新型SMA耗能连梁框架剪力墙结构抗震性能研究
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摘要
钢筋混凝土框架-剪力墙结构在高层建筑结构中被广泛采用。根据延性抗震设计思想,连梁需在墙肢发生损伤前屈服以承担耗能。然而连梁跨高比较小,失效模式多为剪切破坏、属脆性破坏,耗能能力有限;且较严重的连梁损伤修复困难,影响结构地震后使用功能的快速恢复。为解决上述问题,提出在钢筋混凝土连梁中安装形状记忆合金(Shape Memory Alloy,简称SMA)阻尼器,改变连梁耗能模式。阻尼器中采用奥氏体SMA材料,地震过程中利用SMA的相变耗散地震能量,地震后由于SMA的超弹性性能,阻尼器变形可自动回复,没有残余变形。通过研究给出SMA阻尼器的关键设计参数,并将SMA阻尼器安装在一栋18层RC框剪结构的各层连梁中,进行阻尼器控制结构地震反应的参数分析,验证阻尼器控制结构地震反应的可行性。分析结果表明,连梁中设置SMA阻尼器能够有效减小RC框剪结构在大震作用下的位移反应。
Frame-shear wall system is widely adopted in high rise buildings.According to the concept of ductility seismic design,coupling beams in shear walls are required to yield prior to the damage of wall piers to dissipate energy.However,damage in coupling beams results in high repair cost after earthquake.Even in some cases,it is difficult to repair the coupling beams if the damage in coupling beams is serious,which almost leads to the loss of the structure role.In order to solve this problem,a novel Shape Memory Alloy(SMA) damper was proposed in this study.After earthquakes,deformation of the dampers can recover automatically because of the pseudoelasticity of austenite SMA material.In order to verify the validity of the proposed dampers,seismic responses of a planar 18-story frame-shear wall structure with such passive SMA dampers in coupling beams was investigated.Analytical results indicate that the displacement responses of the frame-shear wall structure with such dampers can be reduced remarkably under large earthquake.
Frame-shear wall system is widely adopted in high rise buildings.According to the concept of ductility seismic design,coupling beams in shear walls are required to yield prior to the damage of wall piers to dissipate energy.However,damage in coupling beams results in high repair cost after earthquake.Even in some cases,it is difficult to repair the coupling beams if the damage in coupling beams is serious,which almost leads to the loss of the structure role.In order to solve this problem,a novel Shape Memory Alloy(SMA) damper was proposed in this study.After earthquakes,deformation of the dampers can recover automatically because of the pseudoelasticity of austenite SMA material.In order to verify the validity of the proposed dampers,seismic responses of a planar 18-story frame-shear wall structure with such passive SMA dampers in coupling beams was investigated.Analytical results indicate that the displacement responses of the frame-shear wall structure with such dampers can be reduced remarkably under large earthquake.
引文
[1]Paulay T,Binney J R.Diagonally reinforced couplingbeams of shear walls[C]//Shear in Reinforced Concrete,American Concrete Institute.Farmington Hilla,1974
[2]韦爱凤,艾岚.抗震剪力墙延性连梁的设计研究[J].建筑技术,2006,37(2):140-141(Wei Aifeng,Ai Lan.Design and study of coupling beam in seismic resistant RCshear wall structure[J].Architecture Technology,2006,37(2):140-141(in Chinese))
[3]戴瑞同,孙占国.菱形配筋剪力墙连梁的承载能力[J].工业建筑,1993,10:33-38(Dai Ruitong,Sun Zhanguo.Load-bearing capacity of coupling beam of shear wallreinforced with inclined rhombic bars[J].IndustrialConstruction,1993,10:33-38(in Chinese))
[4]王祖华,桑文胜.劲性钢筋混凝土连梁的性能与计算方法[J].华南理工大学学报:自然科学版,1995,23(1):34-43(Wang Zuhua,Sang Wensheng.Bearing behaviorand calculation method of steel reinforced concrete couplingbeams[J].Journal of South China University ofTechnology:Natural Science,1995,23(1):34-43(inChinese))
[5]Yuksel S B.Slit-connected coupling beams for tunnel-formbuilding structures[J].The Structural Design of Tall andSpecial Buildings,2008,17(3):579-600
[6]Gong B,Shahrooz B M.Steel-concrete composite couplingbeams-behavior and design[J].Engineering Structures,2001,23(11):1480-1490
[7]Park W S,Yun H D.Seismic behaviour and design of steelcoupling beams in a hybrid coupled shear wall systems[J].Nuclear Engineering and Design,2006,236(23):2472-2484
[8]Madsen L P B,Thambiratnam D P,Perera N J.Seismicresponse of building structures with dampers in shear walls[J].Computers and Structures,2003,81(4):239-253
[9]滕军,马伯涛,周正根,等.提高联肢墙抗震性能的连梁耗能构件关键技术[J].工程抗震与改造加固,2007,29(5):1-6(Teng Jun,Ma Botao,Zhou Zhenggen,et al.Key technique of energy dissipating damper on couplingbeam to improve seismic-resistance performance of couplingshear wall structures[J].Earthquake ResistanceEngineering and Retrofitting,2007,29(5):1-6(inChinese))
[10]杨大智.智能材料与智能系统[M].天津:天津大学出版社,2000
[11]Li H,Mao C X,Ou J P.Experimental and theoreticalstudy on two types of shape memory alloy devices[J].Earthquake Engineering and Structural Dynamics,2008,37(3):407-426
[12]董金芝,毛晨曦,曹鹏.基于ABAQUS的形状记忆合金本构研究[J].低温建筑技术,2010,12:51-52(DongJinzhi,Mao Chenxi,Cao Peng.Study on shape memoryalloys constitutive model based on ABAQUS[J].LowTemperature Architecture Technology,2010,12:51-52(inChinese))
[13]Chung H S,Moon B W,Lee S K,et al.Seismicperformance of friction dampers using flexure of RC shearwall system[J].The Structural Design of Tall and SpecialBuildings,2009,18(7):807-822
[14]王立军,毛晨曦,董金芝.安装形状记忆合金阻尼器的剪力墙结构抗震性能分析[J].世界地震工程,2011,27(3):101-107(Wang Lijun,Mao Chenxi,Dong Jinzhi.Seismic performance of shear wall structure with shapememory alloy dampers in the coupling beams[J].WorldEarthquake Engineering,2011,27(3):101-107(inChinese))
[15]包世华,张铜生.高层建筑结构设计与计算(上册)[M].北京:清华大学出版社,2005
[2]韦爱凤,艾岚.抗震剪力墙延性连梁的设计研究[J].建筑技术,2006,37(2):140-141(Wei Aifeng,Ai Lan.Design and study of coupling beam in seismic resistant RCshear wall structure[J].Architecture Technology,2006,37(2):140-141(in Chinese))
[3]戴瑞同,孙占国.菱形配筋剪力墙连梁的承载能力[J].工业建筑,1993,10:33-38(Dai Ruitong,Sun Zhanguo.Load-bearing capacity of coupling beam of shear wallreinforced with inclined rhombic bars[J].IndustrialConstruction,1993,10:33-38(in Chinese))
[4]王祖华,桑文胜.劲性钢筋混凝土连梁的性能与计算方法[J].华南理工大学学报:自然科学版,1995,23(1):34-43(Wang Zuhua,Sang Wensheng.Bearing behaviorand calculation method of steel reinforced concrete couplingbeams[J].Journal of South China University ofTechnology:Natural Science,1995,23(1):34-43(inChinese))
[5]Yuksel S B.Slit-connected coupling beams for tunnel-formbuilding structures[J].The Structural Design of Tall andSpecial Buildings,2008,17(3):579-600
[6]Gong B,Shahrooz B M.Steel-concrete composite couplingbeams-behavior and design[J].Engineering Structures,2001,23(11):1480-1490
[7]Park W S,Yun H D.Seismic behaviour and design of steelcoupling beams in a hybrid coupled shear wall systems[J].Nuclear Engineering and Design,2006,236(23):2472-2484
[8]Madsen L P B,Thambiratnam D P,Perera N J.Seismicresponse of building structures with dampers in shear walls[J].Computers and Structures,2003,81(4):239-253
[9]滕军,马伯涛,周正根,等.提高联肢墙抗震性能的连梁耗能构件关键技术[J].工程抗震与改造加固,2007,29(5):1-6(Teng Jun,Ma Botao,Zhou Zhenggen,et al.Key technique of energy dissipating damper on couplingbeam to improve seismic-resistance performance of couplingshear wall structures[J].Earthquake ResistanceEngineering and Retrofitting,2007,29(5):1-6(inChinese))
[10]杨大智.智能材料与智能系统[M].天津:天津大学出版社,2000
[11]Li H,Mao C X,Ou J P.Experimental and theoreticalstudy on two types of shape memory alloy devices[J].Earthquake Engineering and Structural Dynamics,2008,37(3):407-426
[12]董金芝,毛晨曦,曹鹏.基于ABAQUS的形状记忆合金本构研究[J].低温建筑技术,2010,12:51-52(DongJinzhi,Mao Chenxi,Cao Peng.Study on shape memoryalloys constitutive model based on ABAQUS[J].LowTemperature Architecture Technology,2010,12:51-52(inChinese))
[13]Chung H S,Moon B W,Lee S K,et al.Seismicperformance of friction dampers using flexure of RC shearwall system[J].The Structural Design of Tall and SpecialBuildings,2009,18(7):807-822
[14]王立军,毛晨曦,董金芝.安装形状记忆合金阻尼器的剪力墙结构抗震性能分析[J].世界地震工程,2011,27(3):101-107(Wang Lijun,Mao Chenxi,Dong Jinzhi.Seismic performance of shear wall structure with shapememory alloy dampers in the coupling beams[J].WorldEarthquake Engineering,2011,27(3):101-107(inChinese))
[15]包世华,张铜生.高层建筑结构设计与计算(上册)[M].北京:清华大学出版社,2005
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