基于ETABS软件隔震结构地震响应分析计算
|
摘要
利用结构有限元分析软件ETABS建立了框架-剪力墙结构三维分析模型,在基础设置FPS摩擦摆隔震装置。计算结果表明,在结构基础设置FPS隔震装置以后,结构的楼层位移有所增大,但沿结构高度分布趋于均匀,层间位移与结构内力都明显减少。对于以弯曲变形为主的高层结构,底部层间位移降低较少而顶部层间位移降低较多。结构顶部柱的剪力在中柱与边柱之间分配趋于均匀。剪力墙的剪力与弯矩分别减少了30%以上。
A 3D finite element model for frame-shear wall structure was formulated with ETABS structural analysis software,to investigate the seismic isolation efficiency.It is shown that after installation of the FPS system,the storey drift was increased but tend to be more even along structure height.The inter-storey drift and internal forces was decreased significantly.The reduction of inter-storey drift was larger at structure top but less at base for high-rise building of bending type.The shear force in columns tends to be more even between the interior columns and exterior columns.The shear force in walls was decreased by as high as 30%,which exhibits a significant efficiency of seismic isolation.
A 3D finite element model for frame-shear wall structure was formulated with ETABS structural analysis software,to investigate the seismic isolation efficiency.It is shown that after installation of the FPS system,the storey drift was increased but tend to be more even along structure height.The inter-storey drift and internal forces was decreased significantly.The reduction of inter-storey drift was larger at structure top but less at base for high-rise building of bending type.The shear force in columns tends to be more even between the interior columns and exterior columns.The shear force in walls was decreased by as high as 30%,which exhibits a significant efficiency of seismic isolation.
引文
[1]周福霖.工程结构减震控制[M].北京:地震出版社,1997.
[2]建筑抗震设计规范(GB50011-2001)[s].北京:中国建筑工业出版社,2001.
[3]日本建筑学会.隔震结构设计[M].刘文光译.北京:地震出版社,2006.
[4]Jiang Yi-cheng,Tang Jia-xiang,Xiong Shi-shu,et al.Base isolation technology in China[J].Rock and Soil Mechanics,2001,22(4):499-503.
[5]熊世树.三维基础隔震系统的理论与试验研究[D].武汉:华中科技大学,2004.
[6]熊世树,唐建设,梁波,等.装有3DB的三维隔震建筑的平扭-竖向地震反应分析[J].工程抗震与加固改造,2004,(5):17-22.
[8]祁皑,范宏伟.基于结构设计的基础隔震结构高宽比限值的研究[J].土木工程学报,2004,26(6):52-58.
[9]Koh C G,Kelly J M.A Simple Mechanical Model for Elastomeric Bearings used in Base Isolation[J].Int.J.Mech.Sci.,1988,30:37-43.
[10]J A Haringx,On Highly Compressible Helical Springs and Rubber Rods,and their Application for Vibration-Free Mountings[R],Philps Research Reports.3,1948.
[11]Trevor Kelly S.E..Base Isolation of Structure[R].Willington,New Zealand:Holmes Counting Group LTD,2001.
[12]Wen-Chyr Chai.Mega-Sub control of high-rise buildings[D].University of California,Irvine,1996,182-190.
[13]刘文光,李峥嵘,周福霖,等.低硬度橡胶隔震支座基本力学性能及恢复力特性[J].地震工程与工程振动,2002,32(3):138-144.
[14]朱玉华,吕西林,施卫星,等.多向地面运动作用时铅芯橡胶隔震房屋模型振动台试验研究[J].结构工程师,2001,1:21-26.
[15]黄东梅,李创第,朱乐东.基础隔震结构基于设计反应谱的地震作用取值[J].西安建筑科技大学学报(自然科学版),2007,39(4):504-511.
[16]付伟庆,王焕定,丁琳,等.规则型高层隔震结构实用设计方法研究[J].哈尔滨工业大学学报,2007,l39(10):1541-1545.
[2]建筑抗震设计规范(GB50011-2001)[s].北京:中国建筑工业出版社,2001.
[3]日本建筑学会.隔震结构设计[M].刘文光译.北京:地震出版社,2006.
[4]Jiang Yi-cheng,Tang Jia-xiang,Xiong Shi-shu,et al.Base isolation technology in China[J].Rock and Soil Mechanics,2001,22(4):499-503.
[5]熊世树.三维基础隔震系统的理论与试验研究[D].武汉:华中科技大学,2004.
[6]熊世树,唐建设,梁波,等.装有3DB的三维隔震建筑的平扭-竖向地震反应分析[J].工程抗震与加固改造,2004,(5):17-22.
[8]祁皑,范宏伟.基于结构设计的基础隔震结构高宽比限值的研究[J].土木工程学报,2004,26(6):52-58.
[9]Koh C G,Kelly J M.A Simple Mechanical Model for Elastomeric Bearings used in Base Isolation[J].Int.J.Mech.Sci.,1988,30:37-43.
[10]J A Haringx,On Highly Compressible Helical Springs and Rubber Rods,and their Application for Vibration-Free Mountings[R],Philps Research Reports.3,1948.
[11]Trevor Kelly S.E..Base Isolation of Structure[R].Willington,New Zealand:Holmes Counting Group LTD,2001.
[12]Wen-Chyr Chai.Mega-Sub control of high-rise buildings[D].University of California,Irvine,1996,182-190.
[13]刘文光,李峥嵘,周福霖,等.低硬度橡胶隔震支座基本力学性能及恢复力特性[J].地震工程与工程振动,2002,32(3):138-144.
[14]朱玉华,吕西林,施卫星,等.多向地面运动作用时铅芯橡胶隔震房屋模型振动台试验研究[J].结构工程师,2001,1:21-26.
[15]黄东梅,李创第,朱乐东.基础隔震结构基于设计反应谱的地震作用取值[J].西安建筑科技大学学报(自然科学版),2007,39(4):504-511.
[16]付伟庆,王焕定,丁琳,等.规则型高层隔震结构实用设计方法研究[J].哈尔滨工业大学学报,2007,l39(10):1541-1545.
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