含钢率对GFRP管-钢骨混凝土组合构件抗冲击性能的影响

张海霞; 陈欢; 鞠士龙

doi:10.11883/bzycj-2023-0246

含钢率对GFRP管-钢骨混凝土组合构件抗冲击性能的影响

doi: 10.11883/bzycj-2023-0246

沈阳建筑大学土木工程学院，辽宁沈阳 110168

基金项目: 国家自然科学基金（52278196，51938009）

详细信息

作者简介:
张海霞（1976－　），女，博士，教授，iriszhx@163.com

通讯作者:
陈　欢（1997－　），女，博士研究生，chenhuanmissyou@163.com

中图分类号: O347; TU398.9
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- 文章访问数: 322
- HTML全文浏览量: 115
- PDF下载量: 63
- 被引次数: 0
出版历程
- 收稿日期: 2023-07-13
- 修回日期: 2023-11-21
- 网络出版日期: 2023-12-27
- 刊出日期: 2024-04-07

Effect of steel ratio on the impact resistance of GFRP tube concrete-encased steel composite members

School of Civil Engineering, Shenyang Jianzhu University, Shenyang 110168, Liaoning, China

摘要

摘要: 为了研究含钢率对GFRP（glass fiber reinforced polymer）管-钢骨混凝土组合构件抗冲击性能的影响，建立15个组合构件的数值模型，在验证模型正确的基础上，通过分析典型构件的冲击全过程、截面弯矩发展以及破坏时应变分布规律，研究构件在侧向冲击荷载作用下的破坏模式；通过分析构件冲击力时程曲线、侧移时程曲线以及能量变化情况，探究含钢率对不同长细比构件抗冲击性能的影响。结果表明：与未配置钢骨的构件相比，GFRP管-钢骨混凝土构件的抗冲击承载力提高了7%~134%，侧向位移减小了13%~68%。在侧向冲击荷载作用下，构件的破坏模式以弯曲破坏为主，同时伴随着GFRP管和混凝土冲击区域的局部破坏，抗弯刚度是影响构件抗冲击性能的主要因素之一。构件的抗冲击承载力随着含钢率的增高而提高，随着构件长细比的增大而降低。含钢率相差1.5%时，截面惯性矩较大的窄翼缘型钢对构件的抗冲击性能更有利。对于长细比大于20的构件，钢骨耗能是组合构件总能耗的主要组成部分。
- GFRP管-钢骨混凝土组合构件 /
- 侧向冲击 /
- 含钢率 /
- 破坏模式
Abstract: To investigate the effect of the steel ratio on the impact resistance of glass fiber reinforced polymer (GFRP) tube concrete-encased steel composite members, 15 numerical models of composite members were established. The whole impact process, the dynamic response and the stress distribution of each composite member at different characteristic moments during the low-velocity impact were analyzed. The bending moment contributions at typical cross sections and the energy dissipation under different impact moments were explored. Meanwhile, the corresponding failure mode was determined, based on the maximum principal plastic strain distribution of concrete, tensile and compression damage of GFRP tube matrix, and equivalent plastic strain distribution of steel. Additionally, the effect of the steel ratio on the impact performance of members with different slenderness ratios was investigated by analyzing the time history curves of the impact force, displacement, energy transformation and energy consumption. The results show that the impact load-bearing capacity of GFRP tube concrete-encased steel members is improved by 7% to 134% and the lateral displacement is reduced by 13% to 68% compared with the GFRP tube concrete members. Furthermore, it can be observed that the failure mode of the members is mainly bending, and the concrete is crushed in the impact region. The bending stiffness has a significant influence on the impact performance of the member under lateral impact loading. The impact force of the member increases with the increase in the steel ratio, whereas the impact force of the member decreases with the increase in the slenderness ratio. Moreover, narrow flange steel with a higher moment of inertia is more favorable for the impact resistance of the member when the difference in steel ratio is 1.5%. The energy consumption of the encased steel is a major contributor to the total energy consumption of the member when the slenderness ratio is greater than or equal to 20. The GFRP tube plays a dual role in bearing the impact force and confining the concrete in a circumferential direction at the oscillation stage during the impact process.
- GFRP tube concrete-encased steel composite member /
- lateral impact /
- steel ratio /
- failure mode

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图 1 数值模型

Figure 1. Numerical model

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图 2 荷载-位移关系曲线

Figure 2. Load-displacement curves

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图 3 冲击力时程曲线

Figure 3. Impact-time history curves

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图 4 MJ3的归一化力学参数时程曲线

Figure 4. Time history curves for normalized mechanical parameters of MJ3

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图 5 A时刻应力云图

Figure 5. Stress nephogram at moment A

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图 6 B时刻应力云图

Figure 6. Stress nephogram at moment B

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图 7 C时刻应力云图

Figure 7. Stress nephogram at moment C

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图 8 截面弯矩

Figure 8. Bending moment of cross section

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图 9 L/2截面弯矩

Figure 9. Bending moment at the L/2 cross section

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图 10 能量耗散

Figure 10. Energy dissipation

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图 11 破坏云图

Figure 11. Failure nephograms

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图 12 相同长细比下不同含钢率构件的冲击力时程曲线

Figure 12. Time history curves of impact force of the specimens under different steel ratios with the same slenderness ratio

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图 13 相同长细比下不同含钢率构件的L/2处侧移时程曲线

Figure 13. Time history curves of lateral deflection of the specimens at L/2 under the different steel ratios with the same slenderness ratio

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图 14 长细比对冲击力和L/2处侧移的影响

Figure 14. Influence of slenderness ratio on impact force and lateral deflection

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图 15 相同含钢率下不同长细比构件的各阶段持时

Figure 15. Duration time of specimens with different slenderness ratios under the same steel ratio

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图 16 不同含钢率下相同长细比构件的耗能

Figure 16. Energy consumption of specimens under the different steel ratios with the same slenderness ratio

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图 17 钢骨塑性耗散能时程曲线

Figure 17. Time history curves of encased steel plastic dissipation energy

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图 18 相同含钢率下不同长细比构件耗能对比

Figure 18. Energy consumption of specimens with different slenderness ratios under the same steel ratio

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表 1 试件冲击力学性能

Table 1. Impact mechanical properties of specimens

构件	F_max			F_osc			Δ_max
构件	模拟/kN	试验/kN	误差/%	模拟/kN	试验/kN	误差/%	模拟/mm	试验/mm	误差/%
F2H	109.0	129.4^[20]	16	25	28.4^[20]	12	104.5	105^[20]	0
LCL1(1)	252.3	227.3^[21]	11	28	32^[21]	13	28.2	23^[21]	20

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表 2 低速冲击模型的参数

Table 2. Parameters for low velocity impact model

构件	L/mm	λ	H型钢				F_max/kN	F_osc/kN	Δ_max/mm
构件	L/mm	λ	翼缘类型	α/%	h×b×t₁×t₂/mm	I_x/cm⁴	F_max/kN	F_osc/kN	Δ_max/mm
SW	700	8	—	0	—	—	318	518	18.7
SJ1	700	8	窄	4.8	100×50×5×7	192	388	558	15.6
SJ2	700	8	窄	7.1	150×75×5×7	679	548	651	11.2
SJ3	700	8	宽	8.6	100×100×6×8	383	520	587	12.7
SJ4	700	8	宽	11.9	125×125×6.5×9	847	634	629	11.0
MW	1800	20	—	0	—	—	318	138	52.9
MJ1	1800	20	窄	4.8	100×50×5×7	192	377	174	42.0
MJ2	1800	20	窄	7.1	150×75×5×7	679	531	228	29.6
MJ3	1800	20	宽	8.6	100×100×6×8	383	478	200	34.4
MJ4	1800	20	宽	11.9	125×125×6.5×9	847	620	255	26.6
LW	3000	33	—	0	—	—	283	53	116.2
LJ1	3000	33	窄	4.8	100×50×5×7	192	367	77	81.7
LJ2	3000	33	窄	7.1	150×75×5×7	679	529	108	56.7
LJ3	3000	33	宽	8.6	100×100×6×8	383	472	97	63.8
LJ4	3000	33	宽	11.9	125×125×6.5×9	847	572	124	47.9

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表 3 构件耗能

Table 3. Energy consumption of members

构件	E_I/kJ	E_IC/kJ	E_IS/kJ	E_E/kJ	E_P/kJ	E_PS//kJ
SW	6.46	4.10		2.94	3.38
SJ1	6.66	2.95	1.95	2.15	4.20	1.86
SJ2	6.81	2.41	3.06	1.79	4.79	2.93
SJ3	6.46	2.53	2.34	1.97	4.14	2.24
SJ4	6.47	2.08	2.93	1.77	4.41	2.80
MW	7.42	4.04		4.16	3.16
MJ1	7.33	2.88	2.24	2.66	4.36	2.17
MJ2	7.32	2.22	3.95	1.82	5.34	3.82
MJ3	7.07	2.13	3.38	2.00	4.84	3.31
MJ4	6.90	1.60	4.47	1.19	5.50	4.39
LW	7.60	4.02		4.23	3.25
LJ1	7.55	3.00	2.50	2.77	4.58	2.39
LJ2	7.50	2.29	4.12	1.78	5.56	4.01
LJ3	7.30	2.25	3.56	2.42	4.64	3.37
LJ4	7.09	1.81	4.52	1.25	5.60	4.37

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