钢框架焊接节点损伤破坏行为分析
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摘要
为了正确地评价损伤累积效应对结构的影响并准确的预测结构的破坏形态,采用一批在不同循环加载制度下、构造形式不同的钢框架焊接节点试验,深入分析节点损伤破坏的因素和分类。计算试验中所有节点的累积滞回能、最大变形、最大荷载、屈服位移和屈服荷载,从而根据这些基本参数计算每个节点10种损伤指数的发展趋势,比较损伤模型对于节点损伤退化性能描述,验证并探讨不同损伤模型反应破坏模态以及对结构破坏预测的准确性。试验以及分析结果表明:加载制度对破坏模态有较大影响,对于大幅值加载试件,更易发生逐步退化破坏,而小幅值加载的试件,易发生突然破坏;不同损伤模型具有应用的局限性并且参数组合形式对其损伤指数分布影响较大;以变形为参数的模型也能够较好的表现破坏发展趋势并且通过调整参数,与同时考虑能量的模型分布相近,但其形式更为简单并且只与当前量有关,不需要积分计算,在程序中容易实现,为下一步嵌入程序选取模型提供重要的依据,为今后的工程应用提供有力的工具。
In order to evaluate the effect of damage on buildings and predict the failure forms of structures,a series of tests with different configurations were carried out subjected to various cyclic loading patterns.Typical failure modes and probable damage reasons were discussed in depth.Cumulative hysteretic energy,maximum deformation,maximum load,yield displacement and yield load were calculated for all connections.Then,the various index models were summarized and applied in all the tests,and the damage developmental curves of ten damage indices for each connection were obtained based on these basic parameters.Finally,the prediction and evaluation capacity of various damage models were compared for describing the degraded performance and failure modes.The tests and analysis results show that: The loading history significantly affected the distributive shapes of the damage indices.For "large amplitude" loading,specimens indicated a progressive failure while a sudden failure for "small amplitude".Different damage indices have their own scope of application.The selected parameters of the damage indices have great effect on the degradation curves.The model with only displacement variable was recommended,which is easy to be formulated and embedded in application program.
In order to evaluate the effect of damage on buildings and predict the failure forms of structures,a series of tests with different configurations were carried out subjected to various cyclic loading patterns.Typical failure modes and probable damage reasons were discussed in depth.Cumulative hysteretic energy,maximum deformation,maximum load,yield displacement and yield load were calculated for all connections.Then,the various index models were summarized and applied in all the tests,and the damage developmental curves of ten damage indices for each connection were obtained based on these basic parameters.Finally,the prediction and evaluation capacity of various damage models were compared for describing the degraded performance and failure modes.The tests and analysis results show that: The loading history significantly affected the distributive shapes of the damage indices.For "large amplitude" loading,specimens indicated a progressive failure while a sudden failure for "small amplitude".Different damage indices have their own scope of application.The selected parameters of the damage indices have great effect on the degradation curves.The model with only displacement variable was recommended,which is easy to be formulated and embedded in application program.
引文
[1]国家自然科学基金委员会.学科发展战略研究报告-建筑、环境与土木工程Ⅱ[R].北京:科学出版社,2006.National Natural Science Foundation Committee.Subjectdevelopment strategy research report-construction,environment and civil engineeringⅡ[R].Beijing:Science Press,2006.(in Chinese)
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[5]Castiglioni C A,Pucinotti R.Failure criteria andcumulative damage models for steel components undercyclic loading[J].Journal of Constructional SteelResearch,2009,65(4):751―765.
[6]Castiglioni C A,Mouzakis H,Carydis P.Constant andvariable amplitude cyclic behaviour of welded steelbeam-to-column connections[J].Journal of EarthquakeEngineering,2007,11(6):876―902.
[7]Krawinkler H,Zohrei M.Cumulative damage in steelstructures subjected to earthquake ground motion[J].Computers&Structures,1983,16(1/2/3/4):531―41.
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[11]Shen Zuyan,Dong Bao.An experiment-basedcumulative damage mechanics model of steel undercyclic loading[J].Advances in Structural Engineering,1997,1(1):79―87.
[12]Darwin D,Nmai C K.Energy dissipation in RC.beamsunder cyclic load[J].Journal of Structural Engineering,1986,112(8):1829―1846.
[13]Gosain N K,Brown R H,Jirsa J O.Shear requirementfor load reversals on RC members[J].Journal ofStructural Engineering,1977,103(7):1461―1476.
[14]Ibarra L F,Krawinkler H.Global collapse of framestructures under seismic excitations[R].Report 2005/06,Pacific Earthquake Engineering Research Center,September,2005.
[15]Ibarra L F,Medina R A,Krawinkler H.Hystereticmodels that incorporate strength and stiffnessdeterioration[J].Earthquake Engineering and StructuralDynamics,2005,34(12):1489―1511.
[16]董宝,沈祖炎,孙飞飞.考虑损伤累积影响的钢柱空间滞回过程的仿真[J].同济大学学报,1999,27(1):11―15.Dong Bao,Shen Zuyan,Sun Feifei.Simulation of spatialhysteretic behavior of steel columns considering effectsof damage accumulation[J].Journal of Tongji University,1999,27(1):11―15.(in Chinese)
[17]Park Y J,Ang A H S.Mechanistic seismic damagemodel for reinforced concrete[J].Journal of StructuralEngineering,1985,111(4):722―739.
[18]Banon H,Biggs J,Irvine H.Seismic damage inreinforced concrete frames[J].Journal of StructuralEngineering,1981,107(9):1713―1728.
[19]欧进萍,牛荻涛,王光远.多层非线性抗震钢结构的模糊动力可靠性分析与设计[J].地震工程与工程震动,1990,10(4):27―37.Ou Jinping,Niu Ditao,Wang Guangyuan.Fuzzydynamical reliability analysis and design of muti-storeynonlinear aseismic steel structures[J].EarthquakeEngineering and Engineering Vibration,1990,10(4):27―37.(in Chinese)
[20]Hwang T H,Scribner C F.R/C member cyclic responsesduring various loadings[J].Journal of StructuralEngineering,1984,110(3):477―489.
[21]陈宏.高层钢结构节点地震脆断机理及抗震性能研究[D].北京:中国矿业大学,2001.Chen Hong.Seismic brittle fracture mechanism andseismic behavior of steel beam-column connections intall buildings[D].Beijing:China University of Miningand Technology,2001.(in Chinese)
[22]GB50011-2001,建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.GB 50011-2001,Code for seismic design of buildings[S].Beijing:China Architecture&Building Press,2001.(in Chinese)
[23]Egor P,Yang T,Chang S.Design of steel MRFConnections before and after 1994 NorthridgeEarthquake[J].Engineering Structures,1998,20(12):1030―1038.
[2]王萌,石永久,施刚,等.高层钢框架构件与节点滞回模型及损伤退化分析[J].工业建筑,2009(增刊):973―981.Wang Meng,Shi Yongjiu,Shi Gang,et al.Analysis ondegraded and damage hysteretic model of high-rise steelframe structures and connections[J].IndustrialConstruction,2009(Suppl):973―981.(in Chinese)
[3]Lignos D.Sidesway collapse of deteriorating structuralsystem under seismic excitations[D].Stanford,CA:Department of Civil and Environmental Engineering,Stanford University,2008.
[4]Zareian F.Simplified performance-based earthquakeengineering[D].Stanford,CA:Department of Civil andEnvironmental Engineering,Stanford University,2006.
[5]Castiglioni C A,Pucinotti R.Failure criteria andcumulative damage models for steel components undercyclic loading[J].Journal of Constructional SteelResearch,2009,65(4):751―765.
[6]Castiglioni C A,Mouzakis H,Carydis P.Constant andvariable amplitude cyclic behaviour of welded steelbeam-to-column connections[J].Journal of EarthquakeEngineering,2007,11(6):876―902.
[7]Krawinkler H,Zohrei M.Cumulative damage in steelstructures subjected to earthquake ground motion[J].Computers&Structures,1983,16(1/2/3/4):531―41.
[8]李杰.地震循环载荷下钢结构梁柱焊接节点耗能与损伤行为的研究[D].天津:天津大学,2002.Li Jie.Investigation on energy dissipation andaccumulative damage of welded beam-to-columnconnections under earthquake cyclic loading[D].Tianjin:Tianjin University,2002.(in Chinese)
[9]李洪泉,贲庆国,于之绰,等.钢框架结构在地震作用下累积损伤分析及试验研究[J].建筑结构学报,2004,25(3):69―74.Li Hongquan,Ben Qingguo,Yu Zhizhuo,et al.Analysisand experiment of cumulated damage of steel framestructures under earthquake action[J].Journal ofBuilding Structures,2004,25(3):69―74.(in Chinese)
[10]贲庆国.钢框架结构地震作用下累积损伤分析及试验研究[D].南京:南京工业大学,2003.Ben Qingguo.The analysis of the cumulated damage ofsteel frame structures under earthquakes and theexperiment study[D].Nanjing:Nanjing University ofTcehnology,2003.(in Chinese)
[11]Shen Zuyan,Dong Bao.An experiment-basedcumulative damage mechanics model of steel undercyclic loading[J].Advances in Structural Engineering,1997,1(1):79―87.
[12]Darwin D,Nmai C K.Energy dissipation in RC.beamsunder cyclic load[J].Journal of Structural Engineering,1986,112(8):1829―1846.
[13]Gosain N K,Brown R H,Jirsa J O.Shear requirementfor load reversals on RC members[J].Journal ofStructural Engineering,1977,103(7):1461―1476.
[14]Ibarra L F,Krawinkler H.Global collapse of framestructures under seismic excitations[R].Report 2005/06,Pacific Earthquake Engineering Research Center,September,2005.
[15]Ibarra L F,Medina R A,Krawinkler H.Hystereticmodels that incorporate strength and stiffnessdeterioration[J].Earthquake Engineering and StructuralDynamics,2005,34(12):1489―1511.
[16]董宝,沈祖炎,孙飞飞.考虑损伤累积影响的钢柱空间滞回过程的仿真[J].同济大学学报,1999,27(1):11―15.Dong Bao,Shen Zuyan,Sun Feifei.Simulation of spatialhysteretic behavior of steel columns considering effectsof damage accumulation[J].Journal of Tongji University,1999,27(1):11―15.(in Chinese)
[17]Park Y J,Ang A H S.Mechanistic seismic damagemodel for reinforced concrete[J].Journal of StructuralEngineering,1985,111(4):722―739.
[18]Banon H,Biggs J,Irvine H.Seismic damage inreinforced concrete frames[J].Journal of StructuralEngineering,1981,107(9):1713―1728.
[19]欧进萍,牛荻涛,王光远.多层非线性抗震钢结构的模糊动力可靠性分析与设计[J].地震工程与工程震动,1990,10(4):27―37.Ou Jinping,Niu Ditao,Wang Guangyuan.Fuzzydynamical reliability analysis and design of muti-storeynonlinear aseismic steel structures[J].EarthquakeEngineering and Engineering Vibration,1990,10(4):27―37.(in Chinese)
[20]Hwang T H,Scribner C F.R/C member cyclic responsesduring various loadings[J].Journal of StructuralEngineering,1984,110(3):477―489.
[21]陈宏.高层钢结构节点地震脆断机理及抗震性能研究[D].北京:中国矿业大学,2001.Chen Hong.Seismic brittle fracture mechanism andseismic behavior of steel beam-column connections intall buildings[D].Beijing:China University of Miningand Technology,2001.(in Chinese)
[22]GB50011-2001,建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.GB 50011-2001,Code for seismic design of buildings[S].Beijing:China Architecture&Building Press,2001.(in Chinese)
[23]Egor P,Yang T,Chang S.Design of steel MRFConnections before and after 1994 NorthridgeEarthquake[J].Engineering Structures,1998,20(12):1030―1038.
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