钢筋混凝土墙抗冲击性能的数值模拟分析

宿华祥; 易伟建

doi:10.11858/gywlxb.20190772

钢筋混凝土墙抗冲击性能的数值模拟分析

doi: 10.11858/gywlxb.20190772

宿华祥,
易伟建^*, ,

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: O383.2; O389
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出版历程
- 收稿日期: 2019-05-09
- 修回日期: 2019-05-22
- 刊出日期: 2019-11-25

Numerical Simulation Analysis of Impact Resistance of Reinforced Concrete Wall

SU Huaxiang,
YI Weijian^{*
, ,}

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

摘要

摘要: 为了研究钢筋混凝土墙在冲击荷载作用下的动态响应，借助ANSYS/LS-DYNA建立钢筋混凝土墙的有限元模型。冲击体质量为2 t，冲击速度为3 m/s，分析了轴压比、墙宽和边缘构件对钢筋混凝土墙抗冲击性能的影响。在此基础上，分析了墙体在极限荷载作用下经历的3个阶段，提出了一种在极限荷载作用下墙体破坏失效的判别准则；利用所提出的判别准则分析了在极限荷载作用下轴压比、墙宽和边缘构件的影响。结果表明：在一定范围内，随着轴压比的增加，墙体抗冲击性能提高，有轴压的墙体损伤区域较为集中；增加墙宽和加入边缘构件均能有效增强墙体的抗冲击性能；在极限荷载作用下，冲击质量一定时，随着轴压比的增加，结构破坏失效所需的冲击能变小。
- 钢筋混凝土墙 /
- 动态响应 /
- 极限荷载 /
- 轴压比 /
- 结构失效
Abstract: In order to study the dynamic response of reinforced concrete wall under impact load, a finite element model of reinforced concrete wall is established by means of ANSYS/LS-DYNA. The impact mass is 2 t and the impact velocity is 3 m/s. The effects of axial compression ratio, wall width and boundary elements on the impact resistance of reinforced concrete walls are analyzed. On this basis, the three stages of wall failure under extreme loading conditions are analyzed, and a criterion of evaluating wall failure under extreme loading is proposed. The influence of axial compression ratio, wall width and boundary elements under extreme loading is analyzed by using the proposed criterion. The results show that, in a certain range, with the increase of the axial compression ratio, the impact resistance of the wall is improved, and the damage area of the wall with axial compression is concentrated. Increasing the wall width and adding edge components can effectively enhance the impact resistance of the wall. Under the ultimate load. When the impact mass is constant, the impact energy required for structural failure decreases with the increasing axial compression ratio.
- reinforced concrete wall /
- dynamic response /
- ultimate load /
- axial compression ratio /
- structural failure

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图 1 钢筋混凝土墙有限元模型

Figure 1. Finite element model of reinforced concrete wall

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图 2 A-1、A-2梁跨中挠度时程曲线（a）和损伤图（b）比较

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

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图 3 板位移时程曲线的实验与模拟结果对比

Figure 3. Displacement-time curve comparison of the experimental and simulation results

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图 4 墙A-2中心位移时程曲线（a）与损伤对比图(b)

Figure 4. Comparison of time-history curve of central displacement (a) and damage (b) of wall A-2

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图 5 不同轴压比下墙体中点水平位移比较

Figure 5. Midpoint horizontal displacement comparison of the wall with diffirent axial force compression ratios

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图 6 不同墙宽时墙体中点水平位移比较

Figure 6. Midpoint horizontal displacement comparison of the wall with diffirent wall widths

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图 7 有无边缘构件时墙体中心水平位移比较

Figure 7. Midpoint horizontal displacement comparison of the wall with different boundary elements

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图 8 冲击荷载作用下墙体损伤情况

Figure 8. Damage of the wall under impact loading

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图 9 墙体最大变形

Figure 9. Maximum deformation of walls

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图 10 墙体变形折线

Figure 10. Deformation diagram of the wall

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图 11 不同冲击能量下墙体位移时程曲线

Figure 11. Time-history curve of wall displacement with different impact energy

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图 12 不同轴压比时墙顶竖向位移时程曲线

Figure 12. Time-history curve of vertical displacement at the top of wall with different axial compression ratios

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图 13 墙B-1-0.2在81 kJ冲击能量下顶部位移时程曲线

Figure 13. Time-history curve of wall B-1-0.2 at the top of wall with 81 kJ impact energy

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表 1 材料参数

Table 1. Material parameters

Parts	Material model	Material parameters
Hammer	*MAT_ELASTIC	$\rho = 7\;800\;{\rm{kg/} }{ {\rm{m} }^{\rm{3} } },\;E = 200\;{\rm{GPa,} }\;\nu = 0.27$
Concrete	*MAT_CSCM	$\rho = 2\;400\;{\rm{kg/}}{{\rm{m}}^{\rm{3}}},\;{f_{\rm{c}}} = 30\;{\rm{MPa}},\;d = 20\;{\rm{mm}}$
Distributed reinforcement	*MAT_PLASTIC_KINEMATIC	$ \rho = 7\;800\;{\rm{kg/} }{ {\rm{m} }^{\rm{3} } },\;E = 200\;{\rm{GPa} },\;\nu = 0.27,$
Distributed reinforcement	*MAT_PLASTIC_KINEMATIC	$ {f_{\rm{y} } } = 490\;{\rm{MPa} },\;{f_{\rm{u} } } = 656\;{\rm{MPa} },\;{E_{\rm{t} } } = 1.1\;{\rm{GPa} }$
Stirrups	*MAT_PLASTIC_KINEMATIC	$ \rho = 7\;800\;{\rm{kg/} }{ {\rm{m} }^{\rm{3} } },\;E = 210\;{\rm{GPa} }, \nu = 0.27,$
Stirrups	*MAT_PLASTIC_KINEMATIC	$ {f_{\rm{y}}} = 340\;{\rm{MPa}},\;{f_{\rm{u}}} = 521\;{\rm{MPa}},\;{E_{\rm{t}}} = 1.1\;{\rm{GPa}}$

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表 2 梁跨中最大位移比较

Table 2. Comparison of the maximum displacement in midspan

No.	Maximum displacement/mm		Relative error/%
No.	Measured	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 墙板中心最大位移

Table 3. Comparison of the maximum displacement at the center of wall

No.	Measured maximum displacement /mm	Maximum displacement simulation value /mm	Relative error/%
A-1	32.9	35.2	6.9
A-2	57.4	52.9	–7.8

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表 4 钢筋混凝土墙破坏失效时的冲击能量

Table 4. The critical impact energy of failure for reinforced concrete wall

No.	Impact energy/kJ	No.	Impact energy/kJ
A-0-0.2	26	A-1-0.6	40
A-0-0.4	19	B-1-0.2	81
A-0-0.6	19	B-1-0.4	65
A-1-0.2	58	B-1-0.6	63
A-1-0.4	51

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