高温作用下钢管混凝土构件侧向撞击性能

史艳莉; 纪孙航; 王文达; 郑龙

doi:10.11883/bzycj-2019-0293

高温作用下钢管混凝土构件侧向撞击性能

doi: 10.11883/bzycj-2019-0293

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(2018C-08)；兰州市科技计划项目(2019-1-61)

详细信息

作者简介:
史艳莉（1977－　），女，博士，副教授，ceshiyl@163.com

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

中图分类号: O383; TU398
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- 文章访问数: 5165
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- 被引次数: 1
出版历程
- 收稿日期: 2019-07-24
- 修回日期: 2019-12-16
- 刊出日期: 2020-04-01

The lateral impact performance of concrete-filled steel tubular (CFST) members at high temperatures

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

摘要

摘要: 通过耦合ABAQUS有限元软件中的隐式静态分析和显示动态分析，提出钢管混凝土构件在火灾与撞击联合作用下的数值计算方法，分别对已有钢管混凝土构件的温度场试验、火灾下轴向撞击试验和常温下侧向撞击试验进行数值模拟，以验证本文方法的合理性。在此基础上建立了钢管混凝土构件在不同温度下的侧向撞击有限元模型，分别对不同温度下的挠度和撞击力时程曲线进行对比，采用极值后平均撞击力和吸能系数对高温作用下构件的抗侧向撞击性能进行量化分析，并分析了600 ℃下构件撞击全过程。结果表明：温度对钢管混凝土构件的侧向撞击性能影响明显，随着温度升高，构件跨中挠度大幅增加，撞击时程变长；高温下构件的撞击力时程曲线与常温下差异明显，高温下曲线可分为震荡阶段、下降阶段和卸载阶段；构件主要通过整体弯曲变形吸收落锤的动能，随着温度升高，极值后平均撞击力和吸能系数逐渐降低，表明构件的抗撞击性能逐渐降低，当温度超过400 ℃后，构件抗撞击性能损失严重。
- 钢管混凝土 /
- 高温 /
- 侧向撞击 /
- 抗撞击性能 /
- 本构关系 /
- 挠度 /
- 跨中挠度 /
- 平均撞击力 /
- 吸能系数 /
- 有限元
Abstract: By coupling the implicit static analysis and the explicit dynamic analysis in ABAQUS, a numerical method to simulate the lateral impact process of concrete filled steel tubular (CFST) member in fire is presented. The tests about temperature field, the axial impact under fire and lateral impact at ambient temperature of CFST members are simulated to verify the feasibility of the method, respectively. Based on the proposed method, the finite element analysis (FEA) model of lateral impact of CFST members at different temperatures is developed. The time history curves of mid-span deflection and impact force at different temperatures are compared respectively. The post-extremumequal impact force (F_pe) and energy absorption capacity (μ) are used to quantitatively analyze the lateral impact resistance of the member. Finally, the impact process of the member at 600 °C is analyzed. The results show that the temperature has a significant influence on the lateral impact performance of the member. With the increase of temperature, the mid-span deflection increases and the impact duration is longer. The time history curve of impact force at high temperature is obviously different from that at ambient temperature. And the curve at high temperature can be divided into three stages, including the oscillating phase, the descending phase and the unloading phase. The kinetic energy of the drop hammer is mainly absorbed by the overall bending deformation of the member. The F_pe and μ decrease with the increase of temperature, indicating that the impact resistance of the member decreases. When the temperature of exceeds 400 °C, the impact resistance of the member is seriously lost.
- concrete-filled steel tube (CFST) /
- high temperature /
- lateral impact /
- impact resistance /
- constitutive relation /
- deflection /
- mid-span deflection /
- average impact force /
- energy absorption coefficient /
- finite element analysis

HTML全文

图 1 火灾与撞击的耦合过程

Figure 1. Coupling process of fire and impact action

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图 2 温度场试验结果与模拟结果对比

Figure 2. Comparison of temperature field between tested and calculated results

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图 3 试件的边界条件

Figure 3. Boundary condition of the specimen

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图 4 试验与模拟的撞击力时程曲线对比

Figure 4. Comparison between experimental and calculated time-history curves of impact force

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图 5 试验与数值模拟撞击力时程曲线比较

Figure 5. Comparison between tested and calculated time history curves of impact force

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图 6 跨中挠度实测值与计算值对比

Figure 6. Comparison between tested and calculated mid-span deflections

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图 7 破坏形态对比

Figure 7. Comparison of the failure modes

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图 8 边界条件及网格划分

Figure 8. Boundary conditions and meshing

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图 9 不同温度下构件的温度分布

Figure 9. Temperature distributions of the members at different temperatures

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图 10 不构件的跨中挠度(u)时程曲线

Figure 10. Time history curves of mid-span deflection (u) for different members

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图 11 不同温度下的撞击力时程曲线

Figure 11. Impact force versus time curves at different temperatures

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图 12 试件CC1和SS1的平均撞击力(P_m与F_pe)

Figure 12. Average impact force (P_m, F_pe) of the members CC1 and SS1

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图 13 不同温度下撞击力-挠度关系曲线

Figure 13. Impact force versus deflection curves at different temperatures

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图 14 不同温度下构件的极值后平均撞击力

Figure 14. The post-extremum equal impact force of the members at different temperatures

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图 15 不同温度下构件吸收的能量E_g

Figure 15. Energy absorbed by members (E_g) at different temperatures

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图 16 构件的吸能系数

Figure 16. Energy absorption capacity () of the members

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图 17 撞击力、跨中挠度和跨中速度时程曲线

Figure 17. Time history curves of impact force, deflection and velocity at mid-span

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图 18 钢管与核心混凝土纵向应力(S22应力)

Figure 18. Longitudinal stress (S22) of steel tube and core concrete

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表 1 试件温度场信息表

Table 1. The information of temperature field for the specimens

构件编号	d/mm	$\varDelta$ /mm	s₁/mm	s₂/mm	s₃/mm
S1	219.0	4.78	0	26	52
S2	355.6	6.35	0	86	172
S3	323.9	6.35	0	78	155

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表 2 试件试验信息表

Table 2. Information of the tested specimens

编号	d/mm	$\varDelta$ /mm	L/mm	边界条件	速度/ (m∙s⁻¹)	质量/kg
CC1	180	3.65	1 940	固支	9.21	465
CC2	180	3.65	1 940	固支	6.40	920
CC3	180	3.65	1 940	固支	9.66	465
SS1	180	3.65	2 800	简支	8.05	465
SS2	180	3.65	2 800	简支	5.69	920
SS3	180	3.65	2 800	简支	8.93	465

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表 3 构件基本参数与结果

Table 3. Parameters and results of the members

构件编号	T/℃	E_g/kJ	E_i/E_g	t_max/s	F_pe/kN	μ	u_max/mm	u_t,max/mm
C066	20	10.69	0.89	0.024	227.7	168.8	49.4	51.2
C266	200	11.03	0.92	0.025	222.0	154.9	53.8	56.2
C466	400	11.25	0.94	0.030	192.4	129.9	64.5	67.0
C666	600	11.09	0.93	0.040	137.9	96.7	87.7	90.6

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