高层钢板剪力墙结构底部加强层抗震性能分析
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摘要
采用非线性有限元软件Msc.Marc对高层钢管混凝土组合框架-钢板剪力墙结构底部四层两跨未加劲薄钢板墙模型进行了推覆分析与滞回分析。计算结果表明,组合钢板剪力墙结构具有良好的延性及稳定的滞回性能,结构进入弹塑性阶段后钢板墙的拉力带方向与CAN/CSA S16-01(2001)推荐公式吻合良好。根据分析结果,比较了不同分析类型及不同钢板墙厚度的影响。研究发现,考虑钢材强化及包辛格效应后,结构滞回分析的极限承载力将小于推覆分析的极限承载力;随着钢板墙厚度的增大,结构的弹塑性屈曲模态由局部屈曲向整体屈曲过渡;在罕遇地震作用下,钢板墙结构的底层边缘约束柱将产生较大的轴拉力,甚至被拉断而导致结构整体破坏。
Nonlinear finite element analysis was conducted for a four-story two-bay thin unstiffened composite CFT frame-steel plate shear wall system under monotonic and cyclic loading.The model is the bottom part of a highrise hybrid structure.The results show that the steel plate shear wall system exhibits very stable and ductile behavior.The resulting tension field angle of the steel plate fits well with the recommended formula of CAN/CSA S16-01(2001).It is concluded that the ultimate strength of cyclic analysis is lower than that of monotonic analysis considering material hardening and Bauschinger effect.The elasto-plastic buckling mode will vary from local buckling to global buckling with the increase of plate thickness.The bottom column of the steel plate shear wall structure will suffer great tension under rare earthquakes.Moreover,the entire structure may fail due to the column tensive fracture.
Nonlinear finite element analysis was conducted for a four-story two-bay thin unstiffened composite CFT frame-steel plate shear wall system under monotonic and cyclic loading.The model is the bottom part of a highrise hybrid structure.The results show that the steel plate shear wall system exhibits very stable and ductile behavior.The resulting tension field angle of the steel plate fits well with the recommended formula of CAN/CSA S16-01(2001).It is concluded that the ultimate strength of cyclic analysis is lower than that of monotonic analysis considering material hardening and Bauschinger effect.The elasto-plastic buckling mode will vary from local buckling to global buckling with the increase of plate thickness.The bottom column of the steel plate shear wall structure will suffer great tension under rare earthquakes.Moreover,the entire structure may fail due to the column tensive fracture.
引文
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[17]魏德敏,温沛纲,卞宗舒.新型带缝钢板剪力墙的试验研究及其数值模拟[J].地震工程与工程振动,2006,26(1):129-133.
[18]Marc 2005.User's Manual[CP].Msc Software Corporation.
[19]Buyukozturk.Nonlinear analysis of reinforced concrete structures[J].Computers and Structures,1977,7(2):149.156.
[2]Takahash,et.al.Experimental study on thin steel shear walls and particular bracings under alternative horizontal load[C]∥IABSE Symposium,Lisbon,Portugal,1973.
[3]Mimura,Akiyama.Load-deflection relationship of earthquake-resistant steel plate shear walls with a developed diagonal tension field[R].TokyoTrans.,Arch.Inst.of Japan,1977
[4]Wagner H.Flat sheet metal girders with very thin webs.Part1-General theories and assumptions[R].Memo No.604.National Advisory Commit-tee for Aeronautics,Washington D.C,1931.
[5]Thorburn.Kulak,Montgomery.Analysis of steel plate shear walls[R].Edmontorm:Struct.Engrg Rep.No.107.Dept.of Civil Engineering,Uni-versity of Alberta,Edmonton:1983.
[6]Timler,Kulak.Experimental study of steel plate shear walls[R].Edmonton:Struct.Engrg Rep.No.114.Dept.of Civil Engineering,Universityof Alberta,1983.
[7]Canadian Standard Association,Limit State Design of Steel Structures[S].CAN/CSA-S16.1-94,1994.
[8]Robert G L K,Driver G.Cyclic test of four-story steel plate shear wall[J].Journal of Structure Engineering,1998,124(2):112-120.
[9]Robert G L K,Driver G.FE and simplified models of steel plate shear wall[J].Journal of Structure Engineering,1998,124(2):121-130
[10]中华人民共和国建设部JGJ 99-98,高层建筑民用钢结构技术规程[S].北京:中国建筑工业出版社,1998.
[11]陈国栋.钢板剪力墙结构性能研究[D].北京:清华大学,2002.
[12]缪友武.两侧开缝钢板剪力墙结构性能研究[D].北京:清华大学,2004.
[13]肖明.开竖缝钢板剪力墙抗震性能试验研究[D].北京:清华大学,2006.
[14]苏幼坡,刘英利,王绍杰.薄钢板剪力墙抗震性能试验研究[J].地震工程与工程振动,2002,22(4):81-84.
[15]万红霞,谢伟平,王小平.考虑屈曲后强度的钢板剪力墙极限剪力计算[J].钢结构,2004,19(72):66-68.
[16]侯蕾,孙彤,郝际平,等.十字加劲肋钢板剪力墙低周反复荷载的试验[J].钢结构,2006,21(85):12-16.
[17]魏德敏,温沛纲,卞宗舒.新型带缝钢板剪力墙的试验研究及其数值模拟[J].地震工程与工程振动,2006,26(1):129-133.
[18]Marc 2005.User's Manual[CP].Msc Software Corporation.
[19]Buyukozturk.Nonlinear analysis of reinforced concrete structures[J].Computers and Structures,1977,7(2):149.156.
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