纤维模型在钢拱桥抗震设计中的适用性研究
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摘要
为了探讨纤维模型在钢拱桥抗震设计中的适用性以及钢拱桥合理的验算方法,并考察动轴力及钢板局部变形对钢拱桥的影响,以一座跨度为200m的上承式钢拱桥为对象,利用精细的三维有限元计算模型讨论了钢拱桥弹塑性地震反应特性,并在此基础上探讨了采用纤维模型进行抗震验算的适用性。研究结果表明:地震动轴力对钢拱肋极限应变的影响不可忽略;纤维模型仅适用于发生轻微损伤的钢结构弹塑性地震反应的计算;对于截面接近正方形的构件,用破坏区的平均应变指标验算纤维模型的损伤程度是一种可行的方法,但合理的等效塑性域长度还有待进一步研究。
In order to investigate the applicability of fiber model in seismic design for steel arch bridge and the reasonable checking method for steel arch bridge,and to study the influences of dynamic axial force and local deformation of steel plate on steel arch bridge,a deck-through type arch bridge with a span length of 200 m was employed as the research object to study the elastoplastic seismic response using a three-dimensional finite element model.On this basis the applicability of fiber model in seismic checking of steel arch bridge was discussed.The results show that the influence of dynamic axial force on the ultimate strain of the structure cannot be neglected;fiber model is only applicable to elasto-plastic seismic response analysis of steel structure with a slight damage;the average strain of damage zone is a feasible index to check the damage degrees of the members with approximate square sections,but further studies are needed to determine the equivalent length of plastic zone.
In order to investigate the applicability of fiber model in seismic design for steel arch bridge and the reasonable checking method for steel arch bridge,and to study the influences of dynamic axial force and local deformation of steel plate on steel arch bridge,a deck-through type arch bridge with a span length of 200 m was employed as the research object to study the elastoplastic seismic response using a three-dimensional finite element model.On this basis the applicability of fiber model in seismic checking of steel arch bridge was discussed.The results show that the influence of dynamic axial force on the ultimate strain of the structure cannot be neglected;fiber model is only applicable to elasto-plastic seismic response analysis of steel structure with a slight damage;the average strain of damage zone is a feasible index to check the damage degrees of the members with approximate square sections,but further studies are needed to determine the equivalent length of plastic zone.
引文
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[14]梁正裕,陈艾荣.考虑双非线性影响的大跨度上承式钢拱桥地震响应研究[J].振动与冲击,2009,28(11):139-145.LIANG Zheng-yu,CHEN Ai-rong.Earthquake Response Analysis of Long Span Steel Deck Arch Bridge Considering Effects of Elasto-plastic Finite Displacement[J].Journal of Vibration and Shock,2009,28(11):139-145.
[15]USAMI T,LU Z,GE H,et al.Seismic Performance Evaluation of Steel Arch Bridges Against Major Earthquakes.Part 1:Dynamic Analysis Approach[J].Earthquake Engineering and Structural Dynamics,2004,33(14):1337-1354.
[16]LU Z,USAMI T,GE H.Seismic Performance Evaluation of Steel Arch Bridges Against Major Earthquakes.Part 2:Simplified Verification Procedure[J].Earthquake Engineering and Structural Dynamics,2004,33(14):1355-1372.
[17]LU Z,GE H,USAMI T.Applicability of Pushover Analysis-based Seismic Performance Evaluation Procedure for Steel Arch Bridges[J].Engineering Structures,2004,26(13):1957-1977.
[18]CETINKAYA O T,NAKAMURA S,TAKAHASHI K.A Static Analysis-based Method for Estimating the Maximum Out-of-plane Inelastic Seismic Response of Steel Arch Bridges[J].Engineering Structures,2006,28(5):635-647.
[19]CETINKAYA O T,NAKAMURA S,TAKAHASHI K.Expansion of a Static Analysis-based Out-of-plan Maximum Inelastic Seismic Response Estimation Method for Steel Arch Bridges to In-plane Response Estimation[J].Engineering Structures,2009,31(9):2209-2212.
[20]USAMI T,LU Z,GE H.A Seismic Upgrading Method for Steel Arch Bridges Using Buckling-restrained Braces[J].Earthquake Engineering and Structural Dynamics,2005,34(4/5):
[2]CALTRANS S D C.Caltrans Seismic Design Criteria[M].Sacramento:California Department of Transportation,2010.
[3]Japanese Road Association.Specifications for Highway Bridges,Part V:Seismic Design[M].Tokyo:Japanese Road Association,2004.
[4]JTG/T B02-01—2008,公路桥梁抗震设计细则[S].JTG/T B02-01—2008,Guidelines for Seismic Design of Highway Bridges[S].
[5]CJJ 166—2011,城市桥梁抗震设计规范[S].CJJ 166—2011,Code for Seismic Design of Urban Bridges[S].
[6]JSCE.Investigation of Causes of Damage to Steel Structure on Hanshin-Awaji Earthquake Disaster[M].Tokyo:Maruzen,2000.
[7]KAWASHIMA K,UNJOH S.The Damage of Highway Bridges in the 1995 Hyogo-Ken Nanbu Earthquake and Its Impact on Japanese Seismic Design[J].Journal of Earthquake Engineering,1997,1(3):505-541.
[8]ZHENG Y,USAMI T,GE H.Ductility of Thinwalled Steel Box Stub-columns[J].Journal of Structural Engineering,2000,126(11):1304-1311.
[9]USAMI T.Guidelines for Seismic and Damage Control Design of Steel Arch Bridges[M].Tokyo:Gihodo Shuppan Co.Ltd.,2007.
[10]GE H,TSUMURA Y.Experimental and Analytical Study on the Evaluation of Ductile Crack Initiation in Steel Bridge Piers[J].Journal of Structural Engineering,2009,55:605-616.
[11]LIU Xiao-gang,FAN Jian-sheng,NIE Jian-guo,et al.Behavior of Composite Rigid Frame Bridge Under Bidirectional Seismic Excitations[J].Journal of Traffic and Transportation Engineering:English Edition,2014,1(1):62-71.
[12]NONAKA T,ALI A.Dynamic Response of Halfthrough Steel Arch Bridge Using Fiber Model[J].Journal of Bridge Engineering,2001,6(6):482-488.
[13]NONAKA T,USAMI T,YOSHINO H,et al.Elastic-plastic Behavior and Improvement of Seismic Performance for Upper-deck Type Steel Arch Bridges[J].Journal of Structural Mechanics and Earthquake Engineering,2003,731(63):31-49.
[14]梁正裕,陈艾荣.考虑双非线性影响的大跨度上承式钢拱桥地震响应研究[J].振动与冲击,2009,28(11):139-145.LIANG Zheng-yu,CHEN Ai-rong.Earthquake Response Analysis of Long Span Steel Deck Arch Bridge Considering Effects of Elasto-plastic Finite Displacement[J].Journal of Vibration and Shock,2009,28(11):139-145.
[15]USAMI T,LU Z,GE H,et al.Seismic Performance Evaluation of Steel Arch Bridges Against Major Earthquakes.Part 1:Dynamic Analysis Approach[J].Earthquake Engineering and Structural Dynamics,2004,33(14):1337-1354.
[16]LU Z,USAMI T,GE H.Seismic Performance Evaluation of Steel Arch Bridges Against Major Earthquakes.Part 2:Simplified Verification Procedure[J].Earthquake Engineering and Structural Dynamics,2004,33(14):1355-1372.
[17]LU Z,GE H,USAMI T.Applicability of Pushover Analysis-based Seismic Performance Evaluation Procedure for Steel Arch Bridges[J].Engineering Structures,2004,26(13):1957-1977.
[18]CETINKAYA O T,NAKAMURA S,TAKAHASHI K.A Static Analysis-based Method for Estimating the Maximum Out-of-plane Inelastic Seismic Response of Steel Arch Bridges[J].Engineering Structures,2006,28(5):635-647.
[19]CETINKAYA O T,NAKAMURA S,TAKAHASHI K.Expansion of a Static Analysis-based Out-of-plan Maximum Inelastic Seismic Response Estimation Method for Steel Arch Bridges to In-plane Response Estimation[J].Engineering Structures,2009,31(9):2209-2212.
[20]USAMI T,LU Z,GE H.A Seismic Upgrading Method for Steel Arch Bridges Using Buckling-restrained Braces[J].Earthquake Engineering and Structural Dynamics,2005,34(4/5):
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