冲击作用下框架结构的连续性倒塌性能

宿华祥; 易伟建; 黄义谋

doi:10.11858/gywlxb.20190806

冲击作用下框架结构的连续性倒塌性能

doi: 10.11858/gywlxb.20190806

湖南大学土木工程学院，湖南长沙　410082

基金项目: 国家重点研发计划（2016YFC0701405）

详细信息

作者简介:
宿华祥（1992–），男，硕士研究生，主要从事钢筋混凝土结构抗冲击性能研究. E-mail：15575888135@163.com

通讯作者:
易伟建（1954–），男，博士，教授，主要从事混凝土结构基本理论研究. E-mail：wjyi@hnu.edu.cn

中图分类号: O347.3
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出版历程
- 收稿日期: 2019-07-04
- 修回日期: 2019-07-22
- 刊出日期: 2020-03-25

Continuous Collapse Behavior of Frame Structures under Impact

College of Civil Engineering, Hunan University, Changsha 410082, Hunan, China

摘要

摘要: 借助ANSYS/LS-DYNA软件建立了钢筋混凝土框架的有限元模型，研究了钢筋混凝土框架在冲击荷载作用下的连续性倒塌性能，冲击体质量为1 000 kg，冲击速度为4 m/s。通过对钢筋混凝土构件冲击试验和框架倒塌过程的验证，保证了数值模拟的有效性。分析结果表明：冲击中柱后结构倒塌过程中，有“拱作用”向“悬索作用”转换的机制，中柱顶部位移先向上后向下，边柱顶部位移先向外后向内；同样冲击作用下，柱轴力越小，则抗冲击能力越强，不同的偏压作用对柱的抗冲击性能的影响不同；加密柱箍筋能够增强钢筋混凝土柱的抗冲击能力，延缓甚至避免钢筋混凝土框架结构的连续性倒塌。
- 钢筋混凝土框架 /
- 连续性倒塌 /
- 冲击荷载作用
Abstract: In order to study the continuous collapse behavior of reinforced concrete frame under impact load, the finite element model of reinforced concrete frame is established by ANSYS/LS-DYNA. The impact mass is 1 000 kg and the impact velocity is 4 m/s. The effectiveness of the numerical simulation is guaranteed by the verification of the of reinforced concrete members impact experiment and the frame collapse process. The analysis draws following conclusions: in the process of structure collapse of the mid column impacted, there is a mechanism of “arch effect” to “suspension effect”, the top of the middle column first goes up and then down, and the top of the side column first goes out and then inward; under the same impact load, the smaller the column axial force, the stronger column impact resistance and the column impact resistance is affected by different eccentric pressure. The impact resistance of reinforced concrete columns can be enhanced by infill column stirrups which can delay or even avoid the reinforced concrete frame structures continuous collapse.
- reinforced concrete frame /
- continuous collapse /
- impact load

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图 1 试验框架尺寸、配筋与测试仪器布置（单位：mm）

Figure 1. Detailed drawing of test frame size, reinforcement and arrangement of test instruments(Unit: mm)

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图 2 钢筋混凝土框架有限元模型

Figure 2. Finite element model of reinforced concrete frame

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图 3 A-1、A-2梁跨中挠度时程曲线（a）和损伤比较（b）

Figure 3. Comparison of deflection time history curves (a) and damage (b) between A-1 and A-2 beams in midspan

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图 4 荷载曲线

Figure 4. Load curve

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图 5 框架模拟与试验对比

Figure 5. Frame simulation results vs. experiment

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图 6 框架倒塌过程中变形损伤

Figure 6. Damage deformation of the frame collapse

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图 7 框架模型及受荷

Figure 7. Frame model and loading

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图 8 中柱柱顶竖向位移时程曲线

Figure 8. Curve of vertical displacement vs. time at the top of central column

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图 9 A柱、E柱柱顶水平位移时程曲线

Figure 9. Curves of horizontal displacement vs. time at the top of the column A and E

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图 10 A柱、E柱水平位移平均值时程曲线

Figure 10. Curve of average horizontal displacement vs. time of the column A and E

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图 11 水平位移与中柱竖向位移关系曲线

Figure 11. Relationship between horizontal displacement and vertical displacement of central column

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图 12 框架在冲击作用下的倒塌过程

Figure 12. Collapse process of frame under impact

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图 13 柱子受到冲击作用后的框架响应

Figure 13. Frame response of columns under impact

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图 14 A柱冲击作用点水平位移时程曲线

Figure 14. Curve of horizontal displacement vs. time at impact point of the column A

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图 15 加密箍筋后框架最终变形

Figure 15. Final deformation of frame with encrypted stirrups

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图 16 加密箍筋后冲击点处X方向位移时程曲线

Figure 16. Curve of X-direction displacement vs. time at impact point after encrypted stirrups

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表 1 材料本构模型及参数^[8]

Table 1. Constitutive model and material parameters^[8]

Parts	Material model	Material parameters
Hammer	*MAT_ELASTIC	ρ = 7 800 kg/m³, E = 200 GPa, ν = 0.27
Concrete	*MAT_CSCM	ρ = 2 400 kg/m³, f_c = 25 MPa, d = 20 mm
Distributed reinforcement	*MAT_PLASTIC_KINEMATIC	ρ = 7 800 kg/m³, E = 200 GPa, ν = 0.27, f_y = 416 MPa, f_u = 526 MPa
Stirrups	*MAT_PLASTIC_KINEMATIC	ρ = 7 800 kg/m³, E = 210 GPa, ν = 0.27, f_y = 370 MPa

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表 2 梁跨中最大位移比较

Table 2. Largest displacement comparison

Beam No.	Maximum displacement/mm		Relative error/%
Beam No.	Experiment	Simulation	Relative error/%
A-1	81.0	82.8	2.22
A-2	74.0	74.0	0
A-3	83.6	90.6	8.37
A-4	89.5	86.6	−3.24

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表 3 不同失效时间对应的动力系数

Table 3. Dynamic coefficients at different failure time

t₁/s	μ	t₁/s	μ	t₁/s	μ	t₁/s	μ
0.001	2.000	0.020	1.832	0.060	1.014	0.150	1.128
0.005	1.989	0.040	1.426	0.061	1.003	∞	1.000
0.010	1.956	0.045	1.314	0.090	1.215

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表 4 框架倒塌范围汇总

Table 4. Summary of frame collapse scope

Column No.	Collapse scope
A	No collapse
B	AB span and BC span
C	All
D	CD span and DE span
E	DE span

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