钢管-双层钢板-混凝土组合剪力墙抗震性能试验研究
|
摘要
提出一种适用于超高层建筑底部楼层的钢管-双层钢板-混凝土组合剪力墙,通过5个剪跨比为2.5的一字形截面组合剪力墙试件的拟静力试验,研究组合剪力墙的抗震性能。试验结果表明:试件的破坏形态为压弯破坏,墙底部边缘构件矩形钢管管壁和钢板鼓曲、钢管断裂、混凝土压溃;矩形钢管混凝土约束边缘构件沿墙肢长度显著影响试件的变形能力和耗能能力;钢板含钢率基本不影响试件的变形能力;矩形钢管混凝土边缘构件内设置圆钢管可提高试件承载力,但对其变形能力影响不大。矩形钢管混凝土约束边缘构件沿墙肢长度为0.2倍墙截面高度、设计轴压比为0.45时,组合墙试件的屈服位移角不小于0.005 rad、极限位移角可达0.030 rad。提出组合墙正截面承载力的计算式,计算结果与试验值吻合较好,误差小于10%。
This paper proposed an innovative composite wall,named the steel tube-double plate-concrete composite shear wall,which is suited for use in the lower stories of super high-rise buildings.The seismic behavior of the composite walls was examined through results of an experimental research program where five rectangle-shaped wall specimens with a shear span ratio of 2.5 were tested.The test results indicate that the specimens fail in a flexural mode,characterized by local buckling of boundary steel tubes and steel plates,fracture of steel tubes,and compressive crushing of concrete at the wall base.The extent of concrete filled steel tubular(CFST) boundary elements significantly affects the deformation and energy dissipation capacities of the composite walls.The area ratio of steel plate has a minimal effect on the deformation capacity of the wall specimens.The addition of circular steel tubes embedded in the CFST boundary elements leads to an increase in the lateral load-carrying capacity of the composite walls,but it does not increase the wall's deformation capacity.When the CFST boundary element's extent is 0.2 times the wall's sectional depth and the designed axial force ratio is 0.45,the wall specimen has a yield drift ratio of over 0.005 rad and an ultimate drift ratio of 0.030 rad.In addition,simplified formulas used to calculate the flexure strength of the composite walls were proposed.The evaluated results show good agreement with the test results,with errors no more than 10%.
This paper proposed an innovative composite wall,named the steel tube-double plate-concrete composite shear wall,which is suited for use in the lower stories of super high-rise buildings.The seismic behavior of the composite walls was examined through results of an experimental research program where five rectangle-shaped wall specimens with a shear span ratio of 2.5 were tested.The test results indicate that the specimens fail in a flexural mode,characterized by local buckling of boundary steel tubes and steel plates,fracture of steel tubes,and compressive crushing of concrete at the wall base.The extent of concrete filled steel tubular(CFST) boundary elements significantly affects the deformation and energy dissipation capacities of the composite walls.The area ratio of steel plate has a minimal effect on the deformation capacity of the wall specimens.The addition of circular steel tubes embedded in the CFST boundary elements leads to an increase in the lateral load-carrying capacity of the composite walls,but it does not increase the wall's deformation capacity.When the CFST boundary element's extent is 0.2 times the wall's sectional depth and the designed axial force ratio is 0.45,the wall specimen has a yield drift ratio of over 0.005 rad and an ultimate drift ratio of 0.030 rad.In addition,simplified formulas used to calculate the flexure strength of the composite walls were proposed.The evaluated results show good agreement with the test results,with errors no more than 10%.
引文
[1]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.(GB50011—2010Codefor seismic design of buildings[S].Beijing:ChinaArchitecture&Building Press,2010.(in Chinese))
[2]ACI 318-05 Building code requirements for structuralconcrete and commentary[S].Farmington Hills,Michigan:American Concrete Institute,2005.
[3]BS EN 1998-1 Eurocode 8:design provisions forearthquake resistance:part 1:general rules,seismicactions and rules for buildings[S].Brussels,Belgium:European Committee for Standardization,2004.
[4]NZS 3101:2006 Concrete structure standard[S].Wellington,New Zealand:Standard New Zealand,2006.
[5]Eom T S,Park H G,Lee C H,Kim J H,Chang I H.Behavior of double skin composite wall subjected to in-plane cyclic loading[J].Journal of StructuralEngineering,ASCE,2009,135(10):1239-1249.
[6]Hossain K M A,Wright H D.Experimental andtheoretical behaviour of double skin composite wallsunder in-plane shear[J].Journal of ConstructionalSteel Research,2004,60(1):59-83.
[7]曹万林,王尧鸿,董宏英,张建伟.钢管混凝土边框内藏钢板剪力墙振动台试验研究[J].地震工程与工程振动,2011,31(20):75-81.(Cao Wanlin,Wang Yaohong,Dong Hongying,Zhang Jianwei.Shaking table test study on shear walls with concrete-filled steel tube columns and embedded steel-plate[J].Earthquake Engineering and Engineering Vibration,2011,31(20):75-81.(in Chinese))
[8]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.Studyon seismic behavior of steel plate reinforced concreteshear walls[J].Journal of Building Structures,2009,30(5):89-96.(in Chinese))
[9]孙建超,徐培福,肖从真,孙慧中,王翠坤.钢板-混凝土组合剪力墙受剪性能试验研究[J].建筑结构,2008,38(6):1-5,10.(Sun Jianchao,Xu Peifu,Xiao Congzhen,Sun Huizhong,Wang Cuikun.Experimental study on shear behavior of steel plate-concrete composite wall[J].Building Structure,2008,38(6):1-5,10.(in Chinese))
[10]陈涛,肖从真,田春雨,徐培福.高轴压比钢-混凝土组合剪力墙压弯性能试验研究[J].土木工程学报,2011,44(6):1-7.(Chen Tao,Xiao Congzhen,Tian Chunyu,Xu Peifu.Experimental study of thecompression-bending behavior of composite shear wallsof high axial compression ratios[J].China CivilEngineering Journal,2011,44(6):1-7.(in Chinese))
[11]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,FAN Jiansheng.Experimental research on seismicbehavior of low shear-span ratio composite shear wallwith double steel plates and infill concrete[J].Journalof Building Structures,2011,32(11):74-81.(inChinese))
[12]曹万林,王敏,张建伟,王立长,朱兴刚.钢管混凝土边框剪力墙抗震试验及承载力计算[J].北京工业大学学报,2008,34(12):1291-1297.(Cao Wan-lin,Wang Min,Zhang Jian-wei,WANG Li-chang,ZHU Xing-gang.Seismic experiment and load-carryingcapacity calculation of shear wall with concrete filledsteel tube columns[J].Journal of Beijing University ofTechnology,2008,34(12):1291-1297.(in Chinese))
[13]钱稼茹,魏勇,赵作周,蔡益燕,郁银泉,申林.高轴压比钢骨混凝土剪力墙抗震性能试验研究[J].建筑结构学报,2008,29(1):43-50.(QIAN Jiaru,WEI Yong,ZHAO Zuozhou,CAI Yiyan,YU Yinquan,SHEN Lin.Experimental study on seismic behavior ofSRC shear walls with high axial force ratio[J].Journalof Building Structures,2008,29(1):43-50.(inChinese))
[14]Qian Jiaru,Jiang Zao,Ji Xiaodong.Behavior of steeltube-reinforced concrete composite walls subjected tohigh axial force and cyclic loading[J].EngineeringStructures,2012,36:173-184.
[15]JGJ3—2011高层建筑混凝土结构设计规程[S].北京:中国建筑工业出版社,2011.(JGJ3—2011Technical specification for concrete structures of tallbuildings[S].Beijing:China Architecture&BuildingPress,2011.(in Chinese))
[16]Park R,Priestley M J N,Gill W D.Ductiltiy ofsquare-confined concrete conlumns[J].Journal of theStructural Division,ASCE,1982,108(4):929-950.
[17]CECS28:1990钢管混凝土结构设计与施工规程[S].北京:中国计划出版社,1990.(CECS28:1990Specification of design and construction of concrete-filled steel tubular structures[S].Beijing:ChinaPlanning Press,1990.(in Chinese))
[2]ACI 318-05 Building code requirements for structuralconcrete and commentary[S].Farmington Hills,Michigan:American Concrete Institute,2005.
[3]BS EN 1998-1 Eurocode 8:design provisions forearthquake resistance:part 1:general rules,seismicactions and rules for buildings[S].Brussels,Belgium:European Committee for Standardization,2004.
[4]NZS 3101:2006 Concrete structure standard[S].Wellington,New Zealand:Standard New Zealand,2006.
[5]Eom T S,Park H G,Lee C H,Kim J H,Chang I H.Behavior of double skin composite wall subjected to in-plane cyclic loading[J].Journal of StructuralEngineering,ASCE,2009,135(10):1239-1249.
[6]Hossain K M A,Wright H D.Experimental andtheoretical behaviour of double skin composite wallsunder in-plane shear[J].Journal of ConstructionalSteel Research,2004,60(1):59-83.
[7]曹万林,王尧鸿,董宏英,张建伟.钢管混凝土边框内藏钢板剪力墙振动台试验研究[J].地震工程与工程振动,2011,31(20):75-81.(Cao Wanlin,Wang Yaohong,Dong Hongying,Zhang Jianwei.Shaking table test study on shear walls with concrete-filled steel tube columns and embedded steel-plate[J].Earthquake Engineering and Engineering Vibration,2011,31(20):75-81.(in Chinese))
[8]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.Studyon seismic behavior of steel plate reinforced concreteshear walls[J].Journal of Building Structures,2009,30(5):89-96.(in Chinese))
[9]孙建超,徐培福,肖从真,孙慧中,王翠坤.钢板-混凝土组合剪力墙受剪性能试验研究[J].建筑结构,2008,38(6):1-5,10.(Sun Jianchao,Xu Peifu,Xiao Congzhen,Sun Huizhong,Wang Cuikun.Experimental study on shear behavior of steel plate-concrete composite wall[J].Building Structure,2008,38(6):1-5,10.(in Chinese))
[10]陈涛,肖从真,田春雨,徐培福.高轴压比钢-混凝土组合剪力墙压弯性能试验研究[J].土木工程学报,2011,44(6):1-7.(Chen Tao,Xiao Congzhen,Tian Chunyu,Xu Peifu.Experimental study of thecompression-bending behavior of composite shear wallsof high axial compression ratios[J].China CivilEngineering Journal,2011,44(6):1-7.(in Chinese))
[11]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,FAN Jiansheng.Experimental research on seismicbehavior of low shear-span ratio composite shear wallwith double steel plates and infill concrete[J].Journalof Building Structures,2011,32(11):74-81.(inChinese))
[12]曹万林,王敏,张建伟,王立长,朱兴刚.钢管混凝土边框剪力墙抗震试验及承载力计算[J].北京工业大学学报,2008,34(12):1291-1297.(Cao Wan-lin,Wang Min,Zhang Jian-wei,WANG Li-chang,ZHU Xing-gang.Seismic experiment and load-carryingcapacity calculation of shear wall with concrete filledsteel tube columns[J].Journal of Beijing University ofTechnology,2008,34(12):1291-1297.(in Chinese))
[13]钱稼茹,魏勇,赵作周,蔡益燕,郁银泉,申林.高轴压比钢骨混凝土剪力墙抗震性能试验研究[J].建筑结构学报,2008,29(1):43-50.(QIAN Jiaru,WEI Yong,ZHAO Zuozhou,CAI Yiyan,YU Yinquan,SHEN Lin.Experimental study on seismic behavior ofSRC shear walls with high axial force ratio[J].Journalof Building Structures,2008,29(1):43-50.(inChinese))
[14]Qian Jiaru,Jiang Zao,Ji Xiaodong.Behavior of steeltube-reinforced concrete composite walls subjected tohigh axial force and cyclic loading[J].EngineeringStructures,2012,36:173-184.
[15]JGJ3—2011高层建筑混凝土结构设计规程[S].北京:中国建筑工业出版社,2011.(JGJ3—2011Technical specification for concrete structures of tallbuildings[S].Beijing:China Architecture&BuildingPress,2011.(in Chinese))
[16]Park R,Priestley M J N,Gill W D.Ductiltiy ofsquare-confined concrete conlumns[J].Journal of theStructural Division,ASCE,1982,108(4):929-950.
[17]CECS28:1990钢管混凝土结构设计与施工规程[S].北京:中国计划出版社,1990.(CECS28:1990Specification of design and construction of concrete-filled steel tubular structures[S].Beijing:ChinaPlanning Press,1990.(in Chinese))
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心