带约束拉杆双层钢板内填混凝土组合剪力墙抗震性能试验研究
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摘要
提出一种带约束拉杆双层钢板内填混凝土组合剪力墙,通过对6个剪跨比为2.0、轴压比为0.6的此类剪力墙试件的低周往复加载试验,研究试件的破坏形态、滞回曲线、骨架曲线、承载力退化、刚度退化、位移延性系数和耗能等抗震性能。结果表明:带约束拉杆双层钢板内填混凝土组合剪力墙抗震性能良好,6个试件的屈服位移角平均值为1/147,极限位移角平均值为1/48,位移延性系数平均值为3.57;减小约束拉杆间距和采用梅花式布置约束拉杆的方式,能更好地对钢板和混凝土提供约束,延缓钢板局部屈曲,增大混凝土的极限变形能力,提高剪力墙承载力、延性和耗能能力,减缓承载力退化和刚度退化,改善剪力墙抗震性能。
A new type of composite shear wall with double steel plates and infill concrete with binding bars was proposed.Six composite shear wall specimens were tested.The shear span ratio of all specimens was 2.0 and testing axial compression ratio was 0.6.The failure characteristics,hysteretic curve,skeleton curve,strength degradation,stiffness degradation,ductility and energy dissipation capacity of the specimens were observed.The results indicate that the composite shear wall with double steel plates and infill concrete with binding bars shows great seismic performance.The average values of the yield drift angle,ultimate drift angle and displacement ductility factor for the six tests walls are 1/147,1/48 and 3.57,respectively.The local buckling of steel plate is delayed,the limit deformation ability of concrete is increased,the bearing capacity,ductility and energy dissipation capacity are improved,the strength degradation and stiffness degradation are slow down.The seismic behavior of composite shear wall can be further improved by decreasing the binding bars spacing and setting the binding bars in quincunx form which can provide stronger constraint for steel plate and concrete.
A new type of composite shear wall with double steel plates and infill concrete with binding bars was proposed.Six composite shear wall specimens were tested.The shear span ratio of all specimens was 2.0 and testing axial compression ratio was 0.6.The failure characteristics,hysteretic curve,skeleton curve,strength degradation,stiffness degradation,ductility and energy dissipation capacity of the specimens were observed.The results indicate that the composite shear wall with double steel plates and infill concrete with binding bars shows great seismic performance.The average values of the yield drift angle,ultimate drift angle and displacement ductility factor for the six tests walls are 1/147,1/48 and 3.57,respectively.The local buckling of steel plate is delayed,the limit deformation ability of concrete is increased,the bearing capacity,ductility and energy dissipation capacity are improved,the strength degradation and stiffness degradation are slow down.The seismic behavior of composite shear wall can be further improved by decreasing the binding bars spacing and setting the binding bars in quincunx form which can provide stronger constraint for steel plate and concrete.
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.(LI Guoqiang,ZHANG Xiaoguang,SHENZuyan.Experimental study on hysteretic behavior ofconcrete-incased steel plate shear walls[J].IndustrialConstruction,1995,25(6):32-35.(in Chinese))
[2]Astaneh-Asl A,Zhao Qiuhong.Seismic studies of aninnovative and traditional composite shear walls[C]//Composite and Hybrid Structures.LosAngeles,California:Association for International Cooperation andResearch in Steel-Concrete Composite Structures,2000:1009-1024.
[3]ZHAO Qiuhong,Astaneh-Asl A.Cyclic behavior oftraditional and innovative composite shear walls[J].Journal of Structural Engineering,ASCE,2004,130(2):271-284.
[4]Hitaka T,Matsui C,Sakai J.Cyclic tests on steel andconcrete-filled tube frames with slit walls[J].Earthquake Engineering&Structural Dynamics,2007,36(6):707-727.
[5]吕西林,干淳洁,王威.内置钢板钢筋混凝土剪力墙抗震性能研究[J].建筑结构学报,2009,30(5):89-96.(LU Xilin,GAN Chunjie,WANG Wei.Study onseismic behavior of steel plate reinforced concrete shearwalls[J].Journal of Building Structures,2009,30(5):89-96.(in Chinese))
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[7]Emori Katsuhiko.Compressive and shear strength ofconcrete filled steel box wall[J].Steel Structures,2002,68(2):29-40.
[8]Link R A,Elwi A E.Composite concrete-steel platewalls:analysis and behavior[J].Journal of StructuralEngineering,ASCE,1995,121(2):260-271.
[9]Ozaki Masahiko,Akita Shodo,Osuga Hiroshi,et al.Study on steel plate reinforced concrete panels subjectedto cyclic in-plane shear[J].Nuclear Engineering andDesign,2004,228(1/2/3):225-244.
[10]Clubley Simon K,Moy Stuart S J,Xiao Robert Y.Shear strength of steel-concrete-steel composite panels:part I:testing and numerical modelling[J].Journal ofConstructional Steel Research,2003,59(6):781-794.
[11]Clubley Simon K,Moy Stuart S J,Xiao Robert Y.Shear strength of steel-concrete-steel composite panels:part II:detailed numerical modelling of performance[J].Journal of Constructional Steel Research,2003,59(6):795-808.
[12]Eom Tae-Sung,Park Hong-Gun,Lee Cheol-Ho,et al.Behavior of double skin composite wall subjected to in-plane cyclic loading[J].Journal of StructuralEngineering,ASCE,2009,135(10):1239-1249.
[13]聂建国,陶慕轩,樊健生,等.双钢板-混凝土组合剪力墙研究新进展[J].建筑结构,2011,41(12):52-60.(Nie Jianguo,Tao Muxuan,Fan Jiansheng,et al.Research advances of composite shear walls with doublesteel plates and filled concrete[J].Building Structure,2011,41(12):52-60.(in Chinese))
[14]聂建国,卜凡民,樊健生.低剪跨比双钢板-混凝土组合剪力墙抗震性能试验研究[J].建筑结构学报,2011,32(11):74-81.(NIE Jianguo,BU Fanmin,FANJiansheng.Experimental research on seismic behavior oflow shear-span ratio composite shear wall with doublesteel plates and infill concrete[J].Journal of BuildingStructures,2011,32(11):74-81.(in Chinese))
[15]JGJ101—1996建筑抗震试验方法规程[S].北京:中国建筑工业出版社,1997.(JGJ101—1996Specification of test methods for earthquake resistantbuildings[S].Beijing:China Architecture&BuildingPress,1997.(in Chinese))
[16]Cai Jian,He Zhen-Qiang.Axial load behavior of squareCFT stub column with binding bars[J].Journal ofConstructional Steel Research,2006,62(5):472-483.
[17]GB/T228—2002金属材料室温拉伸试验方法[S].北京:中国计划出版社,2002.(GB/T228—2002 Metallic materials:tensile testing at ambienttemperature[S].Beijing:China Planning Press,2002.(in Chinese))
[18]朱伯龙.结构抗震试验[M].北京:地震出版社,1989:38-40.
[19]韩林海.钢管混凝土结构[M].北京:科学出版社,2007:178-183.(HAN Linhai.Concrete-filled steeltubular structures[M].Beijing:Science Press,2007:178-183.(in Chinese))
[20]唐九如.钢筋混凝土框架节点抗震[M].南京:东南大学出版社,1989:311-316.
[2]Astaneh-Asl A,Zhao Qiuhong.Seismic studies of aninnovative and traditional composite shear walls[C]//Composite and Hybrid Structures.LosAngeles,California:Association for International Cooperation andResearch in Steel-Concrete Composite Structures,2000:1009-1024.
[3]ZHAO Qiuhong,Astaneh-Asl A.Cyclic behavior oftraditional and innovative composite shear walls[J].Journal of Structural Engineering,ASCE,2004,130(2):271-284.
[4]Hitaka T,Matsui C,Sakai J.Cyclic tests on steel andconcrete-filled tube frames with slit walls[J].Earthquake Engineering&Structural Dynamics,2007,36(6):707-727.
[5]吕西林,干淳洁,王威.内置钢板钢筋混凝土剪力墙抗震性能研究[J].建筑结构学报,2009,30(5):89-96.(LU Xilin,GAN Chunjie,WANG Wei.Study onseismic behavior of steel plate reinforced concrete shearwalls[J].Journal of Building Structures,2009,30(5):89-96.(in Chinese))
[6]聂建国,樊健生,黄远,等.钢板剪力墙的试验研究[J].建筑结构学报,2010,31(9):1-8.(NIE Jianguo,FAN Jiansheng,HUANG Yuan,et al.Experimentalresearch on steel plate shear walls[J].Journal ofBuilding Structures,2010,31(9):1-8.(in Chinese))
[7]Emori Katsuhiko.Compressive and shear strength ofconcrete filled steel box wall[J].Steel Structures,2002,68(2):29-40.
[8]Link R A,Elwi A E.Composite concrete-steel platewalls:analysis and behavior[J].Journal of StructuralEngineering,ASCE,1995,121(2):260-271.
[9]Ozaki Masahiko,Akita Shodo,Osuga Hiroshi,et al.Study on steel plate reinforced concrete panels subjectedto cyclic in-plane shear[J].Nuclear Engineering andDesign,2004,228(1/2/3):225-244.
[10]Clubley Simon K,Moy Stuart S J,Xiao Robert Y.Shear strength of steel-concrete-steel composite panels:part I:testing and numerical modelling[J].Journal ofConstructional Steel Research,2003,59(6):781-794.
[11]Clubley Simon K,Moy Stuart S J,Xiao Robert Y.Shear strength of steel-concrete-steel composite panels:part II:detailed numerical modelling of performance[J].Journal of Constructional Steel Research,2003,59(6):795-808.
[12]Eom Tae-Sung,Park Hong-Gun,Lee Cheol-Ho,et al.Behavior of double skin composite wall subjected to in-plane cyclic loading[J].Journal of StructuralEngineering,ASCE,2009,135(10):1239-1249.
[13]聂建国,陶慕轩,樊健生,等.双钢板-混凝土组合剪力墙研究新进展[J].建筑结构,2011,41(12):52-60.(Nie Jianguo,Tao Muxuan,Fan Jiansheng,et al.Research advances of composite shear walls with doublesteel plates and filled concrete[J].Building Structure,2011,41(12):52-60.(in Chinese))
[14]聂建国,卜凡民,樊健生.低剪跨比双钢板-混凝土组合剪力墙抗震性能试验研究[J].建筑结构学报,2011,32(11):74-81.(NIE Jianguo,BU Fanmin,FANJiansheng.Experimental research on seismic behavior oflow shear-span ratio composite shear wall with doublesteel plates and infill concrete[J].Journal of BuildingStructures,2011,32(11):74-81.(in Chinese))
[15]JGJ101—1996建筑抗震试验方法规程[S].北京:中国建筑工业出版社,1997.(JGJ101—1996Specification of test methods for earthquake resistantbuildings[S].Beijing:China Architecture&BuildingPress,1997.(in Chinese))
[16]Cai Jian,He Zhen-Qiang.Axial load behavior of squareCFT stub column with binding bars[J].Journal ofConstructional Steel Research,2006,62(5):472-483.
[17]GB/T228—2002金属材料室温拉伸试验方法[S].北京:中国计划出版社,2002.(GB/T228—2002 Metallic materials:tensile testing at ambienttemperature[S].Beijing:China Planning Press,2002.(in Chinese))
[18]朱伯龙.结构抗震试验[M].北京:地震出版社,1989:38-40.
[19]韩林海.钢管混凝土结构[M].北京:科学出版社,2007:178-183.(HAN Linhai.Concrete-filled steeltubular structures[M].Beijing:Science Press,2007:178-183.(in Chinese))
[20]唐九如.钢筋混凝土框架节点抗震[M].南京:东南大学出版社,1989:311-316.
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