深圳大学学报理工版

为研究方钢管混凝土轴压短柱力学性能,采用试验和ABAQUS有限元模拟分析相结合的方法,得到方钢管混凝土短柱实用承载力计算公式. 对3根方钢管混凝土轴压短柱试件进行试验研究,并应用ABAQUS软件对其进行三维实体有限元分析,模拟结果与试验结果吻合较好. 首先,在有限元模型得到验证的基础上,基于有限元法进行大量参数分析,确定方钢管混凝土轴压短柱极限状态时方钢管平均纵向应力与屈服强度的比值; 其次,根据有限元模型得出核心混凝土处于极限状态时的应力云图,并将其简化为不受方钢管约束的非加强区核心混凝土和受方钢管均匀约束的加强区核心混凝土,确定两者的面积比; 最后,在前两者的基础上根据极限平衡理论,提出一种新的方钢管混凝土轴压短柱承载力实用计算公式,并将该公式和现有公式计算结果以及已有的98组方钢管混凝土轴压短柱有效试验结果进行对比. 结果表明,该公式计算结果与试验结果吻合最好.

In order to understand the mechanical behaviors of square concrete-filled steel tubular(CFT)stub columns, an experimental study on 3 square CFT stub columns under concentric loading was made, and ABAQUS was used to establish the 3D finite element models and to analyze the behaviors of square CFT stub columns under axial compression. Based on finite element modeling, parametric analysis was carried out, and the value of average axial stress to yield stress of square steel tube was determined at ultimate state. According to the stress nephogram of core concrete at ultimate state, core concrete section can be simplified to a non-enhanced area without confinement and an enhanced area with uniform confinement from square steel tube, and the ratio of the non-enhanced area to the enhanced area was determined. Based on the limit equilibrium method, a practical calculation formula for the ultimate bearing capacity of square CFT stub columns was proposed. The results calculated from the practical formula were compared with those from other researchers as well as the test results of 98 specimens. The comparisons indicate that the practical calculation formula presented in this paper shows best agreement with experimental results.

引言
1 试验研究
2 理论分析
3 承载力实用计算公式
4 结论

表1 轴心受压试件规格<br/>Table 1 Properties of specimen

表1 轴心受压试件规格
Table 1 Properties of specimen

图1 试验装置图<br/>Fig.1 (Color online)Test specimen and instrument

图1 试验装置图
Fig.1 (Color online)Test specimen and instrument

图2 SST1-C试件的对接焊缝破坏形态<br/>Fig.2 (Color online)Butt weld failure of specimen SST1-C

图2 SST1-C试件的对接焊缝破坏形态
Fig.2 (Color online)Butt weld failure of specimen SST1-C

图3 SST1-A和SST1-B试件破坏形态对比<br/>Fig.3 (Color online)Comparisons of typical failure mode of specimen SST1-A and SST1-B

图3 SST1-A和SST1-B试件破坏形态对比
Fig.3 (Color online)Comparisons of typical failure mode of specimen SST1-A and SST1-B

图4 方钢管混凝土短柱荷载-应变曲线比较<br/>Fig.4 (Color online)Comparisons of load-strain curves of specimen

图4 方钢管混凝土短柱荷载-应变曲线比较
Fig.4 (Color online)Comparisons of load-strain curves of specimen

图5 模型网格划分<br/>Fig.5 (Color online)Mesh generation of model

图5 模型网格划分
Fig.5 (Color online)Mesh generation of model

图6 破坏形态<br/>Fig.6 (Color online)Failure mode

图6 破坏形态
Fig.6 (Color online)Failure mode

图7 方钢管混凝土中各应力与纵向应变关系的比较<br/>Fig.7 Comparisons between calculated curves and tested ones on various stress-axial strain relations

图7 方钢管混凝土中各应力与纵向应变关系的比较
Fig.7 Comparisons between calculated curves and tested ones on various stress-axial strain relations

图8 纵向应力与屈服强度比值随平均极限强度的关系<br/>Fig.8 Relationship between ratio of various stresses and yield stress and ultimate bearing strength

图8 纵向应力与屈服强度比值随平均极限强度的关系
Fig.8 Relationship between ratio of various stresses and yield stress and ultimate bearing strength

图9 方钢管混凝土轴压柱截面应力区域划分<br/>Fig.9 (Color online)Division of section stress for CFT stub column

图9 方钢管混凝土轴压柱截面应力区域划分
Fig.9 (Color online)Division of section stress for CFT stub column

图10 Ncu1与Ncu2计算结果比较<br/>Fig.10 Comparisons of calculated results of Ncu1 and Ncu2

图10 Ncu1与Ncu2计算结果比较
Fig.10 Comparisons of calculated results of Ncu1 and Ncu2

表2 方钢管混凝土轴压短柱承载力实用计算公式表<br/>Table 2 Ultimate bearing capacity of CFT

表2 方钢管混凝土轴压短柱承载力实用计算公式表
Table 2 Ultimate bearing capacity of CFT

表3 本研究与其他相关文献计结果统计特征值比较<br/>Table 3 Statistical eigenvalues of calculated results

表3 本研究与其他相关文献计结果统计特征值比较
Table 3 Statistical eigenvalues of calculated results

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备注

引言

1 试验研究

2 理论分析

3 承载力实用计算公式

4 结论

期刊信息

备注

引言

1 试验研究

2 理论分析

3 承载力实用计算公式

4 结 论

期刊信息

4 结论