钢框架节点域的宽厚比限值和基于宽厚比的抗剪承载力验算
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摘要
对于框架柱节点域,我国规范对其板厚借用美国特殊抗弯框架的规定,而抗剪承载力验算则按日本规范的公式改造。然而,这些泊来的规定,其适用范围和相容性都需要进一步厘清。在重读国外有关节点域研究文献的基础上,梳理欧、美、日等规范的有关规定,通过节点域的正则化宽厚比,把这些国际流行规范的腹板厚度要求归纳到同一坐标系进行讨论,并与一些搜集的试验结果比较。进而,根据"高延性-低弹性承载力"和"低延性-高弹性承载力"两条抗震设计思路,基于节点域的宽厚比,诠释抗剪承载力的验算公式。
For the panel zone of the steel moment frames , Chinese codes refer to the provisions of US standard in the web thickness , while the shear resistance verification is modified according to the equations of Japanese standard. However , the application range and compatibility of the specifications from international standards should be clarified. In this paper , after reviewing some corresponding foreign references on the panel zone , related specifications of Europe , US and Japanese standards are summarized , and by the normalized width-thickness ratio of the panel zone , requirements on the web thickness of the main international standards are generalized to the same coordinate system , and are discussed and compared with some experimental results.Furthermore , on the basis of the two seismic design concepts , i.e. ," high ductility -low elastic strength " and " low ductility -high elastic strength ", shear resistance verification equations are clarified according to the width-thickness ratio of the panel zone.
For the panel zone of the steel moment frames , Chinese codes refer to the provisions of US standard in the web thickness , while the shear resistance verification is modified according to the equations of Japanese standard. However , the application range and compatibility of the specifications from international standards should be clarified. In this paper , after reviewing some corresponding foreign references on the panel zone , related specifications of Europe , US and Japanese standards are summarized , and by the normalized width-thickness ratio of the panel zone , requirements on the web thickness of the main international standards are generalized to the same coordinate system , and are discussed and compared with some experimental results.Furthermore , on the basis of the two seismic design concepts , i.e. ," high ductility -low elastic strength " and " low ductility -high elastic strength ", shear resistance verification equations are clarified according to the width-thickness ratio of the panel zone.
引文
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[25]日本建築学会(AIJ).鋼構造限界状態設計指針·同解説[S].2010
[2]GB50011——2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010GB50011——2010Code for Seismic Design of Buildings[S].Beijing:China Architecture&Building Press,2010(in Chinese)
[3]国家标准建筑抗震设计规范管理组.建筑抗震设计规范(GB50011——2010)统一培训教材[M].北京:地震出版社北京发行部,2010:158-166Management Group for National Standard Code for Seismic Design of Buildings.Code for seismic design of buildings(GB50011——2010)training materials[M].Beijing:Beijing IssueDepartment of Earthquake Press,2010:158-166(in Chinese)
[4]Sherif El-Tawil,Egill Vidarsson,Tameka Mikesell.Inelastic behavior and design of steel panel zones[J].Journal of Structural Engineering,1999,125(2):183-193
[5]Roeder C W,Foutch D A.Experiment results for seismic resistant steel moment frame connections[J].Journal of Structural Engineering,1996,122(6):581-588
[6]Giuseppe Brandonisio,Antonio De Luca,Elena Mele.Shear instability of panel zone in beam-to-column connections[J].Journal of Constructional Steel Research,2011,67(5):891-903
[7]Castro J M,Dǎvila-arbona F J,Elghazouli A Y.Seismic design approaches for panel zones in steel moment frames[J].Journal of Earthquake Engineering,2008,12(Suppl.1):34-51
[8]Victor Gioncu,Federico M Mazzolani.Ductility of seismic resistant steel structures[M].London:Spon Press,2002
[9]Popov E P.Panel zone flexibility in seismic moment joints[J].Journal of Constructional Steel Research,1987,8:91-118
[10]Krawinkler H,Mohasseb S.Effects of panel zone deformations on seismic response[J].Journal of Constructional Steel Research,1987,8:233-250
[11]GB50017——2003钢结构设计规范[S].北京:中国计划出版社,2003GB50017——2003Code for Design of Steel Structures[S].Beijing:China Planning Press,2003(in Chinese)
[12]柏拉希F.金属结构的屈曲强度[M].同济大学钢木教研室,译.北京:科学出版社,1965Bleich F.Buckling strength of metal structures[M].Translated by Steel and Timber Structure Laboratory of Tongji University.Beijing:Science Press,1965(in Chinese)
[13]American Institute of Steel Construction(AISC).Seismic Provisions for Structural Steel Buildings[S].ANSI/AISC341-05,2005
[14]American Institute of Steel Construction(AISC).Specification for Structural Steel Buildings[S].ANSI/AISC360-05,2005
[15]European Commission for Standardization.Design of Structures for Earthquake Resistance[S].EN1998Eurocode(EC8),2003
[16]European Commission for Standardization.Design of Steel Structures[S].EN1993Eurocode(EC3),2005
[17]日本建築学会(AIJ).鋼構造结合部設計指針[S].2006
[18]日本建築学会(AIJ).鋼構造塑性設計指針[S].2010
[19]日本建築学会(AIJ).鋼構造設計規準―許容応力度設計法
[S].2005[20]日本土木学会(JSCE).座曲設計ガィドライン,改訂第2版[2005年版][M].丸善(株),2005
[21]CECS102∶2002门式刚架轻型房屋钢结构技术规程[S].北京:中国计划出版社,2002CECS102∶2002Technical Specification for Steel Structure of Light-Weight Buildings with Gable Frames[S].Beijing:China Planning Press,2002(in Chinese)
[22]Gardner L,Nethercot D A.Designers′guide to Eurocode3:Design of steel structures[M].London:Thomas Telford,2005
[23]Michael N Fardis,Eduardo Carvalhe,Amr Elnashai,et al.Designers′guide to Eurocode8:Design of structures for earthquake resistance[M].London:Thomas Telford,2005
[24]Ahmed N Elghazouli.Seismic design of buildings to Eurocode8[M].London:Spon Press,2009
[25]日本建築学会(AIJ).鋼構造限界状態設計指針·同解説[S].2010
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