钢框架焊接节点局部屈曲累积损伤分析
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摘要
为解决试验和三维有限元方法在模拟结构地震作用下的局限性,在构件阶段寻找损伤退化的影响因素以及退化特征对改进杆系模型计算的准确性显得尤为重要.采用通用有限元软件ABAQUS建立非线性有限元模型,结合国内外已有的钢框架焊接节点拟静力试验,验证了建立的有限元模型对模拟局部屈曲的准确性和适用性.通过算例参数分析,对钢框架梁柱节点局部屈曲累积损伤现象进行深入探讨,得到节点局部屈曲累积损伤退化分布曲线形式并分析影响因素,进而得到节点强度退化的规律,为提出考虑损伤退化的杆系模型提供有力的工具.参数分析结果表明:剪切域强弱以及板件宽厚比对于节点的破坏模式有较大影响.通过局部加强,改变节点的破坏模式,可以有效提高结构的延性和耗能能力,防止结构由于焊缝开裂导致提前破坏,在大震作用下退化程度快进而严重影响结构的整体受力性能.
To overcome the limitation to simulate thestructure under earthquake with tests and three-dimensional finite element method,it is important to search for damage and degradation factors and the degradation characteristics in component stage to improve the accuracy of member model.ABAQUS is used and the non-linear finite element model is proved correct and applicable by the existed steel frame connections quas-static tests at home and abroad.By a large number of parameters analysis,the local buckling cumulative damage phenomena of steel frame connections is further discussed and local buckling cumulative damage degradation distribution curve is obtained.Due to analysis of influence factors,the connections strength degradation is acquired which is a powerful tool for member model analysis considering of damage and degradation.The results show that the panel zone strength and thickness ratios of plates have significant impact on failure mode of connections.By local reinforcement to change the connections failure mode can effectively improve the ductility and energy dissipation,prevent weld cracking that will lead to early damage and fast degradation under large earthquake which would seriously affect the overall mechanical properties of the structure.
To overcome the limitation to simulate thestructure under earthquake with tests and three-dimensional finite element method,it is important to search for damage and degradation factors and the degradation characteristics in component stage to improve the accuracy of member model.ABAQUS is used and the non-linear finite element model is proved correct and applicable by the existed steel frame connections quas-static tests at home and abroad.By a large number of parameters analysis,the local buckling cumulative damage phenomena of steel frame connections is further discussed and local buckling cumulative damage degradation distribution curve is obtained.Due to analysis of influence factors,the connections strength degradation is acquired which is a powerful tool for member model analysis considering of damage and degradation.The results show that the panel zone strength and thickness ratios of plates have significant impact on failure mode of connections.By local reinforcement to change the connections failure mode can effectively improve the ductility and energy dissipation,prevent weld cracking that will lead to early damage and fast degradation under large earthquake which would seriously affect the overall mechanical properties of the structure.
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.
[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(S):973-981.
[3]CASTIGLIONI C A,PUCINOTTI R.Failure criteria andcumulative damage models for steel components undercyclic loading[J].Journal of Constructional Steel Re-search,2009,65(4):751-765.
[4]KRAWINKLER H,ZOHREI M.Cumulative damage insteel structures subjected to earthquake ground motion[J].Computers&Structures,1983,16(1-4):531-41.
[5]KRAWINKLER H,ZOHREI M,BAHMAN L I,et al.Recommendations for experimental studies on the seis-mic behavior of steel components and materials[R].Stanford,CA:Earthquake Engineering Center,Depart-ment of Civil and Environmental Engineering,StanfordUniversity,1983,61:44-89.
[6]RICLES J M,MAO C S,LU L W,et al.Inelastic cyclictesting of welded unreinforced moment connections[J].Journal of Structural Engineering,2002,128(4):429-440.
[7]LI F X,IORI K,LI J,et al.Local buckling of RBSbeams subjected to cyclic loading[J].Journal of Struc-tural Engineering,2009,135(12):1491-1498.
[8]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:中国矿业大学岩土工程专业,2001.
[9]STOJADINOVIC B.Stability and low-cycle fatigue limitsof moment connection rotation capacity[J].Engineer-ing Structures,2003,25(5):691-700.
[10]中华人民共和国建设部.GB50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[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(S):973-981.
[3]CASTIGLIONI C A,PUCINOTTI R.Failure criteria andcumulative damage models for steel components undercyclic loading[J].Journal of Constructional Steel Re-search,2009,65(4):751-765.
[4]KRAWINKLER H,ZOHREI M.Cumulative damage insteel structures subjected to earthquake ground motion[J].Computers&Structures,1983,16(1-4):531-41.
[5]KRAWINKLER H,ZOHREI M,BAHMAN L I,et al.Recommendations for experimental studies on the seis-mic behavior of steel components and materials[R].Stanford,CA:Earthquake Engineering Center,Depart-ment of Civil and Environmental Engineering,StanfordUniversity,1983,61:44-89.
[6]RICLES J M,MAO C S,LU L W,et al.Inelastic cyclictesting of welded unreinforced moment connections[J].Journal of Structural Engineering,2002,128(4):429-440.
[7]LI F X,IORI K,LI J,et al.Local buckling of RBSbeams subjected to cyclic loading[J].Journal of Struc-tural Engineering,2009,135(12):1491-1498.
[8]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:中国矿业大学岩土工程专业,2001.
[9]STOJADINOVIC B.Stability and low-cycle fatigue limitsof moment connection rotation capacity[J].Engineer-ing Structures,2003,25(5):691-700.
[10]中华人民共和国建设部.GB50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
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