论抗震钢框架梁柱刚性连接的极限受弯承载力设计
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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。
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.
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.
引文
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2Stephen A Mahin.Lessons from Damage to Steel Buildings Dur-ing the Northridge Earthquake.Engineering Structures,1997,20:261-270
3Abolhassan Astanel-Asl,Djavad Modjtahedi,Kurt Mc Mullin,et al.Stability of Damaged Steel Moment Frames in Los Angeles.Engineering Structures,1997,20:443-446
4Nakashi ma M,Inoue K,Tada K.Classification of Damage to Steel Buildings Observed in the1995Hyogoken-Nanbu Earth-quake.Engineering Structures,1997,20:271-281
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8Nakashi ma M,Charles W Roeder,Maruoka Y.Steel Moment Frames for Earthquakes in United States and Japan.Journal of Structural Engineering,2000,126,(8):861-868
9ANSI/AISC341-1997.Seismic Provisions for Structural Steel Buildings.Chicago:American Institute of Steel Construction,1997
10蔡益燕.钢结构设计的连接系数建议.建筑结构,2007(7):113-114
11GB50011-2001建筑抗震设计规范
12DGJ08-9-2003上海市工程建设规范,建筑抗震设计规程
13YB9081-97冶金建筑抗震设计规范
14建设部工程质量安全监督与行业发展司,中国标准设计研究所.全国民用建筑工程设计技术措施———结构.北京:中国计划出版社,2003
15CEN.prEN1998-1:2003Eurocode8(Stage49Draft No6):Design of Structures for Earthquake Resistance,Part1:General Rules,Seismic Actions and Rules for Buildings.Brussels:Euro-pean Committee for Standardization,2003
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18BSI.BS EN1990:2002Eurocode-Basis of Structural Design.London:British Standards Institution,2002
19日本建築学会.钢构造接合部设计指针.2006
20日本建築センタ一.建筑物の构造关系技术基准解说书.2007
21日本建筑学会.钢构造限界状态设计指针.同解说.1998
22GB50017-2003钢结构设计规范
23CECS102∶2002门式刚架轻型房屋钢结构技术规程
24高小旺,龚思礼,苏经宇,等.建筑抗震设计规范理解与应用.北京:中国建筑工业出版社,2002:280-281
25Edoardo M Marino,Masayoshi Nakashi ma,Khalid M Mosalam.Comparison of European and Japanese Seismic Design of Steel Building Structures.Engineering Structures,2005,27:827-840
26YB4104-2000高层建筑结构用钢板
27日本钢结构协会.钢结构技术总览[建筑篇].陈以一,傅功义,译.北京:中国建筑工业出版社,2003:135
28龚思礼.建筑抗震设计手册.第二版.北京:中国建筑工业出版社,2002:924-936
30FEMA-350.Recommended Seismic Design Criteria for NewSteel Moment-Frame Buildings.Federal Emergency Management A-gency,2005
31ANSI/AISC341-05.Seismic Provisions for Structural Steel Buildings.Chicago:American Institute of Steel Construction,2005
2Stephen A Mahin.Lessons from Damage to Steel Buildings Dur-ing the Northridge Earthquake.Engineering Structures,1997,20:261-270
3Abolhassan Astanel-Asl,Djavad Modjtahedi,Kurt Mc Mullin,et al.Stability of Damaged Steel Moment Frames in Los Angeles.Engineering Structures,1997,20:443-446
4Nakashi ma M,Inoue K,Tada K.Classification of Damage to Steel Buildings Observed in the1995Hyogoken-Nanbu Earth-quake.Engineering Structures,1997,20:271-281
5日本建築学会近畿支部铁骨构造部会.1995年兵库县南部地震铁骨造建物被害调查报告书.1995
6Masayoshi Nakashi ma,Praween Chusilp.APartial Viewof Japa-nese Post-Kobe Seismic Design and Construction Practices.Earthquake Engineering and Engineering Seismology,2003,4(1):3-13
7日本钢结构协会,美国高层建筑和城市住宅理事会.高冗余度钢结构倒塌控制设计指南.陈以一,赵宪忠,译.上海:同济大学出版社,2007
8Nakashi ma M,Charles W Roeder,Maruoka Y.Steel Moment Frames for Earthquakes in United States and Japan.Journal of Structural Engineering,2000,126,(8):861-868
9ANSI/AISC341-1997.Seismic Provisions for Structural Steel Buildings.Chicago:American Institute of Steel Construction,1997
10蔡益燕.钢结构设计的连接系数建议.建筑结构,2007(7):113-114
11GB50011-2001建筑抗震设计规范
12DGJ08-9-2003上海市工程建设规范,建筑抗震设计规程
13YB9081-97冶金建筑抗震设计规范
14建设部工程质量安全监督与行业发展司,中国标准设计研究所.全国民用建筑工程设计技术措施———结构.北京:中国计划出版社,2003
15CEN.prEN1998-1:2003Eurocode8(Stage49Draft No6):Design of Structures for Earthquake Resistance,Part1:General Rules,Seismic Actions and Rules for Buildings.Brussels:Euro-pean Committee for Standardization,2003
16CEN.prEN1993-1-8:2002Eurocode3(Stage34Draft):De-sign of Steel Structures,Part1.8:Design of Joint.Brussels:Eu-ropean Committee for Standardization,2002
17CEN.prEN1993-1-1:2003Eurocode3(Stage49Draft):De-sign of Steel Structures,Part1-1:General Rules and Rules for Buildings.Brussels:European Committee for Standardization,2003
18BSI.BS EN1990:2002Eurocode-Basis of Structural Design.London:British Standards Institution,2002
19日本建築学会.钢构造接合部设计指针.2006
20日本建築センタ一.建筑物の构造关系技术基准解说书.2007
21日本建筑学会.钢构造限界状态设计指针.同解说.1998
22GB50017-2003钢结构设计规范
23CECS102∶2002门式刚架轻型房屋钢结构技术规程
24高小旺,龚思礼,苏经宇,等.建筑抗震设计规范理解与应用.北京:中国建筑工业出版社,2002:280-281
25Edoardo M Marino,Masayoshi Nakashi ma,Khalid M Mosalam.Comparison of European and Japanese Seismic Design of Steel Building Structures.Engineering Structures,2005,27:827-840
26YB4104-2000高层建筑结构用钢板
27日本钢结构协会.钢结构技术总览[建筑篇].陈以一,傅功义,译.北京:中国建筑工业出版社,2003:135
28龚思礼.建筑抗震设计手册.第二版.北京:中国建筑工业出版社,2002:924-936
30FEMA-350.Recommended Seismic Design Criteria for NewSteel Moment-Frame Buildings.Federal Emergency Management A-gency,2005
31ANSI/AISC341-05.Seismic Provisions for Structural Steel Buildings.Chicago:American Institute of Steel Construction,2005
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