轴压比对RC剪力墙剪切破坏尺寸效应影响的细观分析

金浏; 苗丽越; 李冬; 杜修力

doi:10.6052/j.issn.1000-4750.2020.08.0581

轴压比对RC剪力墙剪切破坏尺寸效应影响的细观分析

doi: 10.6052/j.issn.1000-4750.2020.08.0581

北京工业大学城市减灾与防灾防护教育部重点实验室，北京 100124

基金项目: 国家重点研发计划项目(2018YFC1504302)；国家自然科学基金项目(51822801，51421005)

详细信息

作者简介:
金　浏(1985−)，男，江苏人，教授，博士，博导，主要从事混凝土结构防灾减灾研究(E-mail: jinliu@bjut.edu.cn)

苗丽越(1992−)，女，河北人，博士生，主要从事混凝土结构抗震研究(E-mail: 13011185100@163.com)

李　冬(1988−)，男，北京人，助理研究员，博士，主要从事混凝土结构抗震研究(E-mail: winte_lee@126.com)

通讯作者:
杜修力(1962−)，男，四川人，教授，博士，博导，主要从事结构抗震与防灾减灾研究(E-mail: duxiuli@bjut.edu.cn)

中图分类号: TU375；TU317+.1
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- 被引次数: 0
出版历程
- 收稿日期: 2020-08-19
- 修回日期: 2020-11-27
- 网络出版日期: 2021-04-21
- 刊出日期: 2021-09-13

INFLUENCE OF AXIAL COMPRESSION RATIO ON SIZE EFFECT OF RC SHEAR WALL UNDER SHEAR FAILURE: MESO-SCALE SIMULATION

Key Laboratory of Urban Security and Disaster Engineering, Beijing University of Technology, Beijing 100124, China

摘要

摘要: 剪切破坏是剪力墙破坏的主要模式之一，借助细观数值分析方法对高宽比为1.0的钢筋混凝土(RC)剪力墙的破坏行为进行了分析，研究了轴压比对不同尺寸剪力墙的破坏模式、抗剪承载力、延性、耗能能力等性能的影响，分析了剪力墙剪切破坏的尺寸效应行为，并揭示了轴压比对名义抗剪强度尺寸效应的影响规律。结果表明：不同轴压比作用下的RC剪力墙均发生了明显的剪切破坏，且破坏模式一致；轴压比增大，剪力墙抗剪承载力提高，但延性降低，变形能力下降；随剪力墙尺寸的增大，其名义抗剪强度降低，即存在明显的尺寸效应；轴压比越大，剪切破坏更具脆性，尺寸效应更明显；当剪力墙长度大于1600 mm后，其名义抗剪强度趋于稳定值，尺寸效应逐渐消失。
- RC剪力墙 /
- 轴压比 /
- 剪切破坏 /
- 尺寸效应 /
- 细观模拟
Abstract: Shear failure is one of the main failure modes of shear walls. The failure behavior of reinforced concrete (RC) shear wall with aspect ratio of 1.0 is analyzed by means of meso-scale numerical analysis. The influences of axial compression ratio on failure mode, shear bearing capacity, ductility and energy dissipation capacity of shear walls with different sizes are studied. The size effect in shear failure of shear wall is analyzed, and the influence of axial compression ratio on the size effect of nominal shear strength is also revealed. The results indicate that all the simulated RC shear walls with different axial compression ratios exhibit obvious shear failure. When the axial compression ratio increases, the shear bearing capacity of shear wall increases, but the ductility and the deformation capacity decreases. With the increasing size of shear wall, its nominal shear strength decreases, that is, there is an obvious size effect. The greater the axial compression ratio is, the more brittle the shear failure is and the more obvious the size effect is. And when the length of shear wall is greater than 1600 mm, its nominal shear strength tends to be constant, and the size effect gradually disappears.
- RC shear wall /
- axial compression ratio /
- shear failure /
- size effect /
- meso-scale numerical simulation

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图 1 钢筋混凝土剪力墙试验

Figure 1. Test of reinforced concrete (RC) wall

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图 2 钢筋混凝土剪力墙二维细观数值模型　/mm

Figure 2. 2D mesoscopic numerical model of RC wall

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图 3 粘结滑移曲线

Figure 3. Bond-slip curve

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图 4 RC剪力墙的破坏模式 (网格平均尺寸不同)

Figure 4. Failure pattern of RC shear wall (different average mesh size)

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图 5 荷载-位移角曲线(网格平均尺寸不同)

Figure 5. Load-drift angle curves (different average mesh size)

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图 6 RC剪力墙的破坏模式

Figure 6. Failure patterns of RC shear wall

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图 7 荷载-位移角曲线

Figure 7. Load-drift angle curves

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图 8 变形能力与尺寸的关系

Figure 8. Relationship between deformation capacity and structural size

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图 9 RC剪力墙刚度退化

Figure 9. Stiffness degeneration of RC shear wall

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图 10 RC剪力墙耗能能力

Figure 10. Energy dissipation capacity of RC shear wall

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图 11 不同轴压比下剪力墙名义抗剪强度

Figure 11. Nominal shear strength of shear wall with different axial compression ratios

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图 12 名义抗剪强度双对数曲线

Figure 12. Double logarithmic curve of nominal shear strength

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图 13 抗剪承载能力与轴压比的关系

Figure 13. Relationship between shear capacity and axial compression ratio

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表 1 试件的钢筋性能

Table 1. Properties of steel reinforcements of tested specimens

钢筋类型	钢筋截面面积A_s/mm²	屈服强度f_y/MPa	极限抗拉强度f_u/MPa	钢筋弹性模量E_s/GPa
R6	28.3	421	583.0	211.0
R8	50.3	289	504.5	207.2
T10	73.8	601	644.0	203.0

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表 2 粘结滑移曲线中采用的参数

Table 2. Parameters utilized in the bond-slip curve

特征点	粘结应力τ	纵筋相对滑移s	箍筋相对滑移s
开裂cr	τ_cr=2.5f_t	s_cr,l=0.025d_l	s_cr,t=0.025d_t
峰值u	τ_u=3f_t	s_u,l=0.04d_l	s_u,t=0.04d_t
残余r	τ_r=f_t	s_r,l=0.55d_l	s_r,t=0.55d_t
注：f_t混凝土抗拉强度；d_l和d_t分别为纵筋和箍筋的直径。

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表 3 混凝土细观组分及钢筋力学参数

Table 3. Mechanical parameters of the meso-components of concrete and reinforcing bars

细观组分	抗压强度/MPa	抗拉强度/MPa	断裂能G_c/(J/m²)	弹性模量/GPa	泊松比	屈服强度/MPa	剪胀角Ψ/(°)	偏心率η/(%)	配筋率ρ_h/(%)	K
骨料	−	−	−	^★70	^★0.2	−	−	−	−	−
砂浆基质	^★36.17	^★3.01	48	^★22.1	^★0.2	−	30	0.1	−	0.667
界面过渡区	^☆28.94	^☆2.52	28	^☆20.68	^☆0.2	−	30	0.1	−	0.667
水平分布钢筋	−	−	−	^★207.2	^★0.3	^★289	−	−	1.4	−
注：^★为试验实测值；^☆为反复试算选值；其他力学数据为默认值。

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表 4 尺寸效应律拟合参数

Table 4. Fitting parameters of size effect law

编号	剪力墙抗剪强度v_u	经验系数v₀	经验系数d₀	lg(d/d₀)	lg (v_u/v₀)
600-0	3.567	3.624	3805	−0.802	−0.007
800-0	3.370	−	−	−0.677	−0.032
1200-0	3.049	−	−	−0.501	−0.075
1600-0	3.003	−	−	−0.376	−0.082
2400-0	2.997	−	−	−0.200	−0.083
600-1	4.136	4.311	2690	−0.652	−0.018
800-1	3.836	−	−	−0.527	−0.051
1200-1	3.481	−	−	−0.351	−0.093
1600-1	3.360	−	−	−0.226	−0.108
2400-1	3.284	−	−	−0.050	−0.118
600-2	4.783	5.070	1945	−0.511	−0.025
800-2	4.433	−	−	−0.386	−0.058
1200-2	3.836	−	−	−0.210	−0.121
1600-2	3.758	−	−	−0.085	−0.130
2400-2	3.634	−	−	0.091	−0.145
600-4	5.963	6.154	1320	−0.342	−0.014
800-4	5.217	−	−	−0.217	−0.072
1200-4	4.278	−	−	−0.041	−0.158
1600-4	4.172	−	−	0.084	−0.169
2400-4	4.191	−	−	0.260	−0.167
注：试件编号600、800、1200、1600和2400代表剪力墙的长度；0、1、2、和4代表轴压比为0、0.1、0.2和0.4。

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