西安建筑科技大学学报(自然科学版)

随着轻钢结构的推广与应用，具有良好经济效益和环保性能的薄柔H形截面钢构件在轻量化低多层钢框架体系中的应用受到广泛关注.为研究薄柔H形截面钢构件的轴向力学性能，以宽厚比作为主要控制参数调整板件的相对强弱关系，采用Q355B钢材设计制作了6根焊接H形截面短柱，并对其进行了轴压试验.分析了试件的破坏过程、屈曲特征、延性以及极限承载力等.试验结果表明:不同宽厚比组配下H形截面钢构件局部屈曲特征差异明显，而局部屈曲特征直接影响了板件的应力发展; 同时构件的延性与宽厚比组配直接相关，呈现两种典型特征; 规范ANSI/AISC360-16对于薄柔H形截面轴压构件的计算结果偏于保守，合理的宽厚比组配下薄柔H形截面钢构件具有较强的屈曲后承载力.

With the popularization and application of light steel structures, the application of slender H-section steel components with good economic benefits and environmental performance in lightweight low-layer steel frame systems has attracted widespread attention. In order to study the axial mechanical properties of slender H-section steel members, the width-thickness ratio was used as the main control parameter to adjust the relative strength of the plates. Six welded H-section stub columns were designed and fabricated with Q355B steel, and axial compression tests were carried out. Based on the test results, the failure process, buckling characteristics, ductility and ultimate bearing capacity of specimens were analyzed. The test results show that the local buckling characteristics of H-section steel members with different width-thickness ratios are significantly different, and the local buckling characteristics directly affect the stress development of the plate. The ductility of the component is directly related to the combination of the width-thickness ratio, showing two characteristics. The calculation results of ANSI/AISC360-16 for slender H-section axial compression members are conservative, and with reasonable width-thickness ratio the slender H-section steel members can have strong post-buckling load-bearing capacity.

引言
1 试验设计
2 试验结果
3 板件相关屈曲
4 AISC-16承载力计算方法评估
5 结论

图1 试件宽厚比分布<br/>Fig.1 Width-thickness ratio distribution of specimens

图1 试件宽厚比分布
Fig.1 Width-thickness ratio distribution of specimens

图2 试件截面定义<br/>Fig.2 Section definition of the specimen

图2 试件截面定义
Fig.2 Section definition of the specimen

表1 试件主要参数及试验结果<br/>Tab.1 Main parameters and test results of specimens

表1 试件主要参数及试验结果
Tab.1 Main parameters and test results of specimens

表2 钢材力学性能<br/>Tab.2 Mechanical properties of steel

表2 钢材力学性能
Tab.2 Mechanical properties of steel

图3 试验加载装置
Fig.3 Test setup

图4 应变测点布置<br/>Fig.4 Arrangement of strain gages

图4 应变测点布置
Fig.4 Arrangement of strain gages

图5 试件最终破坏图<br/>Fig.5 Failure pictures of the specimens

图5 试件最终破坏图
Fig.5 Failure pictures of the specimens

图6 荷载-位移曲线<br/>Fig.6 Load-displacement curve

图6 荷载-位移曲线
Fig.6 Load-displacement curve

图7 极限承载力关系曲线<br/>Fig.7 Ultimate bearing capacity relationship curve

图7 极限承载力关系曲线
Fig.7 Ultimate bearing capacity relationship curve

图8 典型屈曲发展过程曲线<br/>Fig.8 Typical buckling development process curve

图8 典型屈曲发展过程曲线
Fig.8 Typical buckling development process curve

表3 规范AISC-16极限承载力计算值<br/>Tab.3 AISC-16 calculation value of ultimate bearing capacity

表3 规范AISC-16极限承载力计算值
Tab.3 AISC-16 calculation value of ultimate bearing capacity

图9 极限承载力对比<br/>Fig.9 Comparison of ultimate bearing capacity

图9 极限承载力对比
Fig.9 Comparison of ultimate bearing capacity

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备注

引言

1 试验设计

2 试验结果

3 板件相关屈曲

4 AISC-16承载力计算方法评估

5 结论

期刊信息