两边连接竖向波纹钢板剪力墙的抗侧性能
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摘要
在对一个1/3缩尺两边连接竖向波纹钢板剪力墙拟静力试验研究的基础上,采用有限元分析软件ABAQUS对两边连接波纹钢板剪力墙的抗侧机理进行了分析,并对波纹方向、板边约束构件尺寸、墙板宽度、墙板布置位置等设计参数以及竖向荷载对结构抗侧性能的影响进行了研究.结果表明:两边连接竖向波纹钢板剪力墙具有良好的抗震性能,且竖向波纹墙板更适合两边连接的形式;当未设置板边约束构件时,两边连接平墙板的承载力相比四边连接的情况下降高达42%,而两边连接竖向波纹墙板的承载力仅下降16%,两边连接横向波纹墙板则几乎完全失去承载力.两边连接竖向波纹钢板剪力墙的抗侧刚度和承载力基本与墙板宽度呈线性关系,而受墙板布置位置的影响较小,因此设计人员可根据建筑功能和结构性能需求自由调整.设置板边约束构件可进一步提高两边连接竖向波纹钢板剪力墙的承载力,当约束构件的截面积满足一定要求时,可与四边连接时一致.竖向荷载对两边连接竖向波纹钢板剪力墙的抗侧刚度基本无影响,但会降低结构承载力.
On the basis of the pseudo-static test of 1/3 scale vertically-corrugated steel plate shear walls connected with beams only,the lateral resistance mechanism of the walls was analyzed using the finite element analysis software ABAQUS.The influence of design parameters such as the layout direction of corrugated panels,dimensions of plate-edge constraint members,width of wall panels,location of wall panels,and vertical load on the lateral performance was investigated.The results showed that the walls had good seismic performance and are more suitable for the connection form of connected with beams only.When there were no plate-edge constraint members,compared with the case of connections on four sides,the bearing capacity of the vertically-corrugated wall panel connected with beams only decreased by about 16%,while the bearing capacity of the flat wall panel with the same connections decreased by 42%.The horizontally-corrugated wall panel almost completely lost its bearing capacity.The initial stiffness and lateral capacity of the vertically-corrugated steel plate shear walls connected with beams only were basically linear with the width of wall panels,but less affected by the location of the wall panels.Therefore,designers can freely adjust the width and layout of the vertically-corrugated wall panels according to the requirements of architectural function and structural performance.The lateral capacity of vertically-corrugated steel plate shear walls connected with beams only can be further improved by adding plate-edge restrained members.Additionally,when the axial compressive strength of the restrained members meets certain requirements,it can be consistent with that of connection with four sides.Vertical load has little effect on the initial stiffness of vertically-corrugated steel plate shear walls connected with beams only,but it will reduce the lateral capacity.
On the basis of the pseudo-static test of 1/3 scale vertically-corrugated steel plate shear walls connected with beams only,the lateral resistance mechanism of the walls was analyzed using the finite element analysis software ABAQUS.The influence of design parameters such as the layout direction of corrugated panels,dimensions of plate-edge constraint members,width of wall panels,location of wall panels,and vertical load on the lateral performance was investigated.The results showed that the walls had good seismic performance and are more suitable for the connection form of connected with beams only.When there were no plate-edge constraint members,compared with the case of connections on four sides,the bearing capacity of the vertically-corrugated wall panel connected with beams only decreased by about 16%,while the bearing capacity of the flat wall panel with the same connections decreased by 42%.The horizontally-corrugated wall panel almost completely lost its bearing capacity.The initial stiffness and lateral capacity of the vertically-corrugated steel plate shear walls connected with beams only were basically linear with the width of wall panels,but less affected by the location of the wall panels.Therefore,designers can freely adjust the width and layout of the vertically-corrugated wall panels according to the requirements of architectural function and structural performance.The lateral capacity of vertically-corrugated steel plate shear walls connected with beams only can be further improved by adding plate-edge restrained members.Additionally,when the axial compressive strength of the restrained members meets certain requirements,it can be consistent with that of connection with four sides.Vertical load has little effect on the initial stiffness of vertically-corrugated steel plate shear walls connected with beams only,but it will reduce the lateral capacity.
引文
[1]ASTANEH-ASL A.Seismic behavior and design of steel plate shear walls[C]//Proceedings of the 2001 SEOANCSeminar.San Francisco:Structural Engineers Association of Northern California,2001:1-18.
[2]Sabelli R,Bruneau M.AISC Steel Design Guide 20:Steel Plate Shear Walls[S].Chicago:AISC.
[3]Xue M,Lu L W.Monotonic and cyclic behavior of infilled steel shear panels[C]//Proc.17 th Czech and Slovak International Conference on Steel Structures and Bridges,Bratislava,Slovakia,1994.
[4]徐嫚.两边连接钢板剪力墙与钢板组合剪力墙抗剪静力性能[D].哈尔滨:哈尔滨工业大学,2006.Xu Man.Shear Resistance Behaviour of Steel Plate Shear Wall and Steel-Concrete Composite Shear Wall with Two-Side Connection[D].Harbin:Harbin Institute of Technology,2006(in Chinese).
[5]Guo L,Rong Q,Qu B,et al.Testing of steel plate shear walls with composite columns and infill plates connected to beams only[J].Engineering Structures,2017,136:165-179.
[6]Choi I R,Park H G.Steel plate shear walls with various infill plate designs[J].Journal of Structural Engineering,2009,135(7):785-796.
[7]王先铁,刘立达,杨航东,等.方钢管混凝土框架内置两侧开洞薄钢板剪力墙的抗震性能研究[J].工程力学,2017,34(3):162-172.Wang Xiantie,Liu Lida,Yang Hangdong,et al.Seismic study of concrete-filled square steel tubular framethin steel plate shear walls with two-side openings[J].Engineering Mechanics,2017,34(3):162-172(in Chinese).
[8]Emami F,Mofid M,Vafai A.Experimental study on cyclic behavior of trapezoidally corrugated steel shear walls[J].Engineering Structures,2013,48:750-762.
[9]Tong J Z,Guo Y L.Elastic buckling behavior of steel trapezoidal corrugated shear walls with vertical stiffeners[J].Thin-Walled Structures,2015,95:31-39.
[10]Zhao Qiuhong,Sun Junhao,Li Yanan,et al.Cyclic analyses of corrugated steel plate shear walls[J].Structural Design of Tall and Special Buildings,2017,26(16):e1351.
[11]Qiu J,Zhao Q H,Yu C,et al.Experimental studies on cyclic behavior of corrugated steel plate shear walls[J].Journal of Structural Engineering,2018,144(11):04018200.
[12]吴兆旗,侯健,周观根,等.防屈曲钢板剪力墙受剪承载力计算模型[J].建筑结构学报,2017,38(10):51-58.Wu Zhaoqi,Hou Jian,Zhou Guangen,et al.Mechanical model for shear bearing capacity of buckling restrained steel plate shear walls[J].Journal of Building Structures,2017,38(10):51-58(in Chinese).
[13]李雅楠.波纹钢板剪力墙体系的抗侧性能分析及设计方法研究[D].天津大学,2017.Li Yanan.Lateral Behavior and Design Method of Corrugated Steel Plate Shear Walls[D].Tianjin University,2017(in Chinese).
[14]赵秋红,李楠,孙军浩.波纹钢板剪力墙结构的抗侧性能分析[J].天津大学学报:自然科学与工程技术版,2016,49(S1):152-160.Zhao Qiuhong,Li Nan,Sun Junhao.Analysis on lateral performance of sinusoidally corrugated steel plate shear walls[J].Journal of Tianjin University:Science and Technology,2016,49(S1):152-160(in Chinese).
[15]吴宗岱,陶宝祺.应变电测原理及技术[M].北京:国防工业出版社,1982.Wu Zongdai,Tao Baoqi.Principle and Technology of Strain Electrical Measurement[M].Beijing:National Defence of Industry Press,1982(in Chinese).
[16]ABAQUS/Standard Theory Manual,version 6.14[M].Hibbitt,Karlsson,Sorenson,Inc.(HKS),2015.
[17]Behbahanifard M R,Grondin G Y,Elwi A E.Experimental and Numerical Investigation of Steel Plate Shear Wall[R].Structural Engineering Report 254,Canada:Department of Civil Engineering,University of Alberta,2003.
[2]Sabelli R,Bruneau M.AISC Steel Design Guide 20:Steel Plate Shear Walls[S].Chicago:AISC.
[3]Xue M,Lu L W.Monotonic and cyclic behavior of infilled steel shear panels[C]//Proc.17 th Czech and Slovak International Conference on Steel Structures and Bridges,Bratislava,Slovakia,1994.
[4]徐嫚.两边连接钢板剪力墙与钢板组合剪力墙抗剪静力性能[D].哈尔滨:哈尔滨工业大学,2006.Xu Man.Shear Resistance Behaviour of Steel Plate Shear Wall and Steel-Concrete Composite Shear Wall with Two-Side Connection[D].Harbin:Harbin Institute of Technology,2006(in Chinese).
[5]Guo L,Rong Q,Qu B,et al.Testing of steel plate shear walls with composite columns and infill plates connected to beams only[J].Engineering Structures,2017,136:165-179.
[6]Choi I R,Park H G.Steel plate shear walls with various infill plate designs[J].Journal of Structural Engineering,2009,135(7):785-796.
[7]王先铁,刘立达,杨航东,等.方钢管混凝土框架内置两侧开洞薄钢板剪力墙的抗震性能研究[J].工程力学,2017,34(3):162-172.Wang Xiantie,Liu Lida,Yang Hangdong,et al.Seismic study of concrete-filled square steel tubular framethin steel plate shear walls with two-side openings[J].Engineering Mechanics,2017,34(3):162-172(in Chinese).
[8]Emami F,Mofid M,Vafai A.Experimental study on cyclic behavior of trapezoidally corrugated steel shear walls[J].Engineering Structures,2013,48:750-762.
[9]Tong J Z,Guo Y L.Elastic buckling behavior of steel trapezoidal corrugated shear walls with vertical stiffeners[J].Thin-Walled Structures,2015,95:31-39.
[10]Zhao Qiuhong,Sun Junhao,Li Yanan,et al.Cyclic analyses of corrugated steel plate shear walls[J].Structural Design of Tall and Special Buildings,2017,26(16):e1351.
[11]Qiu J,Zhao Q H,Yu C,et al.Experimental studies on cyclic behavior of corrugated steel plate shear walls[J].Journal of Structural Engineering,2018,144(11):04018200.
[12]吴兆旗,侯健,周观根,等.防屈曲钢板剪力墙受剪承载力计算模型[J].建筑结构学报,2017,38(10):51-58.Wu Zhaoqi,Hou Jian,Zhou Guangen,et al.Mechanical model for shear bearing capacity of buckling restrained steel plate shear walls[J].Journal of Building Structures,2017,38(10):51-58(in Chinese).
[13]李雅楠.波纹钢板剪力墙体系的抗侧性能分析及设计方法研究[D].天津大学,2017.Li Yanan.Lateral Behavior and Design Method of Corrugated Steel Plate Shear Walls[D].Tianjin University,2017(in Chinese).
[14]赵秋红,李楠,孙军浩.波纹钢板剪力墙结构的抗侧性能分析[J].天津大学学报:自然科学与工程技术版,2016,49(S1):152-160.Zhao Qiuhong,Li Nan,Sun Junhao.Analysis on lateral performance of sinusoidally corrugated steel plate shear walls[J].Journal of Tianjin University:Science and Technology,2016,49(S1):152-160(in Chinese).
[15]吴宗岱,陶宝祺.应变电测原理及技术[M].北京:国防工业出版社,1982.Wu Zongdai,Tao Baoqi.Principle and Technology of Strain Electrical Measurement[M].Beijing:National Defence of Industry Press,1982(in Chinese).
[16]ABAQUS/Standard Theory Manual,version 6.14[M].Hibbitt,Karlsson,Sorenson,Inc.(HKS),2015.
[17]Behbahanifard M R,Grondin G Y,Elwi A E.Experimental and Numerical Investigation of Steel Plate Shear Wall[R].Structural Engineering Report 254,Canada:Department of Civil Engineering,University of Alberta,2003.