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针对高强度钢材焊接箱形截面柱的局部稳定受力性能,对4个Q460钢材等边箱形短柱进行轴心受压试验。根据试验结果分析试件的局部屈曲应力、极限应力随板件宽厚比的变化规律,并将试件的局部屈曲应力、极限应力与我国、美国、欧洲钢结构设计规范以及陈绍蕃建议的相应设计方法和计算公式进行对比分析。结果表明,钢板的宽厚比越大,试件截面的利用率越低,局部屈曲后强度越富余;我国钢结构设计规范中对于试件的局部屈曲应力的计算公式不适用于等边箱形短柱;对于等边箱形短柱的极限应力,美国、欧洲钢结构设计规范和陈绍蕃建议的设计方法的计算结果较为接近,且均略高于试验结果,这3种设计方法都是可行的。进一步修改已有的计算公式,以适用于计算Q460高强度钢材等边箱形短柱的局部屈曲应力;建议采用陈绍蕃建议的设计方法,并进一步修改欧洲钢结构设计规范的计算公式,以适用于计算Q460高强度钢材等边箱形短柱的极限应力。
According to the local stability of welded box-section columns with high strength steel, axial compression tests were performed on four Q460 steel isometric box-shaped short columns. According to the test results, the local buckling stress and the ultimate stress of the specimens are analyzed, and the local buckling stress and ultimate stress of the specimens are compared with those of China, the United States and Europe and the design of Chen Shao-fan Method and calculation formula for comparative analysis. The results show that the greater the ratio of thickness to thickness is, the lower the utilization rate of the cross section is, and the more the strength after local buckling is. The calculation formula of the local buckling stress in the design code of steel structure in our country is not suitable for equilateral box-shaped short For the ultimate stress of equilateral box-shaped short column, the calculation results of the design codes of steel structure design in Europe and USA and those proposed by Chen Shao-fan are close to each other and both are slightly higher than the test results. All three design methods are feasible . The existing formulas are modified to fit the local buckling stress of the equilateral box-shaped columns of Q460 high-strength steel. It is recommended to adopt the design method proposed by Chen Shao-fan and to further modify the calculation formula of European steel structure design codes to apply In the calculation of Q460 high strength steel equal box-shaped box limit stress.