纤维模型中单元、截面及纤维划分问题研究
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摘要
应用纤维模型进行结构弹塑性分析时,需要对单元、截面以及纤维进行划分,其划分结果对计算效率和精度有较大影响。基于有限元软件OpenSees中的3种非线性单元(DB、FB和PH单元),本文通过算例计算,对单元、截面以及纤维的划分问题进行了研究。结果表明,对于DB单元,建议一个构件划分为5个单元,单元内使用4个截面积分点,截面上使用6×6的纤维积分点;对于FB单元,建议一个构件用1个单元模拟即可,单元内使用4个截面积分点,截面上使用6×6的纤维积分点;对于PH单元,建议根据经验预设合理的塑性铰长度,截面上使用6×6的纤维积分点。
In order to improve computational efficiency and accuracy,the divided numbers of elements,sections and fibers are evaluated by using three types of nonlinear fiber elements(DB,FB and PH elements) in finite element program OpenSees.Based on the analytical results,the divided methods for one member(a column or a beam),are suggested: for DB element,the member can be divided into five elements,six section integration points and 6×6 fiber integration points;for FB element,the member can be divided into one element,four section integration points and 6×6 fiber integration points;for PH element,a reasonable hinge length ratios and 6×6 fiber integration points can be adopted.
In order to improve computational efficiency and accuracy,the divided numbers of elements,sections and fibers are evaluated by using three types of nonlinear fiber elements(DB,FB and PH elements) in finite element program OpenSees.Based on the analytical results,the divided methods for one member(a column or a beam),are suggested: for DB element,the member can be divided into five elements,six section integration points and 6×6 fiber integration points;for FB element,the member can be divided into one element,four section integration points and 6×6 fiber integration points;for PH element,a reasonable hinge length ratios and 6×6 fiber integration points can be adopted.
引文
[1]孙景江.钢筋混凝土结构地震反应分析和试验的若干研究[D].哈尔滨:中国地震局工程力学研究所,2001.SUN Jingjiang.Earthquake response analysis and experiment of RC structures[D].Harbin:Institute of Engineering Mechanics,China EarthquakeAdministration,2001.(in Chinese)
[2]王勖成.有限单元法[M].北京:清华大学出版社,2003.WANG Maocheng.Finite element method[M].Beijing:Tsinghua University Press,2003.(in Chinese)
[3]Taucer F F,Spacone E,Filippou F C.A fiber beam-column element for seismic response analysis of reinforced concrete structure[R].EERC re-port 91/17,Earthquake Engineering Research Center,University of California,Berkeley.
[4]Mazzoni S,McKenna F,Scott M H,et al.Open system for earthquake engineering simulation user command-language manual[CP].http://opensees.berkeley.edu,2006.
[5]Filippou F C,Issa A.Nonlinear analysis of reinforced concrete frame under cyclic load reversals[R].EERC Report 88/12,Earthquake Engineer-ing Research Center,University of California,Berkeley.
[6]Alemdar B N,White D W.Displacement,flexibility,and mixed beam-column finite element formulations for distributed plasticity analysis[J].Journal of Structural Engineering,2005,131(12):1811-1819.
[7]Bathe K J.Finite element procedures[M].Prentice-Hall,New Jersey,1996.
[8]Taucer F F,Spacone E,Filippou F C.A fiber beam-column element for seismic response analysis of reinforced concrete structure[R],EarthquakeEngineering Research Center,University of California,Berkeley,1991.
[9]Faggella M,Barbosa A,Conte J P,et al.Seismic assessment of R/C building structure through nonlinear probabilistic analysis with high-perform-ance computing[C]//Seismic Engineering International Conference commemorating the 1908 Messina and Reggio Calabria Earthquake,2008.
[10]Rose B,Shing B,Spacone E,et al.A reinforced concrete model for analyzing flexural and shear behavior of R/C beam-columns.L American So-ciety of Civil Engineers,2001:158-174.
[11]Camata,G,Spacone E Zarnic R.Experimental and nonlinear finite element studies of RC beams strengthened with FRP plates[J].Composites,2007(II):277-288.
[12]Li Shuang,Zhai ChangHai,Xie Lili.Evaluation of displacement-based,force-based and plastic hinge elements for structural non-linear static a-nalysis[J].Advances in Structural Engineering,2012(II):477-488.
[2]王勖成.有限单元法[M].北京:清华大学出版社,2003.WANG Maocheng.Finite element method[M].Beijing:Tsinghua University Press,2003.(in Chinese)
[3]Taucer F F,Spacone E,Filippou F C.A fiber beam-column element for seismic response analysis of reinforced concrete structure[R].EERC re-port 91/17,Earthquake Engineering Research Center,University of California,Berkeley.
[4]Mazzoni S,McKenna F,Scott M H,et al.Open system for earthquake engineering simulation user command-language manual[CP].http://opensees.berkeley.edu,2006.
[5]Filippou F C,Issa A.Nonlinear analysis of reinforced concrete frame under cyclic load reversals[R].EERC Report 88/12,Earthquake Engineer-ing Research Center,University of California,Berkeley.
[6]Alemdar B N,White D W.Displacement,flexibility,and mixed beam-column finite element formulations for distributed plasticity analysis[J].Journal of Structural Engineering,2005,131(12):1811-1819.
[7]Bathe K J.Finite element procedures[M].Prentice-Hall,New Jersey,1996.
[8]Taucer F F,Spacone E,Filippou F C.A fiber beam-column element for seismic response analysis of reinforced concrete structure[R],EarthquakeEngineering Research Center,University of California,Berkeley,1991.
[9]Faggella M,Barbosa A,Conte J P,et al.Seismic assessment of R/C building structure through nonlinear probabilistic analysis with high-perform-ance computing[C]//Seismic Engineering International Conference commemorating the 1908 Messina and Reggio Calabria Earthquake,2008.
[10]Rose B,Shing B,Spacone E,et al.A reinforced concrete model for analyzing flexural and shear behavior of R/C beam-columns.L American So-ciety of Civil Engineers,2001:158-174.
[11]Camata,G,Spacone E Zarnic R.Experimental and nonlinear finite element studies of RC beams strengthened with FRP plates[J].Composites,2007(II):277-288.
[12]Li Shuang,Zhai ChangHai,Xie Lili.Evaluation of displacement-based,force-based and plastic hinge elements for structural non-linear static a-nalysis[J].Advances in Structural Engineering,2012(II):477-488.
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