enhanced impact resistance. In addition, the axial load has an obvious effect on the impact resistance, and the effect is negative when the axial load ratio exceeds 0.7. The diameter-to-thickness ratio of steel tube presents marginal effects on the impact resistance. The proposed formula that considers the hollow ratio, strengths of concrete and inner steel tube, thickness of FRP, axial load ratio and impact velocity can reasonably predict the impact bearing capacity of FRP-DSTCs.
- impact resistance /
- impact force /
- FRP-concrete-steel double skin tubular columns /
- mechanism analysis /
- dynamic increase factor

HTML全文

图 1 FRP-DSTCs在侧向冲击下的变形模式

Figure 1. Deformation patterns of FRP-DSTCs under lateral impact loading

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图 2 有限元模型

Figure 2. Finite element model

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图 3 典型试件变形形态试验结果^[^12]与模拟结果的对比

Figure 3. Comparison of deformation patterns of typical specimens between test^[^12] and simulation

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图 4 典型试件冲击力时程曲线和跨中挠度时程曲线有限元计算结果与试验结果^[12,22]的对比

Figure 4. Comparison of impact force- and mid-span deflection-time curves of typical specimens between simulation and test^[12,22]

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图 5 有限元计算结果与试验结果的对比

Figure 5. Comparison of FE and test results

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图 6 冲击力平台值的确定方法

Figure 6. Determination of impact force platform value

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图 7 归一化全过程曲线（n=0.5）

Figure 7. Normalized time-history curves (n=0.5)

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图 8 FRP环向应力

Figure 8. Hoop stress of FRP

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图 9 核心混凝土裂缝方向

Figure 9. Crack direction of concrete

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图 10 内钢管等效塑性应变

Figure 10. Equivalent plastic strain of inner steel tube

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图 11 塑性耗能曲线

Figure 11. Plastic energy dissipation curves

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图 12 冲击力和跨中挠度时程曲线

Figure 12. Time history curves of impact force and mid-span deflection

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图 13 FRP厚度对冲击力平台值和跨中最大挠度的影响

Figure 13. Effects of FRP thickness on the mean impact force and the maximum mid-span deflection

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图 14 FRP缠绕角度对冲击力平台值和跨中最大挠度的影响

Figure 14. Effects of fiber winding angle on the mean impact force and the maximum mid-span deflection

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图 15 轴压比对冲击力平台值和跨中最大挠度的影响

Figure 15. Effect of axial-load ratio on the mean impact force and the maximum mid-span deflection

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图 16 冲击速度和空心率对冲击力平台值和跨中最大挠度的影响

Figure 16. Effect of impact velocity and hollow ratio on the mean impact force and the maximum mid-span deflection

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图 17 材料强度和内钢管径厚比对冲击力平台值和跨中最大挠度的影响

Figure 17. Effects of material strengths and diameter-to-thickness ratio of inner steel pipe on the mean impact force and the maximum mid-span deflection

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图 18 简化公式计算与有限元模拟得到的动力放大系数的比较

Figure 18. Comparison between the dynamic increase factors obtained from the simplified formula and FE model

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表 1 试件参数和冲击工况

Table 1. Specimen parameters and impact conditions

试件	k	h/m	v/(m∙s⁻¹)	E₀/kJ
F1CS-L	1	0.25	2.2	0.56
F1CS-M	1	0.50	3.1	1.13
F1CS-H	1	1.00	4.2	2.25
F2CS-L	2	0.25	2.2	0.56
F2CS-M	2	0.50	3.1	1.13
F2CS-H	2	1.00	4.2	2.25
F3CS-L	3	0.25	2.2	0.56
F3CS-M	3	0.50	3.1	1.13
F3CS-H	3	1.00	4.2	2.25

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表 2 构件参数

Table 2. Specimen parameters

w_f/mm	θ/(°)	d_i/w_i	χ	v/(m∙s⁻¹)	f_y/MPa	f_cu/MPa	n
0.17	0, 45, 90	44	0, 0.2, 0.4, 0.6	5	230	40	0～0.9
0.17	0	44	0.2, 0.4, 0.6	5	230, 390	40, 60	0～0.9
0.17	0	44	0, 0.2, 0.4, 0.6	5, 8, 10	230	40	0～0.9
0, 0.17, 0.34, 0.51	0	44	0.4	5	230	40	0～0.9
0.17	0	30, 44, 89	0.4, 0.6	5	230	40	0～0.9

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