地震荷载作用下钢框架梁柱节点的低周疲劳损伤积累分析方法及探讨
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摘要
根据目前报道的实验研究成果,介绍了钢框架梁柱节点低周疲劳损伤积累的分析方法。结合研究者提出的分析模型和设计规范,综述了梁柱节点寿命评估方法和低周疲劳损伤积累评估模型。重点包括S-N曲线、断裂力学和局部应变分析方法的比较,并对进一步的应用进行了探讨。最后为在国内进一步开展相关研究工作提出了建议。
Based on the current experimental studies,low-cycle fatigue damage accumulation assessment approaches of steel beam-to-column joint were presented.As a study of the current analytical models and design codes,investi-gations in the area of low-cycle fatigue life prediction and damage model were outlined.This included the compara-tive studies of S-N line approach,fracture mechanics approach and local strain approach.Further application and the development of these models were discussed,and some suggestions were given for further research work.
Based on the current experimental studies,low-cycle fatigue damage accumulation assessment approaches of steel beam-to-column joint were presented.As a study of the current analytical models and design codes,investi-gations in the area of low-cycle fatigue life prediction and damage model were outlined.This included the compara-tive studies of S-N line approach,fracture mechanics approach and local strain approach.Further application and the development of these models were discussed,and some suggestions were given for further research work.
引文
[1]陈肇元,钱稼茹.汶川地震建筑震害调查与灾后重建分析报告[M].北京:中国建筑工业出版社2,008.
[2]李国强,陈素文.从汶川地震灾害看钢结构在地震区的应用[J].建筑钢结构进展,2008(4):1-7.
[3]Mazzolani F M.Moment resistant connections of steel framesin seismic areas[M].London:E&FN SPON Press2,000.
[4]Ricles J M,Fisher J W,Lu L W,et al.Development of im-proved welded moment connections for earthquake-resistantdesign[J].Journal of Constructional Steel Research,2002(58):565-604.
[5]Ballio G,Castiglioni C A.A unified approach for the designof steel structures under low/or high cycle fatigue[J].Jour-nal of Constructional Steel Research,1995(43):75-101.
[6]Tateishi K,Chen T,Hanji T.Extremely low cycle fatigueassessment method for un-stiffened cantilever steel columns[J].Structural Engineering/Earthquake Engineering,2008(25):16-24.
[7]The nCode book of fatigue theory,handbook of nCode pro-gram-endure user’s manual[M].2002.
[8]European Committee for Standardization(CEN).Eurocode3,design of steel structures:part 1-9f,atigue[S].prEN-1993-1-9,Brussels,Belgium,2005.
[9]Krawinkler H,Zohrei M.Cumulative damage in steel struc-tures subjected to earthquake ground motion[J].Computers&Structures,1983(16):531-541.
[10]Bernuzzi C,Calado L,Castiglioni C A.Ductility and loadcarrying capacity prediction of steel beam-to-column connec-tions under cyclic reversal loading[J].Journal of Earth-quake Engineering,1997(1):401-432.
[11]Sedlacek G,Feldmann M,Weynand K,et al.Safety con-sideration of annex J of eurocode 3[M]//Colson B,Perga-mon Z.Connections in Steel Structures III.New York:Perga-mon1,995:453-462.
[12]Calado L,Castiglioni C A.Low cycle fatigue testing ofsemi-rigid beam-to-column connections[M]//Colson B,Pergamon Z.Connections in Steel Structures III.New York:Pergamon,1995:371-380.
[13]Castiglioni C A,Mouzakis H,Carydis P.Constant and var-iable amplitude cyclic behaviour of welded steel beam-to-column connections[J].Journal of Earthquake Engineering,2007(11):876-902.
[14]Ballio G,Calado L,Castiglioni C A.Low cycle fatigue be-haviour of structural steel members and connections[J].Fa-tigue and Fracture of Engineering Materials and Structures,1997(20):1129-1146.
[15]程勒,赵树山.断裂力学[M].北京:科学出版社,2006.
[16]Iyama J,Ricles J M.Prediction of fatigue strength of weldedbeam-to-column connections under earthquake loading[J].Journal of Structural Engineering,ASCE,2009,135(12):1472-1480.
[17]Coffin L F.A study of effects of cyclic thermal stresses on aductile metal[J].Transactions of the American Society ofMechanical Engineers,1954,76:931-950.
[18]Basquin O H.The exponential law of endurance test[C]//Proceedings of the American Society for Testing and Materi-als.1910(10):625-630.
[19]Plumier A,Agatino M R,Castellani Ae,t al.Resistance ofsteel connections to low-cycle fatigue[C]//Proceeding of11th European Conference on Earthquake Engineering.1998:317-335.
[20]Bernuzzi C,Calado L,Castiglioni C A.Low cycle fatigueof structural steel components:a method for re-analysis oftest data and a design approach based on ductility[J].ISETJournal of Earthquake Technology,20003,7:47-63.
[21]Kumar S,Usami T.A note on the evaluation of damage insteel structures under cyclic loading[J].Journal of Structur-al Mechanics and Earthquake Engineering,JSCE,1994(40A):177-188.
[22]Newmark N M,Riddell R.Inelastic spectra for seismic de-sign[C]//Proc of 7th World Conference on Earthquake En-gineering.Istanbul,1980(4):129-136.
[23]Darwin D,Nmai C K.Energy dissipation in RC beams un-der cyclic load[J].Journal of Structural Engineering,1986(112):1829-1846.
[24]Castiglioni C A,Pucinotti R.Failure criteria and cumula-tive damage models for steel components under cyclic load-ing[J].Journal of Constructional Steel Research,2009,65:751-765.
[25]Nastar N,Anderson J C,Brandow G E,et al.Effects oflow-cycle fatigue on a 10-storey steel building[J].TheStructural Design of Tall and Special Buildings,2010(19):95-113.
[26]Park Y J,Ang A H-S,Wen Y K.Damage-limiting aseis-mic design of buildings[J].Earthquake Spectra,1987(3):1-26.
[2]李国强,陈素文.从汶川地震灾害看钢结构在地震区的应用[J].建筑钢结构进展,2008(4):1-7.
[3]Mazzolani F M.Moment resistant connections of steel framesin seismic areas[M].London:E&FN SPON Press2,000.
[4]Ricles J M,Fisher J W,Lu L W,et al.Development of im-proved welded moment connections for earthquake-resistantdesign[J].Journal of Constructional Steel Research,2002(58):565-604.
[5]Ballio G,Castiglioni C A.A unified approach for the designof steel structures under low/or high cycle fatigue[J].Jour-nal of Constructional Steel Research,1995(43):75-101.
[6]Tateishi K,Chen T,Hanji T.Extremely low cycle fatigueassessment method for un-stiffened cantilever steel columns[J].Structural Engineering/Earthquake Engineering,2008(25):16-24.
[7]The nCode book of fatigue theory,handbook of nCode pro-gram-endure user’s manual[M].2002.
[8]European Committee for Standardization(CEN).Eurocode3,design of steel structures:part 1-9f,atigue[S].prEN-1993-1-9,Brussels,Belgium,2005.
[9]Krawinkler H,Zohrei M.Cumulative damage in steel struc-tures subjected to earthquake ground motion[J].Computers&Structures,1983(16):531-541.
[10]Bernuzzi C,Calado L,Castiglioni C A.Ductility and loadcarrying capacity prediction of steel beam-to-column connec-tions under cyclic reversal loading[J].Journal of Earth-quake Engineering,1997(1):401-432.
[11]Sedlacek G,Feldmann M,Weynand K,et al.Safety con-sideration of annex J of eurocode 3[M]//Colson B,Perga-mon Z.Connections in Steel Structures III.New York:Perga-mon1,995:453-462.
[12]Calado L,Castiglioni C A.Low cycle fatigue testing ofsemi-rigid beam-to-column connections[M]//Colson B,Pergamon Z.Connections in Steel Structures III.New York:Pergamon,1995:371-380.
[13]Castiglioni C A,Mouzakis H,Carydis P.Constant and var-iable amplitude cyclic behaviour of welded steel beam-to-column connections[J].Journal of Earthquake Engineering,2007(11):876-902.
[14]Ballio G,Calado L,Castiglioni C A.Low cycle fatigue be-haviour of structural steel members and connections[J].Fa-tigue and Fracture of Engineering Materials and Structures,1997(20):1129-1146.
[15]程勒,赵树山.断裂力学[M].北京:科学出版社,2006.
[16]Iyama J,Ricles J M.Prediction of fatigue strength of weldedbeam-to-column connections under earthquake loading[J].Journal of Structural Engineering,ASCE,2009,135(12):1472-1480.
[17]Coffin L F.A study of effects of cyclic thermal stresses on aductile metal[J].Transactions of the American Society ofMechanical Engineers,1954,76:931-950.
[18]Basquin O H.The exponential law of endurance test[C]//Proceedings of the American Society for Testing and Materi-als.1910(10):625-630.
[19]Plumier A,Agatino M R,Castellani Ae,t al.Resistance ofsteel connections to low-cycle fatigue[C]//Proceeding of11th European Conference on Earthquake Engineering.1998:317-335.
[20]Bernuzzi C,Calado L,Castiglioni C A.Low cycle fatigueof structural steel components:a method for re-analysis oftest data and a design approach based on ductility[J].ISETJournal of Earthquake Technology,20003,7:47-63.
[21]Kumar S,Usami T.A note on the evaluation of damage insteel structures under cyclic loading[J].Journal of Structur-al Mechanics and Earthquake Engineering,JSCE,1994(40A):177-188.
[22]Newmark N M,Riddell R.Inelastic spectra for seismic de-sign[C]//Proc of 7th World Conference on Earthquake En-gineering.Istanbul,1980(4):129-136.
[23]Darwin D,Nmai C K.Energy dissipation in RC beams un-der cyclic load[J].Journal of Structural Engineering,1986(112):1829-1846.
[24]Castiglioni C A,Pucinotti R.Failure criteria and cumula-tive damage models for steel components under cyclic load-ing[J].Journal of Constructional Steel Research,2009,65:751-765.
[25]Nastar N,Anderson J C,Brandow G E,et al.Effects oflow-cycle fatigue on a 10-storey steel building[J].TheStructural Design of Tall and Special Buildings,2010(19):95-113.
[26]Park Y J,Ang A H-S,Wen Y K.Damage-limiting aseis-mic design of buildings[J].Earthquake Spectra,1987(3):1-26.
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