E-Defense振动台试验预测性分析比赛的研究综述
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摘要
文中介绍了日本E-Defense的足尺钢框架振动台试验预测性分析比赛的情况,研究了分析人员对该钢框架结构所采用不同的数值分析方法。分析方法大致分为纤维模型,塑性铰模型,微观单元模型及结构协同分析方法4种。纤维模型与塑性铰模型属于宏观单元,假定条件较多但自由度数少适用于整体结构分析。微观单元假定条件较少,力学概念明确,能准确反映构件局部破坏,整体分析比较困难。结构协同分析方法属于混合单元法,通过不同单元甚至不同程序模拟各个构件,再通过主程序组装总刚度进行动力分析,该方法发挥了微观单元和宏观单元各自的优点。
This paper presents a summary on blind analysis contest prior to a shaking table test of a full scale steel frame which was carried out on E-Defense in Japan.Different numerical analysis methods used by the researchers in the contest are studied.There are mainly four kinds of methods containing as follows: fiber model,plastic hinge model,microscopic model,and collaborative structural analysis.The first two models have more assumption,less DOFs,and are suitable in the whole structure analysis.On the contrary,microscospic model has fewer assumptions,its mechanical concept is clear and can represent local buckling of components accurately.But it is difficult to apply to the whole structure analysis.Collaborative structural analysis,which belongs to hybrid-element method,simulates different components with different elements,even with different programs.Dynamic analysis can be realized when stiffness matrix is assembled in the host program.Advantages of both macroscopic and microscopic model are adopted in the collaborative structural analysis.
This paper presents a summary on blind analysis contest prior to a shaking table test of a full scale steel frame which was carried out on E-Defense in Japan.Different numerical analysis methods used by the researchers in the contest are studied.There are mainly four kinds of methods containing as follows: fiber model,plastic hinge model,microscopic model,and collaborative structural analysis.The first two models have more assumption,less DOFs,and are suitable in the whole structure analysis.On the contrary,microscospic model has fewer assumptions,its mechanical concept is clear and can represent local buckling of components accurately.But it is difficult to apply to the whole structure analysis.Collaborative structural analysis,which belongs to hybrid-element method,simulates different components with different elements,even with different programs.Dynamic analysis can be realized when stiffness matrix is assembled in the host program.Advantages of both macroscopic and microscopic model are adopted in the collaborative structural analysis.
引文
[1]National Research Institute for Earth Science and Disaster Prevention.Four-story steel bulding collapse analysis-blind prediction contest Rules[Z].http://www.blind-anlaysis.jp/index_e.htm,appendix_e.pdf.2007-6-18.
[2]National Research Institute for Earth Science and Disaster Prevention.Blind analysis contest 2007 results of the contest[Z].http://www.blind-anlaysis.jp/index_e.htm,appendix_e.pdf.2007-12-21.
[3]韩小雷,陈学伟,郑宜,等.足尺钢框架振动台试验及动力弹塑性数值模拟[J].地震工程与工程振动,2008,28(6):134-141.Han Xiaolei,Chen Xuewei,Zheng Yi,et al.Dynamic inelastic numerical simulation for a shaking table test of a full scale steel moment framestructure[J].Journal of Earthquake Engineering and Engineering Vibration,2008,28(6):134-141.
[4]Chen Xuewei,Han Xiaolei,Cheang J,et al.Dynamic inelastic numerical simulation for a shaking table test of a full scale steel moment frame struc-ture based on OpenSEES[C]//Proc of 14WCEE,Beijing:2008.
[5]McKenna F and Fenves GL.The OpenSees command language primer[R].PEER,University of California,Berkeley,http://OpenSees.Berkeley.edu.2000.
[6]Ohsaki M,Kasai K,Yamamoto M,et al.2-D Analysis methods for 2007 blind analysis contest[C]//Beijing:Proc of 14WCEE,2008.
[7]Pan Peng,Ohsaki M,Zhang Jingyao.Collapse analysis of 4-story steel moment-resisting frames[C]//Beijing:proc of 14WCEE,2008.
[8]Tada M,Tamai H,Ohgami K,et al.Analytical simulation utilizing collaborative structural analysis system[C]//Beijing:Proc of 14WCEE,2008.
[9]Inoue K,Tsujioka S,Arai T.The bearing and shear strengths of concrete slab at composite beam-to-column connection[J].Journal of Structuraland Construction Engineering,1990,411(11):59-69.
[2]National Research Institute for Earth Science and Disaster Prevention.Blind analysis contest 2007 results of the contest[Z].http://www.blind-anlaysis.jp/index_e.htm,appendix_e.pdf.2007-12-21.
[3]韩小雷,陈学伟,郑宜,等.足尺钢框架振动台试验及动力弹塑性数值模拟[J].地震工程与工程振动,2008,28(6):134-141.Han Xiaolei,Chen Xuewei,Zheng Yi,et al.Dynamic inelastic numerical simulation for a shaking table test of a full scale steel moment framestructure[J].Journal of Earthquake Engineering and Engineering Vibration,2008,28(6):134-141.
[4]Chen Xuewei,Han Xiaolei,Cheang J,et al.Dynamic inelastic numerical simulation for a shaking table test of a full scale steel moment frame struc-ture based on OpenSEES[C]//Proc of 14WCEE,Beijing:2008.
[5]McKenna F and Fenves GL.The OpenSees command language primer[R].PEER,University of California,Berkeley,http://OpenSees.Berkeley.edu.2000.
[6]Ohsaki M,Kasai K,Yamamoto M,et al.2-D Analysis methods for 2007 blind analysis contest[C]//Beijing:Proc of 14WCEE,2008.
[7]Pan Peng,Ohsaki M,Zhang Jingyao.Collapse analysis of 4-story steel moment-resisting frames[C]//Beijing:proc of 14WCEE,2008.
[8]Tada M,Tamai H,Ohgami K,et al.Analytical simulation utilizing collaborative structural analysis system[C]//Beijing:Proc of 14WCEE,2008.
[9]Inoue K,Tsujioka S,Arai T.The bearing and shear strengths of concrete slab at composite beam-to-column connection[J].Journal of Structuraland Construction Engineering,1990,411(11):59-69.
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