H形断面钢筋混凝土立体剪力墙的非线性动力响应分析
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摘要
为了建立统一的动力响应分析模型,本文以NUPEC振动台试验的H形断面钢筋混凝土立体剪力墙为研究对象进行了三维非线性有限元动力响应分析。根据分析结果与试验结果的比较可知,在RC剪力墙到达最大承载力之前由简化模型和一般模型得到的动力响应特性与试验结果吻合较好,荷载-变形关系能很好模拟试验结果。但是,最大承载力之后,由于混凝土开裂、损伤、劣化的急剧发展,较难模拟混凝土开裂、裂缝的开闭及滑移等非线性特性,分析得到的加速度衰减较慢、位移响应较小。基于上述研究成果探讨并提出了进一步改善非线性有限元动力响应分析精度的建议。
In order to develop uniform analysis models for dynamic responses of cubic RC shear wall,the three-dimensional finite element method is applied to simulate the dynamic responses of the cubic RC shear wall specimen given by NUPEC.Based on the comparison between the results obtained from tests and analyses,it can be concluded that the analysis results obtained from general model and simplified model can simulate the dynamic responses of RC shear wall before ultimate strength.However,the attenuation of accelerations in top slab is slow,and the displacement responses are smaller than the tested ones,because it is difficult to simulate the nonlinear behavior of concrete,such as opening,closing and sliding of cracks with the rapid development of damage.Some suggestions for improving the precision of analysis results are offered.
In order to develop uniform analysis models for dynamic responses of cubic RC shear wall,the three-dimensional finite element method is applied to simulate the dynamic responses of the cubic RC shear wall specimen given by NUPEC.Based on the comparison between the results obtained from tests and analyses,it can be concluded that the analysis results obtained from general model and simplified model can simulate the dynamic responses of RC shear wall before ultimate strength.However,the attenuation of accelerations in top slab is slow,and the displacement responses are smaller than the tested ones,because it is difficult to simulate the nonlinear behavior of concrete,such as opening,closing and sliding of cracks with the rapid development of damage.Some suggestions for improving the precision of analysis results are offered.
引文
[1]李兵,李宏男.钢筋混凝土剪力墙弹塑性分析方法[J].地震工程与工程振动,2004,24(1):76-81
[2]李俊兰,吕西林.钢筋混凝土筒体的非线性有限元分析模型[J].地震工程与工程振动,2003,23(5):109-116
[3]NEPEC,Seismic shear wall IS Pon NUPEC’s seismic ultimate dynamic response test[C]//Bulgrian Academy of Sciences,Central laboratory forseismic mechanics and earthquake engineering,Japan,1995.
[4]Dachang Zhang.Finite Element Analysis on Shear Performance of Reinforced Concrete Structure Subjected to the Seismic Loads[D].Japan:ChibaUniversity,2003.
[5]张大长,孙伟民,陆伟东.RC结构二维非线性有限元分析模型的探讨[J].南京工业大学学报,2005,4:1-7.
[6]Darwin.D,Pecknold D A W.Inelastic model for cyclic biaxial loading of reinforced concrete[R].USA:University of Illinios,1974.
[7]Saenz.L.P.Discussion of‘equation for the stress-strain curve of concrete[J].Journal of the American Concrete Institute,1964.61:1229-1235.
[8]Toshio SATO,Nobuaki SHIRAI.AStudy on the elastic and inelastic performance of RC seismic wall[C]//Summaries of Technical Papers of An-nual Meeting Architectural Institute of Japan,Japan,1978:457-458.
[9]TNO Building,Construction Research.DIANA User’s Manual 8.1[M].Frits C.de Wijtze Pieter Kikstra,2002.
[2]李俊兰,吕西林.钢筋混凝土筒体的非线性有限元分析模型[J].地震工程与工程振动,2003,23(5):109-116
[3]NEPEC,Seismic shear wall IS Pon NUPEC’s seismic ultimate dynamic response test[C]//Bulgrian Academy of Sciences,Central laboratory forseismic mechanics and earthquake engineering,Japan,1995.
[4]Dachang Zhang.Finite Element Analysis on Shear Performance of Reinforced Concrete Structure Subjected to the Seismic Loads[D].Japan:ChibaUniversity,2003.
[5]张大长,孙伟民,陆伟东.RC结构二维非线性有限元分析模型的探讨[J].南京工业大学学报,2005,4:1-7.
[6]Darwin.D,Pecknold D A W.Inelastic model for cyclic biaxial loading of reinforced concrete[R].USA:University of Illinios,1974.
[7]Saenz.L.P.Discussion of‘equation for the stress-strain curve of concrete[J].Journal of the American Concrete Institute,1964.61:1229-1235.
[8]Toshio SATO,Nobuaki SHIRAI.AStudy on the elastic and inelastic performance of RC seismic wall[C]//Summaries of Technical Papers of An-nual Meeting Architectural Institute of Japan,Japan,1978:457-458.
[9]TNO Building,Construction Research.DIANA User’s Manual 8.1[M].Frits C.de Wijtze Pieter Kikstra,2002.
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