黏滞阻尼器在高层短肢剪力墙结构中的应用
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摘要
在研究黏滞阻尼器减震短肢剪力墙结构抗震设计方法的基础上,对黏滞阻尼器的安装位置和传统计算方法进行总结和改进,提出按照阻尼力与楼层剪力呈正比的方式分配阻尼系数的方法,并采用渐进法的思想实现对结构所需附加阻尼比更为精确的计算。结合工程设计实例,通过方案对比,对普通剪力墙结构、短肢剪力墙结构、短肢剪力墙+黏滞阻尼器结构建立有限元模型进行时程分析,证实黏滞阻尼器在短肢剪力墙结构中能够发挥较好的耗能作用,使结构构件基本处于弹性变形的安全状态,弥补了短肢剪力墙结构自身存在的缺点,使建筑的经济性得到保障。并通过振动台模拟破坏试验,进一步验证黏滞阻尼器在高层短肢剪力墙结构中的良好减震效果。
Based on the study of seismic design of viscous dampers short-leg shear walls structure,it is summarized and improved the installment location and traditional calculation methods.It is put forward the method of distributing damping coefficient according to the direct ratio of damping force and floor shear,and also adopted the idea of accumulation to realize more accurate calculation of additional damping ratio needed in the structure.Combining real cases,and through comparison of designs,the paper has built finite element models and performed time-history analysis for common shear wall structure,short-leg shear wall structure,short-leg shear walls + viscous damper structure.It is proved that viscous dampers performs better in energy consumption,which makes the structure components maintain the safe state of elastic deformation,makes up shortcomings existing in the short-leg shear wall structure,and secures the building is more economical.Additionally,through simulated destruction test on the vibration table,it is further verified the outstanding shock absorption effect of viscous dampers in short-leg shear wall structures.
Based on the study of seismic design of viscous dampers short-leg shear walls structure,it is summarized and improved the installment location and traditional calculation methods.It is put forward the method of distributing damping coefficient according to the direct ratio of damping force and floor shear,and also adopted the idea of accumulation to realize more accurate calculation of additional damping ratio needed in the structure.Combining real cases,and through comparison of designs,the paper has built finite element models and performed time-history analysis for common shear wall structure,short-leg shear wall structure,short-leg shear walls + viscous damper structure.It is proved that viscous dampers performs better in energy consumption,which makes the structure components maintain the safe state of elastic deformation,makes up shortcomings existing in the short-leg shear wall structure,and secures the building is more economical.Additionally,through simulated destruction test on the vibration table,it is further verified the outstanding shock absorption effect of viscous dampers in short-leg shear wall structures.
引文
[1]冯金蕊,李青宁,韩奇峰.短肢剪力墙结构体系在高层建筑中的应用[J].四川建筑,2009(5):108-109.
[2]彭飞,程文瀼,陆和燕.地震作用下短肢剪力墙结构的破坏形态研究[J].工程抗震与加固改造,2006(5):60-62.
[3]杨溥,姬淑艳,肖志,等.黏滞阻尼器加固的某RC框架结构抗震性能分析及优化设计[J].重庆大学学报,2007(8):114-118.
[4]闫磊,阙巍.粘滞流体阻尼器对框架-剪力墙结构的减震效果分析[J].南京工程学院学报,2007(3):47-52.
[5]沈国庆,陈宏,王元清,等.黏滞阻尼器对高层钢结构抗震性能的影响分析[J].河北建筑科技学院学报,2006(3):34-40.
[6]柳占军,马立军,孙会.黏滞阻尼器在连续梁桥抗震中的应用[J].北方交通,2010(6):56-58.
[7]冯雷明,魏建国.双层柱面网壳在黏滞阻尼器作用下的减震研究[J].四川建筑,2008(12):101-104.
[8]GB 50011—2001建筑抗震设计规范[S].
[9]欧进萍,吴斌,龙旭,等.北京饭店消能减震抗震加固分析与设计[J].地震工程与工程振动,2001(4):82-87.
[10]杨国华,李爱群.工程结构黏滞阻尼器的减震机制与控振分析[J].东南大学学报:自然科学版,2001,3l(1):57-61.
[11]Freeman S A.Development and Use of Capacity Spectrum Method[C]∥Proceedings of U.S.National Conference on EarthquakeEngineering.Oalkland:2006:87-93.
[12]Akiyama H.Earthquake Resistant Limit-State Design for Buildings[M].University of Tokyo Press,1985:136-142.
[13]周云,徐彤,周福霖.抗震与减震结构的能量分析方法研究与应用[J].地震工程与工程振动,1999,19(4):133-139.
[14]叶正强,李爱群,娄宇.黏滞流体阻尼器用于建筑结构的减震设计原理与方法[J].建筑结构,2008(8):87-90.
[15]黄镇.非线性黏滞阻尼器理论与实验研究[D].南京:东南大学,2007.
[16]蒋通,贺磊.非线性黏滞阻尼器消能结构设计方法探讨[J].世界地震工程,2007,23(1):134-140.
[17]李娟,赵建昌.中、小高层短肢剪力墙结构的抗震性能研究[J].水利与建筑工程学报,2009(4):121-122.
[18]李波,梁兴文.结构附加黏滞阻尼器的抗震设计[J].震灾防御技术,2007(1):1-10.
[19]Seleemah A A,Constantinou M C.Investigation of SeismicResponse of Buildings with Linear and Nonlinear Fluid ViscousDampers.No.NCEER-97—0004[R].National Center forEarthquake Engineering Research.Buffalo:2005:214-231.
[20]Lin W H,Chopra A K.Earthquake Response of Elastic SDFSystems with Non-Liner Fluid Viscous Dampers[J].EarthquakeEngineering and Structural Dynamics,2002,31:1623-1628.
[2]彭飞,程文瀼,陆和燕.地震作用下短肢剪力墙结构的破坏形态研究[J].工程抗震与加固改造,2006(5):60-62.
[3]杨溥,姬淑艳,肖志,等.黏滞阻尼器加固的某RC框架结构抗震性能分析及优化设计[J].重庆大学学报,2007(8):114-118.
[4]闫磊,阙巍.粘滞流体阻尼器对框架-剪力墙结构的减震效果分析[J].南京工程学院学报,2007(3):47-52.
[5]沈国庆,陈宏,王元清,等.黏滞阻尼器对高层钢结构抗震性能的影响分析[J].河北建筑科技学院学报,2006(3):34-40.
[6]柳占军,马立军,孙会.黏滞阻尼器在连续梁桥抗震中的应用[J].北方交通,2010(6):56-58.
[7]冯雷明,魏建国.双层柱面网壳在黏滞阻尼器作用下的减震研究[J].四川建筑,2008(12):101-104.
[8]GB 50011—2001建筑抗震设计规范[S].
[9]欧进萍,吴斌,龙旭,等.北京饭店消能减震抗震加固分析与设计[J].地震工程与工程振动,2001(4):82-87.
[10]杨国华,李爱群.工程结构黏滞阻尼器的减震机制与控振分析[J].东南大学学报:自然科学版,2001,3l(1):57-61.
[11]Freeman S A.Development and Use of Capacity Spectrum Method[C]∥Proceedings of U.S.National Conference on EarthquakeEngineering.Oalkland:2006:87-93.
[12]Akiyama H.Earthquake Resistant Limit-State Design for Buildings[M].University of Tokyo Press,1985:136-142.
[13]周云,徐彤,周福霖.抗震与减震结构的能量分析方法研究与应用[J].地震工程与工程振动,1999,19(4):133-139.
[14]叶正强,李爱群,娄宇.黏滞流体阻尼器用于建筑结构的减震设计原理与方法[J].建筑结构,2008(8):87-90.
[15]黄镇.非线性黏滞阻尼器理论与实验研究[D].南京:东南大学,2007.
[16]蒋通,贺磊.非线性黏滞阻尼器消能结构设计方法探讨[J].世界地震工程,2007,23(1):134-140.
[17]李娟,赵建昌.中、小高层短肢剪力墙结构的抗震性能研究[J].水利与建筑工程学报,2009(4):121-122.
[18]李波,梁兴文.结构附加黏滞阻尼器的抗震设计[J].震灾防御技术,2007(1):1-10.
[19]Seleemah A A,Constantinou M C.Investigation of SeismicResponse of Buildings with Linear and Nonlinear Fluid ViscousDampers.No.NCEER-97—0004[R].National Center forEarthquake Engineering Research.Buffalo:2005:214-231.
[20]Lin W H,Chopra A K.Earthquake Response of Elastic SDFSystems with Non-Liner Fluid Viscous Dampers[J].EarthquakeEngineering and Structural Dynamics,2002,31:1623-1628.
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