基于多尺度模型的钢框架抗震性能分析
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摘要
为了在保证一定计算效率的条件下,尽可能的提高钢框架抗震性能有限元分析的精度,该文采用通用有限元软件ABAQUS建立非线性有限元模型,深入探讨了利用多尺度模型的方法解决钢框架抗震计算问题。建立钢框架梁柱节点的板壳、杆系以及多尺度模型,并与国内外典型节点试验进行对比分析,验证有限元微观模型与宏观模型界面连接方法的可行性,有效实现不同尺度模型间的变形协调;进行在典型地震波下不同高度钢框架的弹塑性时程计算,并比较几种模型的地震响应以及计算效率。结果表明:多尺度有限元模型在保证一定计算效率的同时可更为逼真的模拟复杂受力构件的边界状况及其在整体结构响应中的性能;随着框架层数以及地震波持续时间的增加,其优势越来越明显,证明利用多尺度模型方法是在精度和计算代价之间的一个均衡解决途径,为今后的工程抗震分析提供有力的工具。
In order to ensure the computational efficiency and to improve the accuracy of finite element seismic analysis of steel frames,nonlinear finite element model is established using general finite element software ABAQUS.The application of multi-scale model in solving seismic behaviour of steel frames is discussed.The steel beam-column connections,members and multi-scale models are established,and then are proved to be valid through comparisons with typical connection tests.Elastic-plastic time-history analysis is performed to the steel frame with different height under typical seismic waves,and the computation efficiency is compared between several models.The results show that: multi-scale finite element model,with good computational efficiency,can simulate the boundary conditions of components under complex loads;with more layers involved and longer earthquake duration,the advantage becomes more evident,proving the use of multi-scale model is a balanced solution between accuracy and computation cost.
In order to ensure the computational efficiency and to improve the accuracy of finite element seismic analysis of steel frames,nonlinear finite element model is established using general finite element software ABAQUS.The application of multi-scale model in solving seismic behaviour of steel frames is discussed.The steel beam-column connections,members and multi-scale models are established,and then are proved to be valid through comparisons with typical connection tests.Elastic-plastic time-history analysis is performed to the steel frame with different height under typical seismic waves,and the computation efficiency is compared between several models.The results show that: multi-scale finite element model,with good computational efficiency,can simulate the boundary conditions of components under complex loads;with more layers involved and longer earthquake duration,the advantage becomes more evident,proving the use of multi-scale model is a balanced solution between accuracy and computation cost.
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.Subject development strategy research report-Construction,environment and civil engineering II[R].Beijing:Science Press,2006.(in Chinese)
[2]汪梦甫,周锡元.高层建筑弹塑性分析方法及抗震性能评估的研究[J].土木工程学报,2003,36(11):44―49.Wang Mengfu,Zhou Xiyuan.Modified pushover analysis and seismic performance evaluation for tall building[J].China Civil Engineering Journal,2003,36(11):44―49.(in Chinese)
[3]Murat S,JagMohan H.Dynamic analysis of buildings for earthquake resistant design[J].Canadian Journal of Civil Engineering,2003,30:338―359.
[4]陆新征,林旭川,叶列平.多尺度有限元建模方法及其应用[J].华中科技大学学报,2008,25(4):76―80.Lu Xinzheng,Lin Xuchuan,Ye Lieping.Multiscale finite element modeling and its application in structural analysis[J].Journal of Huazhong University of Science and Technology,2008,25(4):76―80.(in Chinese)
[5]Li Z X,Chan H T,Yu Y,at el.Concurrent multi-scale modeling of civil infrastructures for analyses on structural deterioration-Part I:Modeling methodology and strategy[J].Finite Elements in Analysis and Design,2009,45(11):782―794.
[6]Oskayc,Fish J.Multi-scale modeling of fatigue for ductile materials[J].International Journal of Multi-scale Computational Engineering,2004,2(3):1―30.
[7]Ladeveze P,Nouy A,Loiseau O A.Multi scale computational approach for contact problems[J].Computer Methods in Applied Mechanics and Engineering,2002,191(43):4869―4891.
[8]李兆霞,孙正华,郭力,陈鸿天,余洋.结构损伤一致多尺度模拟和分析方法[J].东南大学学报,2007,37(2):251―260.Li Zhaoxi,Sun Zhenghua,Guo Li,Chen Hongtian,Yu Yang.Concurrent multi-scale modeling of structures and damage analyses[J].Journal of Southeast University,2007,37(2):251―260.(in Chinese)
[9]孙正华,李兆霞,陈鸿,殷爱国.考虑局部细节特性的结构多尺度模拟方法研究[J].特种结构,2007,24(1):71―75.Sun Zhenghua,Li Zhaoxia,Chen Hong,Yin Aiguo.The methods of multi-scale simulation considering the details of the structural characteristics[J].Special Structures,2007,24(1):71―75.(in Chinese)
[10]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 and Seismic behavior of steel beam-column connections in tall buildings[D].Beijing:China University of Mining and Technology,2001.(in Chinese)
[11]Carlo A,Raffaele P.Failure criteria and cumulative damage models for steel components under cyclic loading[J].Journal of Constructional Steel Research,2009,65:751―765.
[12]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.Ministry of Housing and Urban-Rural Development of the People’s Republic of China.GB50011-2001 Code for seismic design of buildings[S].Beijing:China Architecture&Building Press,2001.(in Chinese)
[13]Egor P,Yang T,Chang S.Design of steel MRF connections before and after 1994 northridge earthquake[J].Engineering Structures,1998,20(12):1030―1038.
[14]EN 1998-1:2005,Design of structures for earthquake resistance.Part 1:General rules,seismic actions and rules for buildings[S].Brussels,2005.
[15]EN 1993-1-1 2005,Design of steel structures.Part 1-1:General rules and rules for buildings[S].Brussels,2005.
[2]汪梦甫,周锡元.高层建筑弹塑性分析方法及抗震性能评估的研究[J].土木工程学报,2003,36(11):44―49.Wang Mengfu,Zhou Xiyuan.Modified pushover analysis and seismic performance evaluation for tall building[J].China Civil Engineering Journal,2003,36(11):44―49.(in Chinese)
[3]Murat S,JagMohan H.Dynamic analysis of buildings for earthquake resistant design[J].Canadian Journal of Civil Engineering,2003,30:338―359.
[4]陆新征,林旭川,叶列平.多尺度有限元建模方法及其应用[J].华中科技大学学报,2008,25(4):76―80.Lu Xinzheng,Lin Xuchuan,Ye Lieping.Multiscale finite element modeling and its application in structural analysis[J].Journal of Huazhong University of Science and Technology,2008,25(4):76―80.(in Chinese)
[5]Li Z X,Chan H T,Yu Y,at el.Concurrent multi-scale modeling of civil infrastructures for analyses on structural deterioration-Part I:Modeling methodology and strategy[J].Finite Elements in Analysis and Design,2009,45(11):782―794.
[6]Oskayc,Fish J.Multi-scale modeling of fatigue for ductile materials[J].International Journal of Multi-scale Computational Engineering,2004,2(3):1―30.
[7]Ladeveze P,Nouy A,Loiseau O A.Multi scale computational approach for contact problems[J].Computer Methods in Applied Mechanics and Engineering,2002,191(43):4869―4891.
[8]李兆霞,孙正华,郭力,陈鸿天,余洋.结构损伤一致多尺度模拟和分析方法[J].东南大学学报,2007,37(2):251―260.Li Zhaoxi,Sun Zhenghua,Guo Li,Chen Hongtian,Yu Yang.Concurrent multi-scale modeling of structures and damage analyses[J].Journal of Southeast University,2007,37(2):251―260.(in Chinese)
[9]孙正华,李兆霞,陈鸿,殷爱国.考虑局部细节特性的结构多尺度模拟方法研究[J].特种结构,2007,24(1):71―75.Sun Zhenghua,Li Zhaoxia,Chen Hong,Yin Aiguo.The methods of multi-scale simulation considering the details of the structural characteristics[J].Special Structures,2007,24(1):71―75.(in Chinese)
[10]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 and Seismic behavior of steel beam-column connections in tall buildings[D].Beijing:China University of Mining and Technology,2001.(in Chinese)
[11]Carlo A,Raffaele P.Failure criteria and cumulative damage models for steel components under cyclic loading[J].Journal of Constructional Steel Research,2009,65:751―765.
[12]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.Ministry of Housing and Urban-Rural Development of the People’s Republic of China.GB50011-2001 Code for seismic design of buildings[S].Beijing:China Architecture&Building Press,2001.(in Chinese)
[13]Egor P,Yang T,Chang S.Design of steel MRF connections before and after 1994 northridge earthquake[J].Engineering Structures,1998,20(12):1030―1038.
[14]EN 1998-1:2005,Design of structures for earthquake resistance.Part 1:General rules,seismic actions and rules for buildings[S].Brussels,2005.
[15]EN 1993-1-1 2005,Design of steel structures.Part 1-1:General rules and rules for buildings[S].Brussels,2005.
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