两边连接钢板剪力墙抗剪静力性能研究
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摘要
采用ANSYS有限元程序对两边连接钢板剪力墙进行数值模拟分析。通过对单跨多层两边连接钢板剪力墙在单向荷载作用下的受力特点进行分析,提出、建立并验证等效简化计算模型;研究两边连接钢板剪力墙的受力机理和破坏模式,分析钢板高厚比λ和跨高比β对两边连接钢板剪力墙抗剪静力性能的影响,探讨框架梁的受力特点。研究结果表明:高厚比λ和跨高比β是影响两边连接钢板剪力墙抗剪静力性能的主要因素;两边连接钢板剪力墙与四边连接钢板剪力墙剪力传递方式是不同的;两边连接钢板剪力墙的钢板不对框架柱产生作用力和附加弯矩,更符合"强柱弱梁"的抗震设计理念;当采用高厚比较小的剪力墙时,两边连接钢板剪力墙对框架梁抗剪要求增大,须采取适当的构造措施,以保证框架梁不先于剪力墙破坏。
The numerical simulation and analysis of shear resistance behavior of two-side connected steel-plate shear wall(SPSW) was carried out by the finite element software ANSYS.In order to investigate the behavior of two-side connected SPSW,a simplified analysis model is brought forward and verified by analyzing the stress characters of a single-span multi-level model under monotonic loads.The forced mechanism and failure mode are investigated.The mechanical behavior of the beams is also discussed in details.It is found that depth-thickness ratio λ and span-depth ratio β are the key parameters which influence the shear resistance behavior of two-side connected SPSW;the transfer mode of the horizontal loads is different between two-side connected SPSW and four-side connected SPSW;two-side connected SPSW has no additional moments in columns,which fit the aseismatic principle of "strong column and weak beam" better;structural measures of the beam connected with the steel plate is demanded when depth-thickness ratio is big,it will guarantee that the damage on the beam occurs latter than the steel plate.
The numerical simulation and analysis of shear resistance behavior of two-side connected steel-plate shear wall(SPSW) was carried out by the finite element software ANSYS.In order to investigate the behavior of two-side connected SPSW,a simplified analysis model is brought forward and verified by analyzing the stress characters of a single-span multi-level model under monotonic loads.The forced mechanism and failure mode are investigated.The mechanical behavior of the beams is also discussed in details.It is found that depth-thickness ratio λ and span-depth ratio β are the key parameters which influence the shear resistance behavior of two-side connected SPSW;the transfer mode of the horizontal loads is different between two-side connected SPSW and four-side connected SPSW;two-side connected SPSW has no additional moments in columns,which fit the aseismatic principle of "strong column and weak beam" better;structural measures of the beam connected with the steel plate is demanded when depth-thickness ratio is big,it will guarantee that the damage on the beam occurs latter than the steel plate.
引文
[1]李国强,张晓光,沈祖炎.钢板外包混凝土剪力墙板抗剪滞回性能试验研究[J].工业建筑,1995,25(6):32-35.
[2]Roberts T M.钢板剪力墙的地震抗力[J].世界地震工程,1996,8(3):88-96.
[3]包世华,方鄂华.高层建筑结构设计[M].2版.北京:清华大学出版社,1990.
[4]吕西林,孟良.一种新型抗震耗能剪力墙结构-模拟的振动台试验研究[J].世界地震工程,1995,2(1):29-34.
[5]郭彦林,董金利.钢板剪力墙的发展和研究现状[J].钢结构,2005,20(1):1-6.
[6]徐,王玉银,马欣伯.两边连接钢板组合剪力墙抗剪静力性能研究[J].哈尔滨工业大学学报,2007,39(增刊):352-356.
[7]郭彦林,缪友武,董金利.全加劲两侧开缝钢板剪力墙弹性屈曲研究[J].建筑钢结构进展,2007,9(3):58-62.
[8]缪友武,董金利,郭彦林.两侧边开缝钢板剪力墙弹性屈曲分析[J].钢结构,2007,22(9):95-98.
[9]Hitaka T,Matsui C,Sakai J.Cyclic Loading Tests on Three-Story CFTFrame[J].Steel Construction,2006(增刊):785-791.
[10]Hitaka T,Matsui M.Experimental Study on Steel Shear Wall withSlits[J].Journal of Structural Engineering,2003,129(5):177-184.
[2]Roberts T M.钢板剪力墙的地震抗力[J].世界地震工程,1996,8(3):88-96.
[3]包世华,方鄂华.高层建筑结构设计[M].2版.北京:清华大学出版社,1990.
[4]吕西林,孟良.一种新型抗震耗能剪力墙结构-模拟的振动台试验研究[J].世界地震工程,1995,2(1):29-34.
[5]郭彦林,董金利.钢板剪力墙的发展和研究现状[J].钢结构,2005,20(1):1-6.
[6]徐,王玉银,马欣伯.两边连接钢板组合剪力墙抗剪静力性能研究[J].哈尔滨工业大学学报,2007,39(增刊):352-356.
[7]郭彦林,缪友武,董金利.全加劲两侧开缝钢板剪力墙弹性屈曲研究[J].建筑钢结构进展,2007,9(3):58-62.
[8]缪友武,董金利,郭彦林.两侧边开缝钢板剪力墙弹性屈曲分析[J].钢结构,2007,22(9):95-98.
[9]Hitaka T,Matsui C,Sakai J.Cyclic Loading Tests on Three-Story CFTFrame[J].Steel Construction,2006(增刊):785-791.
[10]Hitaka T,Matsui M.Experimental Study on Steel Shear Wall withSlits[J].Journal of Structural Engineering,2003,129(5):177-184.
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