长持时地震作用下钢结构梁柱节点塑性变形能力
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摘要
延性破坏是钢框架中梁柱节点最常见的破坏模式之一。目前主要通过试验方法来评价发生延性破坏钢梁的塑性变形能力,其中材料的屈强比、梁的弯矩梯度和梁柱节点的详细构造等都是重要的参数。但是在实际试验中要涵盖所有这些参数是不可能的,也是不现实的。此外,影响钢梁塑性变形能力的另一个重要的因素是加载机制。最近几年,长持时地震对结构构件的影响备受关注。长持时地震作用下,钢梁往往承受长时间的低幅循环荷载,然而,目前的试验研究中大多采用各个国家规范推荐的振幅递增加载机制。通过数值分析方法,对长持时地面运动作用下钢梁的塑性变形能力进行评估。
Ductile fracture is one of the most common failure modes of steel beam-to-column connections in moment resisting frames. Most proposed evaluation methods of the plastic deformation capacity of a beam until ductile fracture are based on steel beam tests,where the material' s yield strength ratio,the beam' s moment gradient,and beam-to-column connection details are the most important parameters. It is impossible and unpractical to cover all these parameters in real tests.Therefore,a new attempt to evaluate a beam' s plastic deformation capacity through analysis was introduced. Another important issue is about the loading histories. Recent years,the effect on the structural component under long-duration ground motion has drawn great attentions. Steel beams tend to experience a large number of loading cycles with small amplitudes during long-duration earthquakes. However,current research often focuses on the beam' s behavior under standard incremental loading protocols recommended by respective countries. The plastic deformation capacity of steel beams subjected to long duration ground motions was evaluated through analytical methodology.
Ductile fracture is one of the most common failure modes of steel beam-to-column connections in moment resisting frames. Most proposed evaluation methods of the plastic deformation capacity of a beam until ductile fracture are based on steel beam tests,where the material' s yield strength ratio,the beam' s moment gradient,and beam-to-column connection details are the most important parameters. It is impossible and unpractical to cover all these parameters in real tests.Therefore,a new attempt to evaluate a beam' s plastic deformation capacity through analysis was introduced. Another important issue is about the loading histories. Recent years,the effect on the structural component under long-duration ground motion has drawn great attentions. Steel beams tend to experience a large number of loading cycles with small amplitudes during long-duration earthquakes. However,current research often focuses on the beam' s behavior under standard incremental loading protocols recommended by respective countries. The plastic deformation capacity of steel beams subjected to long duration ground motions was evaluated through analytical methodology.
引文
[1]YOUSSEF N,BONOWITZ D,GROSS J L.NISTIR 5625A survey of steel moment-resisting frame buildings affected by the 1994 Northridge earthquake[S].National Institute of Standards and Technology,1995.
[2]NAKASHIMA M,INOUE K,TADA M.Classification of damage to steel buildings observed in the 1995 HyogokenNanbu earthquake[J].Engineering Structurces,1998,20(4-6):271-281.
[3]ROEDER C W.Connection performance for seismic design of steel moment frames[J].Journal of Structural Engineering,2014,128(4):517-525.
[4]CLARK P,FRANK K,KRAWINKLER H,et al.SAC/BD-97/02 Protocol for fabrication,inspection,testing,and documentation of beam-column connection tests and other experimental specimens[R].1997.
[5]Study on testing method for structural performance evaluation of steel structures[R].Tokyo:Building Research Institute and the Japan Iron and Steel Federation,2002.
[6]SEKI K,NARIHARA H,YASUDA S,et al.Study on safety assessment methods for super-high-rise steel buildings against long-period earthquake ground motions(part11):multi-cycle loading test of welded beam-tocolumn connection(outline of test)[C]//Proceedings of the AIJ Annual Meeting.Nagoya,2012.
[7]JIAO Y,YAMADA S,KISHIKI S.Plastic deformation capacity of structural steel under various axial strain histories[C]//8th International Conference on Urban Earthquake Engineering.Tokyo,2010.
[8]AKIYAMA H.Earthquake-resistant limit-state design for buildings[M].Tokyo:University of Tokyo Press,1985.
[9]KATO B,AKIYAMA H,UCHIDA N.Ultimate strength of structural steel members(I)[J].Journal of Structural and Construction Engineering,Transactions of the AIJ,1966(119):22-30.
[10]YAMADA M,SAKAE K,TADOKORO T,et al.Elastoplastic bending deformation of wide flange beam-columns under axial compression,part I:bending momentcurvature and bending moment-deflection relations under static loading[J].Journal of Structural and Construction Engineering,Transactions of the AIJ,1966(127):8-14.
[11]YAMADA S,AKIYAMA H.Deteriorating behavior of steel members in post-buckling range[C]//Structural Stability and Design.Balkema,Rotterdam,1995:169-174.
[12]YAMADA S,IMAEDA T,OKADA K.Simple hysteresis model of structural steel considering the Bauschinger effect[J].Journal of Structural and Construction Engineering,Transactions of the AIJ,2002(559):225-232.
[13]MATSUMOTO Y,YAMADA S,AKIYAMA H.Fracture of beam-to-column connections simulated by means of the shaking table test using the inertial loading equipment[C]//Behaviour of Steel Structures in Seismic Areas.Balkema,Rotterdam,2000:215-222.
[14]Recommendation for design of connections in steel structures[S].Tokyo:Architectural Institute of Japan,2006.
[15]SUITA K,TANAKA T.Flexural strength of beam web to square tube column joints[J].Steel Construction Engineering,2000,7(26):8-51.
[16]SUZUKI T,ISHII T,MORITA K,et al.Experimental study on fracture behavior of welded beam-to-column joint with defect[J].Steel Construction Engineering,1999,6(23):149-164.
[17]Japanese architectural standard specification JASS 6:steel work[S].Tokyo:Architectural Institute of Japan,1996.
[18]JIS Z 2201∶1998金属材料拉伸试件[S].日本工业标准调查会,1998.
[2]NAKASHIMA M,INOUE K,TADA M.Classification of damage to steel buildings observed in the 1995 HyogokenNanbu earthquake[J].Engineering Structurces,1998,20(4-6):271-281.
[3]ROEDER C W.Connection performance for seismic design of steel moment frames[J].Journal of Structural Engineering,2014,128(4):517-525.
[4]CLARK P,FRANK K,KRAWINKLER H,et al.SAC/BD-97/02 Protocol for fabrication,inspection,testing,and documentation of beam-column connection tests and other experimental specimens[R].1997.
[5]Study on testing method for structural performance evaluation of steel structures[R].Tokyo:Building Research Institute and the Japan Iron and Steel Federation,2002.
[6]SEKI K,NARIHARA H,YASUDA S,et al.Study on safety assessment methods for super-high-rise steel buildings against long-period earthquake ground motions(part11):multi-cycle loading test of welded beam-tocolumn connection(outline of test)[C]//Proceedings of the AIJ Annual Meeting.Nagoya,2012.
[7]JIAO Y,YAMADA S,KISHIKI S.Plastic deformation capacity of structural steel under various axial strain histories[C]//8th International Conference on Urban Earthquake Engineering.Tokyo,2010.
[8]AKIYAMA H.Earthquake-resistant limit-state design for buildings[M].Tokyo:University of Tokyo Press,1985.
[9]KATO B,AKIYAMA H,UCHIDA N.Ultimate strength of structural steel members(I)[J].Journal of Structural and Construction Engineering,Transactions of the AIJ,1966(119):22-30.
[10]YAMADA M,SAKAE K,TADOKORO T,et al.Elastoplastic bending deformation of wide flange beam-columns under axial compression,part I:bending momentcurvature and bending moment-deflection relations under static loading[J].Journal of Structural and Construction Engineering,Transactions of the AIJ,1966(127):8-14.
[11]YAMADA S,AKIYAMA H.Deteriorating behavior of steel members in post-buckling range[C]//Structural Stability and Design.Balkema,Rotterdam,1995:169-174.
[12]YAMADA S,IMAEDA T,OKADA K.Simple hysteresis model of structural steel considering the Bauschinger effect[J].Journal of Structural and Construction Engineering,Transactions of the AIJ,2002(559):225-232.
[13]MATSUMOTO Y,YAMADA S,AKIYAMA H.Fracture of beam-to-column connections simulated by means of the shaking table test using the inertial loading equipment[C]//Behaviour of Steel Structures in Seismic Areas.Balkema,Rotterdam,2000:215-222.
[14]Recommendation for design of connections in steel structures[S].Tokyo:Architectural Institute of Japan,2006.
[15]SUITA K,TANAKA T.Flexural strength of beam web to square tube column joints[J].Steel Construction Engineering,2000,7(26):8-51.
[16]SUZUKI T,ISHII T,MORITA K,et al.Experimental study on fracture behavior of welded beam-to-column joint with defect[J].Steel Construction Engineering,1999,6(23):149-164.
[17]Japanese architectural standard specification JASS 6:steel work[S].Tokyo:Architectural Institute of Japan,1996.
[18]JIS Z 2201∶1998金属材料拉伸试件[S].日本工业标准调查会,1998.
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