某位移比超限偏心结构地震响应及阻尼器控制分析
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摘要
利用SAP 2000有限元软件,以某实际偏心结构为工程背景,对使用粘滞阻尼器、粘弹性阻尼器、软钢阻尼器和复合铅粘弹性阻尼器控制位移比超限的偏心结构进行了模态分析、反应谱分析和时程分析,比较了各类减震结构在地震作用下的周期比、位移比和阻尼器内力。结果表明:设置阻尼器后,结构位移比减小;阻尼器宜布置在偏心结构水平刚度相对较小、结构侧移较大的一端;粘弹性阻尼器、软钢阻尼器和复合铅粘弹性阻尼器通过提供侧向刚度和阻尼来调节偏心结构扭转效应;粘滞阻尼器通过增加结构阻尼比可起到减小结构位移比的作用。此外,粘滞阻尼器和粘弹性阻尼器在小震下能够起到良好的消能效果,软钢阻尼器和铅粘弹性阻尼器在小震情况下基本上处于弹性状态,仅提供刚度,在大震下阻尼器也具有良好的耗能能力和减震效果。
This paper research the earthquake response control effect of the displacement ratio overrun asymmetric structures by using viscous damper,viscoelastic damper, metal damper,lead-viscoelastic compound damper and brace.In this article,a practical project is used as analysis background.The model anlaysis,response spectrum analysis and time history analysis are proceeded for the structure with 4 different kinds of damper.The period ratio and displacement ratio are contrasted in the paper.Results show that after install the viscous-elastic damper,lead-viscoelastic compound damper and metal damper into the structure,the displacement ratio is reduced largly.The damper should be located at the end,where the lateral stiffness is weak and the displacement is large.Viscoelastic damper,metal damper and lead-viscoelastic compound damper adjust the torsional effect by supplying the asymmetric structure lateral stiffness and damping,while viscous damper increasing the damping ratio.Moreover,the viscous damper and viscouelastic damper have exellent energy dissipative abillity even under light earthquake,however,metal damper and lead-viscoelastic compound damper are basically in elastic state while only supply stiffness.It have great dissipative ability under rare earthquake.
This paper research the earthquake response control effect of the displacement ratio overrun asymmetric structures by using viscous damper,viscoelastic damper, metal damper,lead-viscoelastic compound damper and brace.In this article,a practical project is used as analysis background.The model anlaysis,response spectrum analysis and time history analysis are proceeded for the structure with 4 different kinds of damper.The period ratio and displacement ratio are contrasted in the paper.Results show that after install the viscous-elastic damper,lead-viscoelastic compound damper and metal damper into the structure,the displacement ratio is reduced largly.The damper should be located at the end,where the lateral stiffness is weak and the displacement is large.Viscoelastic damper,metal damper and lead-viscoelastic compound damper adjust the torsional effect by supplying the asymmetric structure lateral stiffness and damping,while viscous damper increasing the damping ratio.Moreover,the viscous damper and viscouelastic damper have exellent energy dissipative abillity even under light earthquake,however,metal damper and lead-viscoelastic compound damper are basically in elastic state while only supply stiffness.It have great dissipative ability under rare earthquake.
引文
[1]周云.耗能减震加固技术与设计方法[M].北京:科学出版社,2006.Zhou Y.Strengthening Technology and DesignMethod of Structure with Energy Dissipated Devices[M].Beijing:Science Press,2006.
[2]周云.粘滞阻尼器减震结构设计[M].武汉:武汉理工大学出版社,2006.Zhou Y.Design of Structure with Viscous EnergyDissipated Devices[M].Wuhan:Wuhan University ofTechnology Press,2006.
[3]周云.粘弹性阻尼器减震结构设计[M].武汉:武汉理工大学出版社,2006.Zhou Y.Design of Structure with Visco-elastic Ener-gy Dissipated Devices[M].Wuhan:Wuhan Universi-ty of Technology Press,2006.
[4]周云.金属阻尼器减震结构设计[M].武汉:武汉理工大学出版社,2006.Zhou Y.Design of Structure with Metallic EnergyDissipated Devices[M].Wuhan:Wuhan University ofTechnology Press,2006.
[5]刘畅,邹银生.偏心结构在双向地震作用下扭转反应之影响因素[J].防灾减灾工程学报,2007,27(1):23-28.Liu C,Zou Y S.Factors affecting torsional responseof eccentric system under bidirectional earthquake mo-tions[J].Journal of Disaster Prevention and Mitiga-tion Engineering,2007,27(1):23-28.
[6]Rakesh K G.Control of earthquake-induced torsionalvibrations in asymmetric buildings[C]//Proceedingsof 2ndWorld Conference on Structural Control,Kyoto:[s.n.],2004.1623-1630.
[7]Bruno P,Luigi P,Massimiliano D.Torsional SeismicResponse Control of Asymmetric-Plan Systems byUsing Viscous Dampers[C]∥13thWorld Conferenceon Earthquake Engineering Conference Proceedings,Canada:[s.n.],2004.
[8]李忠献,万家,姜忻良.高层建筑结构扭转耦合地震反应阻尼器控制试验研[J].振动工程学报,1999,12(2):262-266.Li Z X,Wan J,Jiang X L.Experiment on dampercontrol for torsion coupled seismic responses of multi-story building structures[J].Journal of Vibration En-gineering,1999,12(2):262-266.
[9]郑久建,魏琏.多高层建筑采用粘滞阻尼器减震结构的扭转分析[J].工程抗震与加固改造,2004,26(2):1-5.Zheng J J,Wei L.Analysis of torsional response ofmulti-story and tall buildings by applying viscousdamper to mitigate earthquake effect[J].EarthquakeResistant Engineering and Retrofitting,2004,26(2):1-5.
[10]李宏男,杨浩.多维地震作用下偏心结构动力反应的Simulink仿真分析[J].防灾减灾工程学报,2004,24(4):355-362.Li HN,Yang H.Dynamic response analysis of eccen-tric structure to multi-dimensional earthquake motionsusing Simulink[J].Journal of Disaster Prevention andMitigation Engineering,2004,24(4):355-362.
[11]JGJ3-2002,高层建筑混凝土结构技术规程[S].
[12]GB50011-2001,建筑抗震设计规范[S].
[2]周云.粘滞阻尼器减震结构设计[M].武汉:武汉理工大学出版社,2006.Zhou Y.Design of Structure with Viscous EnergyDissipated Devices[M].Wuhan:Wuhan University ofTechnology Press,2006.
[3]周云.粘弹性阻尼器减震结构设计[M].武汉:武汉理工大学出版社,2006.Zhou Y.Design of Structure with Visco-elastic Ener-gy Dissipated Devices[M].Wuhan:Wuhan Universi-ty of Technology Press,2006.
[4]周云.金属阻尼器减震结构设计[M].武汉:武汉理工大学出版社,2006.Zhou Y.Design of Structure with Metallic EnergyDissipated Devices[M].Wuhan:Wuhan University ofTechnology Press,2006.
[5]刘畅,邹银生.偏心结构在双向地震作用下扭转反应之影响因素[J].防灾减灾工程学报,2007,27(1):23-28.Liu C,Zou Y S.Factors affecting torsional responseof eccentric system under bidirectional earthquake mo-tions[J].Journal of Disaster Prevention and Mitiga-tion Engineering,2007,27(1):23-28.
[6]Rakesh K G.Control of earthquake-induced torsionalvibrations in asymmetric buildings[C]//Proceedingsof 2ndWorld Conference on Structural Control,Kyoto:[s.n.],2004.1623-1630.
[7]Bruno P,Luigi P,Massimiliano D.Torsional SeismicResponse Control of Asymmetric-Plan Systems byUsing Viscous Dampers[C]∥13thWorld Conferenceon Earthquake Engineering Conference Proceedings,Canada:[s.n.],2004.
[8]李忠献,万家,姜忻良.高层建筑结构扭转耦合地震反应阻尼器控制试验研[J].振动工程学报,1999,12(2):262-266.Li Z X,Wan J,Jiang X L.Experiment on dampercontrol for torsion coupled seismic responses of multi-story building structures[J].Journal of Vibration En-gineering,1999,12(2):262-266.
[9]郑久建,魏琏.多高层建筑采用粘滞阻尼器减震结构的扭转分析[J].工程抗震与加固改造,2004,26(2):1-5.Zheng J J,Wei L.Analysis of torsional response ofmulti-story and tall buildings by applying viscousdamper to mitigate earthquake effect[J].EarthquakeResistant Engineering and Retrofitting,2004,26(2):1-5.
[10]李宏男,杨浩.多维地震作用下偏心结构动力反应的Simulink仿真分析[J].防灾减灾工程学报,2004,24(4):355-362.Li HN,Yang H.Dynamic response analysis of eccen-tric structure to multi-dimensional earthquake motionsusing Simulink[J].Journal of Disaster Prevention andMitigation Engineering,2004,24(4):355-362.
[11]JGJ3-2002,高层建筑混凝土结构技术规程[S].
[12]GB50011-2001,建筑抗震设计规范[S].
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