粘弹性阻尼器对高层钢结构地震响应控制分析
|
摘要
钢结构自身阻尼比较小,结构变形较大,一般可以通过设置阻尼器来控制结构地震响应。本文根据粘弹性阻尼器的原理,结合粘弹性阻尼器Maxwell力学模型,使用有限元软件SAP2000对一榀高烈度地区设置了粘弹性阻尼器的高层钢框架结构进行了弹性和弹塑性动力分析。研究数据表明,粘弹性阻尼器可以有效的控制高层钢结构框架在高烈度地区的地震响应。
Damping ratio of steel structure is relatively less,and deformation of steel structure is large.It is usually control the seismic response by adopting dampers.Based on the viscoelastic damper principle and the Maxwell model,elastic and elastoplastic dynamic analyses of a high-rise steel structure with viscoelastic dampers in high intensity areas are made by using finite element software SAP2000.The results show that viscoelastic dampers can effectively control the seismic response of high-rise steel structures in high intensity areas.
Damping ratio of steel structure is relatively less,and deformation of steel structure is large.It is usually control the seismic response by adopting dampers.Based on the viscoelastic damper principle and the Maxwell model,elastic and elastoplastic dynamic analyses of a high-rise steel structure with viscoelastic dampers in high intensity areas are made by using finite element software SAP2000.The results show that viscoelastic dampers can effectively control the seismic response of high-rise steel structures in high intensity areas.
引文
[1]杨荣,王肇民.粘弹性阻尼器控制高层建筑地震响应的研究[J].同济大学学报,1998,26(6):613-616.
[2]Building seismic safety council.NEHR PCommentaryon the guidelines for the seismic rehabilitation ofbuildings,FEMA274.Washington D C,1996.
[3]MAHMOODI P,ROBERTSON L E.Performance of viscoelasticdampers in world trade center building[A].Building Motionin Wind[C].[s.l.]:ASCE,1986,83-106.
[4]瞿伟廉.设置粘弹性阻尼器钢结构高层建筑抗震抗风设计的实用方法[J].建筑结构学报,1998,19(30):42-49.
[5]ZHANG R H,SOONG T T.Seismic design of viscoelasticdamper for structural applications[J].ASCE,J.StructEngng,1992,118(5):1375-1392.
[6]SHUKLA A K,DATTA T K.Optional Use of ViscoelasticDampers in Building Frame for Seismic Force[J].ASCE,J.Struct Engng,1999,125(4):401-409.
[7]APRILE A,INAUDI J A,KELLY J M.Evolutionarymodel of viscoelastic dampers for structuralapplications[J].ASCE,J.Engng Mech,1997,123(6):551-560.
[8]欧进萍,邹向阳.粘弹性耗能器的性能与结构减振试验研究[J].振动与冲击,1999,18(3):12-19.
[9]吴云芳,张亮亮.耗能减震结构的振动分析方法[J].振动与冲击,2005,24(3):72-75.
[10]孙玉萍,王敏,何晴光,等.粘弹性阻尼器钢框架减震性能分析[J].甘肃科学学报,2008,20(3):126-129.
[11]徐赵东,赵鸿铁,周云.粘弹性阻尼器的等效标准固体模型[J].建筑结构,2001,31(3):67-71.
[12]徐赵东,周云,周福霖.粘弹性阻尼器三种计算模型的对比与分析[J].华南建设学院西院学报,1999,7(2):1-7.
[13]北京金土木软件技术有限公司.SAP2000中文版使用指南[M].北京:中国建筑工业出版社,2006.
[14]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[15]程蓓,李胜林,申林,等.消能减震支撑体系研究与在高烈度区的工程应用[J].建筑结构,2008,38(12):53-55.
[2]Building seismic safety council.NEHR PCommentaryon the guidelines for the seismic rehabilitation ofbuildings,FEMA274.Washington D C,1996.
[3]MAHMOODI P,ROBERTSON L E.Performance of viscoelasticdampers in world trade center building[A].Building Motionin Wind[C].[s.l.]:ASCE,1986,83-106.
[4]瞿伟廉.设置粘弹性阻尼器钢结构高层建筑抗震抗风设计的实用方法[J].建筑结构学报,1998,19(30):42-49.
[5]ZHANG R H,SOONG T T.Seismic design of viscoelasticdamper for structural applications[J].ASCE,J.StructEngng,1992,118(5):1375-1392.
[6]SHUKLA A K,DATTA T K.Optional Use of ViscoelasticDampers in Building Frame for Seismic Force[J].ASCE,J.Struct Engng,1999,125(4):401-409.
[7]APRILE A,INAUDI J A,KELLY J M.Evolutionarymodel of viscoelastic dampers for structuralapplications[J].ASCE,J.Engng Mech,1997,123(6):551-560.
[8]欧进萍,邹向阳.粘弹性耗能器的性能与结构减振试验研究[J].振动与冲击,1999,18(3):12-19.
[9]吴云芳,张亮亮.耗能减震结构的振动分析方法[J].振动与冲击,2005,24(3):72-75.
[10]孙玉萍,王敏,何晴光,等.粘弹性阻尼器钢框架减震性能分析[J].甘肃科学学报,2008,20(3):126-129.
[11]徐赵东,赵鸿铁,周云.粘弹性阻尼器的等效标准固体模型[J].建筑结构,2001,31(3):67-71.
[12]徐赵东,周云,周福霖.粘弹性阻尼器三种计算模型的对比与分析[J].华南建设学院西院学报,1999,7(2):1-7.
[13]北京金土木软件技术有限公司.SAP2000中文版使用指南[M].北京:中国建筑工业出版社,2006.
[14]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[15]程蓓,李胜林,申林,等.消能减震支撑体系研究与在高烈度区的工程应用[J].建筑结构,2008,38(12):53-55.
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