【摘要】 梁柱刚性连接的极限承载力是保证强震作用下抗震钢框架安全性的关键要素之一。以H形截面梁柱的刚性连接为例,讨论其极限受弯承载力设计问题。首先,通过对《建筑抗震设计规范》(GB50011-2001)与欧洲规范以及日本相关规范的对比分析,指出:期望在遭受强烈地震作用下梁端截面形成塑性铰的钢框架,"规范"(GB50011-2001)的梁柱连接系数,至少不比欧洲规范的低,一般也不会低于日本规范的。对于梁截面较高或采用高强结构钢(Q345及以上级别钢)情况,甚至要高于日本规范的。同时指出,连接系数应随钢号而变化,采用定值连接系数不合理。进而,讨论了梁端潜在塑性铰区域的长度,对于钢柱伸出短梁段的梁端梁-梁拼接,给出其避开梁端塑性区设定拼接位置的计算式。最后,建议梁柱连接极限承载力计算应计入腹板连接贡献的受弯承载力。对于混合连接(WUF-B),腹板连接贡献的极限受弯承载力应取其焊接、高强度螺栓连接两者中的较小值,并推荐了相应的连接系数值。更多还原

【Abstract】 The ultimate bending strength of beam-column rigid connections is a key point ensuring structural safety of earthquake-resistant moment-frames under strong earthquakes. The ultimate bending strength of beam-column connections is discussed taking H-section as case. Based on a comparison of GB 50011 code with EC8 and corresponding Japanese codes, it is pointed out that for steel moment-frames with plastic hinges expected to occur near beam ends under strong earthquakes, the design beam-column connection coefficients stipulated by GB 50011 code are not lower than those of the European code, not lower than those of the Japanese code for general situations and even greater especially for the cases with large beam sections or high-strength steel grades (higher than Q345). Also, it is noted that the connection coefficient should vary with steel grades and it is not reasonable to use a constant value. Moreover, the potential plastic hinge length is discussed and for beam splicing of beam-column connections using short beams an equation for setting the splicing position which should be located out of the potential plastic hinge region is proposed. Finally, it is recommended that for the ultimate bending strength verification, the contribution of the beam web should be taken into account. For compound connections (WUF-B), the lower between the welding and high-strength bolt connections can be used as the ultimate bending moment contribution of the web. Corresponding connection coefficients are recommended subsequently.更多还原