钢框架梁局部屈曲损伤描述材料本构分析
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摘要
在罕遇地震分析中,考虑构件的损伤退化特征对提高杆系模型的计算准确性显得尤为重要,因此,如何利用有限元准确地模拟构件局部屈曲的退化现象是进行参数分析并提取退化模型的重点所在,而钢材的本构关系则是其中的基础.采用通用有限元软件ABAQUS,对比分析不同本构模型的计算结果与典型局部屈曲退化试验结果,提出能够准确计算循环荷载下局部屈曲退化行为的钢材本构模型.在校准模型的基础上,通过参数分析,探讨影响构件局部屈曲损伤退化的因素,提出不同控制因素下损伤退化规律,为提出考虑损伤退化的杆系模型提供有力的工具.分析结果表明:翼缘宽厚比、强屈比以及腹板高厚比会一定程度影响局部屈曲退化现象,其中翼缘宽厚比对其最终退化程度有明显影响,但屈服强度对退化过程影响不大.
In severe earthquake analysis,it is necessary to propose damage and degradation characteristics for improving the accuracy of "line" model.Therefore,it is important to accurately simulate local buckling damage and degradation with finite element method for parameter analysis.Appropriate constitutive model is needed.By comparing the results of using different constitutive models in ABAQUS with typical local buckling degradation tests,a steel constitutive model was proposed to accurately calculate the degradation of local buckling.Based on the calibrated model,damage and degradation factors of local buckling were discussed by parameter analysis;cumulative damage rules under different control factors were proposed,which provided a powerful tool for improving the accuracy of "line" model.The results showed that:flange and web width-thickness ratio and steel strength-yield ratio would seriously affect the local buckling damage and degradation.Flange width-thickness ratio had most significant effect on ultimate degradation.However,the yield strength had little effect on degradation process.
In severe earthquake analysis,it is necessary to propose damage and degradation characteristics for improving the accuracy of "line" model.Therefore,it is important to accurately simulate local buckling damage and degradation with finite element method for parameter analysis.Appropriate constitutive model is needed.By comparing the results of using different constitutive models in ABAQUS with typical local buckling degradation tests,a steel constitutive model was proposed to accurately calculate the degradation of local buckling.Based on the calibrated model,damage and degradation factors of local buckling were discussed by parameter analysis;cumulative damage rules under different control factors were proposed,which provided a powerful tool for improving the accuracy of "line" model.The results showed that:flange and web width-thickness ratio and steel strength-yield ratio would seriously affect the local buckling damage and degradation.Flange width-thickness ratio had most significant effect on ultimate degradation.However,the yield strength had little effect on degradation process.
引文
[1]刘爱文,李小军,郭恩栋,等.玉树和宁洱等近城镇中强地震对中小城市影响的启示[J].应用基础与工程科学学报,2010,18(增刊):152-161Liu Aiwen,Li Xiaojun,Guo Endong,et al.Effect of urban earthquake on the small and medium city in China throughthe damage analysis of Yushu Earthquake and Ning'er Earthquake[J].Journal of Basic Science and Engineering,2010,18(S):152-161
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[11]Mele E,Calado L,Luca A D.Experimental investigation on european welded connections[J].Journal of StructuralEngineering,2003,129(10):1301-1311
[12]Castiglioni C A.Effects of the loading history on the local buckling behavior and failure mode of welded beam-to-columnjoints in moment-resisting steel frames[J].Joiurnal oif Engineering Mechanics-ASCE,2005,131(6):568-585
[13]郝际平.钢结构在循环荷载作用下的局部屈曲、低周疲劳的试验与理论研究[D].西安建筑科技大学,结构工程,1995Hao Jiping.Experimental and theoretical study of local buckling and low cyclic fatigue of steel structure under cyclicload[D].Xi'an University of Architecture and Technology,Structure Engineering,1995
[14]郑宏.工形截面钢构件在循环荷载作用下平面外相关屈曲分析及抗震设计对策[D].西安建筑科技大学,结构工程,2008Zheng Hong.Interactive flexural-torsional buckling behavior and design criterion of i-beams and beam-columns undercyclic loading[D].Xi'an University of Architecture and Technology,Structure Engineering,2008
[15]Carlo A,Raffaele P.Failure criteria and cumulative damage models for steel components under cyclic loading[J].Journal of Constructional Steel Research,2009,65(1):751-765
[16]Hodge P G.The theory of piecewise linear isotropic plasticity.Proceedings,colloquium on deformation and flow of soild[M].Spain:Madrid,1955:147-169
[17]Prager W.The theory of plasticity:a survey of recent achievement.proceedings of the institute of mechanical engineers[J].England:London,1955:169:41-57
[18]Esmaeily A,Xiao Y.Behavior of reinforced concrete columns under variable axial loads:analysis[J].ACI StructuralJournal,2005,102(5):736-744
[19]Ramberg W,Osgood W R.Description of stress-strain curves by three parameters[R].National Advisory Committee forAeronautics,TN 902,1943
[20]Shi Yongjiu,Wang Meng,Wang Yuanqing.Extremely low cycle fatigue experimental and constitutive model study ofstructural steel under cyclic loading[J].Journal of Constructional Steel Research,2011,67(8):1185-1197
[21]ABAQUS.Analysis user's manual I_V.Version 6.9[CP].USA:ABAQUS,Inc.,Dassault Systèmes;2009
[2]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,2006National Natural Science Foundation Committee.Subject development strategy research report-construction,environmentand civil engineeringⅡ[R].Beijing:Science Press,2006
[3]Krawinkler H,Zohrei M.Cumulative damage in steel structures subjected to earthquake ground motion[J].Computers&Structures.1983,16(1-4):531-41
[4]Krawinkler H,Zohrei M,Bahman L I,et al.Recommendations for experimental studies on the seismic behavior of steelcomponents and materials[R].Earthquake Engineering Center.Department of Civil and Environmental Engineering,Stanford University,Stanford,CA,1983:61
[5]Castiglioni C A,Paima D N.Experimental behavior of steel member under cyclic bending[J].Costruzioni Metalliche,1989,2(3):97-114
[6]Ballio G,Castiglinoi C A.Seismic behavior of steel sections[J].Journal oif Constructional Steel Research,1994,29(1-3):21-54
[7]Joao Azevedo,Calado L.Hysteretic behaviour of members:analytical models and experimental tests[J].Journal ofConstructional Steel Research,1994,29(1-3):71-94
[8]Lee G C,Lee E T.Local buckling of steel sections under cyclic loading[J].Journal of Constructional Steel Research,1994,29(1-3):55-70
[9]Ballo G,Calado L,Castiglion C A.Low cycle fatigue behaviour of structural steel member and connections[J].Fatigueand Fracture of Engineering Materials and Structures,1997,20(8):1129-1146
[10]James M R,Chang S M,Lu L W,et al.Inelastic cyclic testing of welded unreinforced moment connections[J].Joiurnalof Structural Engineering,2002,128(4):429-440
[11]Mele E,Calado L,Luca A D.Experimental investigation on european welded connections[J].Journal of StructuralEngineering,2003,129(10):1301-1311
[12]Castiglioni C A.Effects of the loading history on the local buckling behavior and failure mode of welded beam-to-columnjoints in moment-resisting steel frames[J].Joiurnal oif Engineering Mechanics-ASCE,2005,131(6):568-585
[13]郝际平.钢结构在循环荷载作用下的局部屈曲、低周疲劳的试验与理论研究[D].西安建筑科技大学,结构工程,1995Hao Jiping.Experimental and theoretical study of local buckling and low cyclic fatigue of steel structure under cyclicload[D].Xi'an University of Architecture and Technology,Structure Engineering,1995
[14]郑宏.工形截面钢构件在循环荷载作用下平面外相关屈曲分析及抗震设计对策[D].西安建筑科技大学,结构工程,2008Zheng Hong.Interactive flexural-torsional buckling behavior and design criterion of i-beams and beam-columns undercyclic loading[D].Xi'an University of Architecture and Technology,Structure Engineering,2008
[15]Carlo A,Raffaele P.Failure criteria and cumulative damage models for steel components under cyclic loading[J].Journal of Constructional Steel Research,2009,65(1):751-765
[16]Hodge P G.The theory of piecewise linear isotropic plasticity.Proceedings,colloquium on deformation and flow of soild[M].Spain:Madrid,1955:147-169
[17]Prager W.The theory of plasticity:a survey of recent achievement.proceedings of the institute of mechanical engineers[J].England:London,1955:169:41-57
[18]Esmaeily A,Xiao Y.Behavior of reinforced concrete columns under variable axial loads:analysis[J].ACI StructuralJournal,2005,102(5):736-744
[19]Ramberg W,Osgood W R.Description of stress-strain curves by three parameters[R].National Advisory Committee forAeronautics,TN 902,1943
[20]Shi Yongjiu,Wang Meng,Wang Yuanqing.Extremely low cycle fatigue experimental and constitutive model study ofstructural steel under cyclic loading[J].Journal of Constructional Steel Research,2011,67(8):1185-1197
[21]ABAQUS.Analysis user's manual I_V.Version 6.9[CP].USA:ABAQUS,Inc.,Dassault Systèmes;2009
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