全高强钢端板节点火灾后性能试验
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摘要
为了解Q690高强钢端板节点火灾后的受力性能和失效机理,对2个过火550℃冷却后的Q690高强钢端板节点进行足尺模型试验研究,并将试验结果与常温下高强钢端板节点试验的结果、采用欧洲规范EC3计算的结果进行对比.研究结果表明:节点火灾后的失效模式为端板和螺栓组合破坏;高强钢端板节点火灾后仍具有良好的转动能力;EC3中用于普通钢端板节点承载能力计算和失效模式预测的组件法可直接用于计算和预测高强钢端板节点火灾后的承载能力和失效模式,但转动刚度的计算公式并不适用;过火550°C后冷却至常温,节点可恢复常温下90%以上的承载力.最后,给出判断高强钢节点火灾后失效模式的计算公式.
In order to reveal more information and understanding on behavior and failure mechanisms of high strength steel Q690 endplate connection after fire,a full-scale experimental study has been carried out after cooling down from fire temperature 550°C.Further,their behavior was compared with the provisions of Eurocode 3 and the test results obtained from the experimental study on the high strength steel endplate connections without fire exposure.The research shows that the failure mode of high strength steel Q690 endplate connection after fire is bolt failure with yielding of the flange,and their rotation capacity is sufficient.What is more,using accurate post-fire mechanical properties,the component method which Eurocode 3proposed based on connections made of mild steels can be used to calculate the plastic resistance and to predict the failure mode of high strength steel endplate connections after fire,but it is not suit to predict their stiffness.Furthermore,they can regain more than 90% of its original load bearing capacity after cooling down from fire temperature 550°C.Moreover,a series of formulations are presented for judging the failure mode of high strength steel endplate connections post fire.
In order to reveal more information and understanding on behavior and failure mechanisms of high strength steel Q690 endplate connection after fire,a full-scale experimental study has been carried out after cooling down from fire temperature 550°C.Further,their behavior was compared with the provisions of Eurocode 3 and the test results obtained from the experimental study on the high strength steel endplate connections without fire exposure.The research shows that the failure mode of high strength steel Q690 endplate connection after fire is bolt failure with yielding of the flange,and their rotation capacity is sufficient.What is more,using accurate post-fire mechanical properties,the component method which Eurocode 3proposed based on connections made of mild steels can be used to calculate the plastic resistance and to predict the failure mode of high strength steel endplate connections after fire,but it is not suit to predict their stiffness.Furthermore,they can regain more than 90% of its original load bearing capacity after cooling down from fire temperature 550°C.Moreover,a series of formulations are presented for judging the failure mode of high strength steel endplate connections post fire.
引文
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[15]Qiang X,Jiang X,Bijlaard F S K,et al.Post-fire behavior of high strength steel endplate connections—part 2:numerical study[J].Journal of Constructional Steel Research,2015,108(5):94.
[16]Lou G B,Yu S,Wang R,et al.Mechanical properties of high-strength bolts after fire[J].Proceedings of the Institution of Civil Engineers—Structures and Buildings,2012,165(7):373.
[17]Qiang X.Behavior of high strength steel endplate connections in fire and after fire[D].Deft:Deft university of Technology,2013.
[18]Coelho A M G.Characterization of the bolted endplate beamto-column steel connections[D].Coimbra:University of Coimbra,2004.
[19]Jaspart J P.Study of the semi-rigidity of beam-to-column joints and its influence on the resistance and stability of steel buildings[D].Liège:Liège University,1991.
[20]Wilkinson S,Hurdman G,Crowther A.A moment resisting connection for earthquake resistant structures[J].Journal of Constructional Steel Research,2006,62(3):295.
[21]Qiang X,Bijlaard F S K,Kolstein H.Post-fire mechanical properties of high strength structural steels S460and S690[J].Engineering Structures,2012,35(2):1.
[22]Qiang X,Bijlaard F S K,Kolstein H.Post-fire performance of very high strength steel S960[J].Journal of Constructional Steel Research,2013,80(1):235.
[2]班慧勇,施刚,石永久,等.超高强度钢材钢结构受力性能研究[C]//钢结构工程研究7中国钢协结构稳定与疲劳分会2008年学术交会论文集.北京:工业建筑杂志社,2008:29-37.BAN Huiyong,SHI Gang,SHI Yongjiu,et al.Mechanical behavior of ultra-high strength steel structures[C]//Research on Steel Structural Engineering(Volume 7),Proceeding of the 2008 Colloquium Institute of Structural Stability and Fatigue China Steel Construction Society(ISSF,CSCS).Beijing:Industrial Construction Press,2008:29-37.
[3]Qiang X,Jiang X,Bijlaard F S K,et al.Post-fire behavior of high strength steel endplate connections—part 1:experimental study[J].Journal of Constructional Steel Research,2015,108:82.
[4]GB50017—2003钢结构设计规范[S].北京:中国计划出版社,2003.GB50017—2003 Code for design of steel structures[S].Beijing:China Planning Press,2003.
[5]European committee for standardization.EN 1993-1-8Eurocode 3-design of steel structures—part 1-8:design of joints[S].Brussels:CEN,2005.
[6]European committee for standardization.EN 1993-1-12Eurocode 3-design of steel structures-part 1-12:additional rules for the extension of EN 1993up to steel grade S700[S].Brussels:CEN,2007.
[7]Coelho A M G,Bijlaard F.High strength steel in building and civil engineering structures:design of connections[J].Advances in Structural Engineering,2010,13(3):413.
[8]Coelho A M G,Bijlaard F S K.Experimental behavior of high strength steel end-plate connections[J].Journal of Constructional Steel Research,2007,63(9):1228.
[9]Coelho A M G,Silva L S da,Bijlaard F S K.Experimental assessment of the ductility of extended endplate connections[J].Engineering Structures,2004,26(9):1185.
[10]Coelho A M G,Bijlaard F S K.Ductility of high strength steel moment connections[J].The International Journal of Advanced Steel Construction,2007,3(4):765.
[11]Coelho A M G,Silva L S da,Bijlaard F S K.Ductility analysis of bolted extended end plate beam-to column connections in the framework of the component method[J].Steel and Composite Structures,2006,6(1):33.
[12]孙飞飞,孙密,李国强,等.Q690高强钢端板连接梁柱节点抗震性能试验研究[J].建筑结构学报,2014,35(4):116.SUN Feifei,Sun Mi,Li Guoqiang,et al.Experimental study on seismic behavior of high-strength steel beam-to-column end-plate connections[J].Journal of Building Structures,2014,35(4):116.
[13]Qiang X,Bijlaard F S K,Kolstein H,et al.Behaviour of beam-to-column high strength steel endplate connections under fire conditions—part 1:experimental study[J].Engineering Structures,2014,64(4):23.
[14]Qiang X,Bijlaard F S K,Kolstein H,et al.Behaviour of beam-to-column high strength steel endplate connections under fire conditions—part 2:numerical study[J].Engineering Structures,2014,64(4):23.
[15]Qiang X,Jiang X,Bijlaard F S K,et al.Post-fire behavior of high strength steel endplate connections—part 2:numerical study[J].Journal of Constructional Steel Research,2015,108(5):94.
[16]Lou G B,Yu S,Wang R,et al.Mechanical properties of high-strength bolts after fire[J].Proceedings of the Institution of Civil Engineers—Structures and Buildings,2012,165(7):373.
[17]Qiang X.Behavior of high strength steel endplate connections in fire and after fire[D].Deft:Deft university of Technology,2013.
[18]Coelho A M G.Characterization of the bolted endplate beamto-column steel connections[D].Coimbra:University of Coimbra,2004.
[19]Jaspart J P.Study of the semi-rigidity of beam-to-column joints and its influence on the resistance and stability of steel buildings[D].Liège:Liège University,1991.
[20]Wilkinson S,Hurdman G,Crowther A.A moment resisting connection for earthquake resistant structures[J].Journal of Constructional Steel Research,2006,62(3):295.
[21]Qiang X,Bijlaard F S K,Kolstein H.Post-fire mechanical properties of high strength structural steels S460and S690[J].Engineering Structures,2012,35(2):1.
[22]Qiang X,Bijlaard F S K,Kolstein H.Post-fire performance of very high strength steel S960[J].Journal of Constructional Steel Research,2013,80(1):235.