火灾作用后钢管混凝土柱-钢梁节点滞回性能试验研究
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摘要
进行了外加强环板型钢管混凝土柱-钢梁节点在恒定轴压力和水平往复荷载作用下的滞回性能试验研究,考察了试验参数,如柱截面形式(圆形和方形截面)、受火时间、梁柱线刚度比和轴压比等对该类节点的延性和耗能指标的影响规律,并对该类节点火灾后的节点刚性和节点域剪切变形性能进行了分析。试验结果表明,本次试验的节点层间位移延性系数μ=2.723~7.856,弹性极限层间位移角θy=1.64[θe]~4.39[θe],弹塑性极限层间位移角θu=1.15[θp]~3.06[θp],等效粘滞阻尼系数ξeq=0.2266~0.3358,故可认为,本文试验参数范围内的该类节点试件都具有良好的抗震性能;此外,火灾后该类节点仍可视为刚性节点,且可不计节点域剪切变形对结构变形的影响。
A series of steel beam to concrete-filled steel tubular column connections with external ring were experimentally tested to study the hysteretic behaviors under combined constant axial load and cyclically increased flexural load. The influence on the ductility and energy dissipation indices of the parameters including the sectional types,the fire duration time,the beam-column stiffness ratio,axial load level,is discussed.The rigidity and shear deformation performance of the connection zone after exposure to fire are studied.It is shown that the story drift ductility index μ fluctuates between 2.723 and 7.856,the elastic limit of story drift angle θ_y is between 1.64 and 4.39,the elastic-plastic limit of story drift angle θ_u is between 1.15 and 3.06,and equivalent damper coefficient ξ_(eq) is between 0.2266 and 0.3358.It can be concluded that the tested connection specimens reported in the paper have good earthquake-resistant performance.In addition,the type of connections after exposure to fire can be regarded as rigid connection,and the influence of shear deformation on the overall deformation can be neglected.
A series of steel beam to concrete-filled steel tubular column connections with external ring were experimentally tested to study the hysteretic behaviors under combined constant axial load and cyclically increased flexural load. The influence on the ductility and energy dissipation indices of the parameters including the sectional types,the fire duration time,the beam-column stiffness ratio,axial load level,is discussed.The rigidity and shear deformation performance of the connection zone after exposure to fire are studied.It is shown that the story drift ductility index μ fluctuates between 2.723 and 7.856,the elastic limit of story drift angle θ_y is between 1.64 and 4.39,the elastic-plastic limit of story drift angle θ_u is between 1.15 and 3.06,and equivalent damper coefficient ξ_(eq) is between 0.2266 and 0.3358.It can be concluded that the tested connection specimens reported in the paper have good earthquake-resistant performance.In addition,the type of connections after exposure to fire can be regarded as rigid connection,and the influence of shear deformation on the overall deformation can be neglected.
引文
[1]韩林海.钢管混凝土结构———理论与实践[M].北京:科学出版社,2004.
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[5]Han L H,Huo J S.Concrete-filled hollow structural steelcolumns after exposure to ISO-834 fire standard[J].Journal ofStructural Engineering,ASCE,2003,129(1):68-78.
[6]Han L H,Lin X K.Tests on cyclic behavior of concrete-filledhollow structural steel columns after exposure to the ISO-834standard fire[J].Journal of Structural Engineering,ASCE,2004,130(11):1807-1819.
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[8]Han L H,Huo J S,Wang Y C.Compressive and flexuralbehaviour ofconcrete filled steel tubes after exposure to standardfire[J].Journal of Constructional Steel Research,2005,61(7):882-901.
[9]ISO 834 Fire resistance tests-elements of building construction[S].1975.
[10]GB/T 9978—1999建筑构件耐火试验方法[S].
[11]ATC-24 Guidelines for cyclic seismic testing of components ofsteel structures[S].Redwood City(CA):Applied TechnologyCouncil,1992.
[12]霍静思.火灾作用后钢管混凝土柱-钢梁节点力学性能研究[D].福州大学,2005.
[13]GB 50011—2001建筑抗震设计规范[S].
[14]唐九如.钢筋混凝土框架节点抗震(第一版)[M].南京:东南大学出版社,1989.
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[16]周天华.方钢管混凝土柱-钢梁框架节点抗震性能及承载力研究[D].西安建筑科技大学,2004.
[2]Han L H,Yang H,Cheng S L.Tests on the residual strength ofconcrete filled steel tubes after high temperatures[A].Proceedings of The First International Conference on Steel andComposite Structures[C].Pusan,Korea,2001:1709-1716.
[3]Han L H,Yang H,Cheng S L.Residual strength of concretefilled RHS stub columns after exposure to high temperatures[J].Advances in Structural Engineering,2002,5(2):123-134.
[4]Han L H,Yang Y F,Yang H,Huo J S.Residual strength ofconcrete-filled RHS columns after exposure to the ISO-834standard fire[J].Thin-walled Structures,2002,40(12):991-1012.
[5]Han L H,Huo J S.Concrete-filled hollow structural steelcolumns after exposure to ISO-834 fire standard[J].Journal ofStructural Engineering,ASCE,2003,129(1):68-78.
[6]Han L H,Lin X K.Tests on cyclic behavior of concrete-filledhollow structural steel columns after exposure to the ISO-834standard fire[J].Journal of Structural Engineering,ASCE,2004,130(11):1807-1819.
[7]霍静思,韩林海.ISO-834标准火灾作用后钢管混凝土的轴压刚度和抗弯刚度[J].地震工程与工程振动,2002,22(5):143-151.
[8]Han L H,Huo J S,Wang Y C.Compressive and flexuralbehaviour ofconcrete filled steel tubes after exposure to standardfire[J].Journal of Constructional Steel Research,2005,61(7):882-901.
[9]ISO 834 Fire resistance tests-elements of building construction[S].1975.
[10]GB/T 9978—1999建筑构件耐火试验方法[S].
[11]ATC-24 Guidelines for cyclic seismic testing of components ofsteel structures[S].Redwood City(CA):Applied TechnologyCouncil,1992.
[12]霍静思.火灾作用后钢管混凝土柱-钢梁节点力学性能研究[D].福州大学,2005.
[13]GB 50011—2001建筑抗震设计规范[S].
[14]唐九如.钢筋混凝土框架节点抗震(第一版)[M].南京:东南大学出版社,1989.
[15]周起敬,姜维山,潘泰华.钢与混凝土组合结构设计施工手册[M].北京:中国建筑工业出版社,1991.
[16]周天华.方钢管混凝土柱-钢梁框架节点抗震性能及承载力研究[D].西安建筑科技大学,2004.
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