长期持荷工况下钢管混凝土构件的抗撞击性能

王文达; 陈振福; 纪孙航

doi:10.11883/bzycj-2020-0204

长期持荷工况下钢管混凝土构件的抗撞击性能

doi: 10.11883/bzycj-2020-0204

兰州理工大学土木工程学院，甘肃兰州 730050

基金项目: 国家自然科学基金（51778274）；甘肃省高等学校协同创新团队项目（2018C-08）；兰州市科技计划（2019-1-61）

详细信息

作者简介:
王文达（1976－　），男，博士，教授，wangwd@lut.edu.cn

中图分类号: O383.3; TU398
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- 被引次数: 0
出版历程
- 收稿日期: 2020-06-19
- 修回日期: 2020-09-09
- 网络出版日期: 2021-07-08
- 刊出日期: 2021-08-05

Impact resistance of concrete-filled steel tubular members under long-term loading

School of Civil Engineering, Lanzhou University of Technology, Lanzhou 730050, Gansu, China

摘要

摘要: 为研究长期荷载作用对钢管混凝土构件抗撞击性能的影响，利用有限元软件ABAQUS建立了长期荷载与侧向撞击荷载作用的耦合分析模型以及撞击后剩余受压承载力计算模型。对比了一次加载模式下和长期荷载作用下构件遭受撞击的动力响应，采用剩余受压承载力系数量化分析了两种加载模式下构件的剩余受压承载力。典型的有限元模型分析表明：相较于一次加载模式，考虑长期荷载作用时撞击力峰值和平台值下降，撞击时间延长，构件跨中挠度增大，但撞击力对构件做功基本保持不变；考虑长期荷载作用的撞击过程轴向荷载做功比一次加载模式增大，增加的功主要通过外钢管的塑性变形耗散，核心混凝土贡献较小；长期荷载作用下构件的剩余受压承载力系数均低于一次加载模式，撞击条件相同时，一次加载模式下撞击后可以继续承载的构件在考虑长期荷载作用时可能会丧失承载能力；提高含钢率和钢材屈服强度、降低长期荷载比可有效减小长期荷载对构件抗撞击性能的不利影响。
- 钢管混凝土 /
- 长期荷载 /
- 一次加载 /
- 撞击 /
- 剩余受压承载力
Abstract: In order to study the influence of long-term loading on the impact resistance of concrete-filled steel tubular (CFST) members, a finite element analysis (FEA) model was developed by using the software ABAQUS, which embeds the coupling analysis of long-term loading and lateral impact loading, along with the calculation of the residual compressive strength after impacting. The developed FEA models were verified by three tests. Based on the proposed method, the dynamic response of the CFST members under long-term loading was compared with that under primary loading. The residual compressive strength coefficient was used to quantitatively compare the residual compressive strength of the CFST members under those two loading modes and the influences of the steel ratio, steel yield strength, concrete strength, long-term loading ratio, slenderness ratio on the residual compressive strength coefficient were investigated as well. The results from the FEA show that compared with the primary loading mode, when considering the long-term loading, the peak and plateau values of the impact force decrease, the mid-span displacement increases, but the works done by the impact forces under two circumstances are equal. The work done by the axial load is more than that of the primary loading mode when the long-term loading is included, the excess work is mainly dissipated due to plastic deformation of the steel and the concrete has little contribution to the energy dissipation. At the same condition, the members that can continue to bear loads under the primary loading may lose their bearing capacity when considering the long-term loading. According to the parametric analysis, increasing the steel ratio and steel yield strength, and reducing the long-term loading ratio can effectively reduce the adverse effects of the long-term loading on the anti-impact performance of the members, with the increase of the slenderness ratio, the long-term loading will bring more adverse effects on the anti-impact performance of the members, the concrete strength has little effects on the impact resistance of the CFST members.
- concrete-filled steel tubular (CFST) /
- long-term loading /
- primary loading /
- impact /
- residual compressive strength

HTML全文

图 1 钢管混凝土柱持荷过程

Figure 1. Load history of a concrete filled steel tubular column

下载: 全尺寸图片幻灯片

图 2 考虑长期荷载作用时构件加载路径示意图

Figure 2. A schematic loading path of the concrete filled steel tubular column bearing a long-term load

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图 3 考虑长期荷载作用与否的混凝土应力-应变关系

Figure 3. Stress-strain curves of concrete with and without long-term loading

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图 4 网格划分及边界条件

Figure 4. Boundary conditions and element division

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图 5 钢管混凝土构件撞击试验与计算撞击力时程曲线对比

Figure 5. Comparison of impact force-time history curves of concrete-filled steel tubular members between tested and calculated results

下载: 全尺寸图片幻灯片

图 6 钢管混凝土构件撞击试验与计算位移时程曲线对比

Figure 6. Comparison of displacement-time history curves of concrete-filled steel tubular members between tested and calculated results

下载: 全尺寸图片幻灯片

图 7 构件NC-0.3-6试验与模拟破坏形态对比^[7]

Figure 7. Comparison between tested and calculated failure modes of member NC-0.3-6^[7]

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图 8 钢管混凝土构件轴向荷载-应变关系曲线试验与计算结果对比^[22]

Figure 8. Comparison of load-strain curves of CFST members between tested and calculated results^[22]

下载: 全尺寸图片幻灯片

图 9 H型钢构件荷载-位移曲线试验与计算结果对比^[23]

Figure 9. Comparison between tested and calculated curves of load-displacement of H-section steel members^[23]

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图 10 撞击力和位移时程曲线以及撞击力与跨中位移关系曲线

Figure 10. Time history curves of impact and displacement as well as relation of impact force and displacement

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图 11 落锤动能以及构件各部分塑性耗散能时程曲线

Figure 11. Time history curves of kinetic energy of drop hammer and energy dissipation of the components of CFST members

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图 12 钢管混凝土构件轴向荷载-位移曲线

Figure 12. Axial load-displacement curves of CFST members

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图 13 不同长期荷载比下跨中极限挠度及剩余受压承载力系数

Figure 13. The mid-span deflections and residual compressive strength coefficients at different long-term load ratios

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图 14 不同混凝土强度下跨中极限挠度及剩余受压承载力系数

Figure 14. The mid-span deflections and residual compressive strength coefficients at different concrete strengths

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图 15 不同钢材屈服强度下跨中极限挠度及剩余受压承载力系数

Figure 15. The mid-span deflections and residual compressive strength coefficients at different steel yield strengths

下载: 全尺寸图片幻灯片

图 16 不同长细比下跨中极限挠度及剩余受压承载力系数

Figure 16. The mid-span deflections and residual compressive strength coefficients at different slenderness ratios

下载: 全尺寸图片幻灯片

图 17 不同含钢率下跨中极限挠度及剩余受压承载力系数

Figure 17. The mid-span deflections and residual compressive strength coefficients at different steel ratios

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表 1 撞击试验构件基本参数

Table 1. Basic parameters of impact test members

编号	d(b) /mm	δ_a/mm	l/mm	F/kN	n	m/kg	v/（m·s⁻¹）	t_c/t_e	Δ_c/Δ_e	来源
NC-0.15-6	100	2.45	1 800	100	0.15	238.16	10.844	1.02	0.97	文献[7]
NC-0.3-6	100	2.45	1 800	200	0.30	238.16	10.844	1.12	0.95	文献[7]
TSC5	114	2.00	1 800	355	0.50	206.65	9.391	1.09	0.95	文献[13]
SRC5	114	2.00	1 800	315	0.50	206.65	9.391	1.18	1.06	文献[13]
CC1	180	3.65	1 940	0	0	465.00	9.210	1.06	1.00	文献[8]
CC2	180	3.65	1 940	0	0	920.00	6.400	1.07	0.96
CS3	180	3.65	2 400	0	0	465.00	7.970	0.98	1.05

下载: 导出CSV

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