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目前,高强度钢材已在建筑结构中得到了推广应用,国内外关于高强度钢材钢结构的研究工作也已逐步开展起来。欧洲和美国的钢结构设计标准已涉及到部分高强度钢材的设计内容,而GB 50017—2003《钢结构设计规范》尚未包含,修订中的新版《钢结构设计规范》计划纳入Q460高强度钢材。通过对比各国设计标准中关于工字形截面受弯构件局部稳定的规定,发现美国标准ANSI/AISC 360-10、欧洲标准BS EN1993-1、日本标准AIJ LSD2010和中国规范GB 50017—2003在设计范围和原则、板件宽厚比限值、腹板屈曲后承载力以及腹板最大高厚比等方面存在着一定差异。最后利用通用有限元软件ANSYS建立四点加载下的工字形截面受弯构件模型,计算不同钢材构件的腹板屈曲后极限承载力,并与各国标准推荐式的计算值进行对比,发现其均不适用于高强度钢材受弯构件局部稳定的计算。
At present, high-strength steel has been popularized and applied in building structures. Research work on high-strength steel structures at home and abroad has also been gradually carried out. The design standards for steel structures in Europe and the United States have involved the design of some high-strength steels. However, the “Code for Design of Steel Structures” of GB 50017-2003 has not yet been included. The revised version of “Code for Design of Steel Structures” is planned to be included in Q460 high-strength steels. By comparing the national design standards on the local stability of I-shaped flexural members of the provisions and found that the US standard ANSI / AISC 360-10, the European standard BS EN1993-1, the Japanese standard AIJ LSD2010 and the Chinese standard GB 50017-2003 in the design scope and Principle, plate thickness ratio limit, web bearing capacity after buckling and the maximum thickness ratio of the web there are some differences. Finally, the universal finite element software ANSYS was used to establish the flexural member model with I-section under four-point loading. The ultimate bearing capacity of the webs with different steel members after buckling was calculated and compared with the calculated values of the national standard recommended formulas. For high-strength steel bending member local stability calculation.