滑移隔震参数分析与反应谱研究
|
摘要
滑移隔震体系是一种较早在实际中运用的抗震结构形式,它的基本原理就是使得滑移层将基础和上部结构分开,滑移层在地震过程中的相对滑移,延长了结构的自振周期,减小了地震作用,改变了传统结构依赖增加自身结构的强度和刚度来抵抗地震作用的抗震模式,有着显著的减震性能,然而由于对其研究仍有很多问题需要解决,因此该隔震体系在实际工程中的推广应用受到限制。本文在前人的研究基础上,就滑移隔震体系做了以下研究工作:
首先在对滑移隔震体系进行一系列的调研工作后,了解了滑移隔震体系的研究以及工程应用的现状,明确了当前面临的关键问题,确定了本论文的研究方向。
其次,根据地震地面运动的功率谱,采用等效线性化方法,求得了摩擦基底隔震刚性结构在地震作用下的最大滑移反应的均方反应函数,并把它无量纲化,建立求解体系的最优参数的参数分析方法。分析表明隔震结构的地震反应(包括滑移量)不仅与限位阻尼器的刚度有关,还与隔震体系的上部结构的总质量与隔震装置的质量比有关,体系的参数存在一个最优取值区间。
在此基础上,选择了一个优化后的质量比值,建立了双自由度隔震体系,选择正确的滑移摩擦力模型,基于动力运动学,建立了滑移隔震反应谱动力方程。并运用控制工程中的仿真研究工具Simulink以及Stateflow编制了滑移反应谱的仿真分析模型,求解并获得了滑移隔震体系的一系列反应谱,为滑移隔震体系的工程应用提供依据。
最后,采用复模态理论求解滑移隔震体系的地震反应,并在算例分析中运用了前面章节所求得的平均反应谱,并将其分析结果与采用规范的非隔震反应谱求得的结果进行比较。分析表明虽然得出的滑移隔震反应谱仍有待改进,但已具有较好的实际应用的价值。
Sliding isoltation system is used earlier in anti-seismic structure, It can extend natural period of structure and reduce earthquake response by use of sliding story which separate base and top structure in the earthquake .It show obviously effect by change traditionally active control model that improving stiffness and strength of struacture to reduce earthquake response. But the research on sliding system is still weak now, and many problems have not been real resolved, which making it developed slowly in the system of promotion by the earthquake.
Based on the previous study, this paper takes work on some research of sliding base isolation system and make the following conclusions:
First, after read a lot of Chinese and foreign literature ,make a series of research work on the system of sliding, detailed on the sliding system of the status and the current key issues facing. And determined the main work of the papers.
Then, the earthquake ground motion in accordance with the power spectrum, using the equivalent linear method to obtain the rigid structure of friction in the basement isolation under earthquake response of the biggest slip square reaction function, and dimensionless.
Establish the parameters Analysis of the objective function, use matlab programming analysis. Analysis showed that the slipment of isolation structural not only according to the stiffness for limit displaysment restrainer, but also ratio of upper structure total mass and isolation system. There is an optimal value.
On this basis, the choice of a optimize the quality ratio, the establishment of a dual-degree of freedom isolation system ,to choose the correct slip friction model. Based on the momentum kinematics established a sliping response spectrum dynamic equation. Use advanced engineering tools—simulink and stateflow. produced a slip response spectrum analysis of the simulation model. Solving the sliding system of a series of response spectrum.
Finally, lotus root for sliding system, and make a example for use the average response spectrum which was maked in front of chapters, and compared with standardize non-isolated response spectrum, then make the conclusions is that sliding response spectrum can be applicated in the engineering.
首先在对滑移隔震体系进行一系列的调研工作后,了解了滑移隔震体系的研究以及工程应用的现状,明确了当前面临的关键问题,确定了本论文的研究方向。
其次,根据地震地面运动的功率谱,采用等效线性化方法,求得了摩擦基底隔震刚性结构在地震作用下的最大滑移反应的均方反应函数,并把它无量纲化,建立求解体系的最优参数的参数分析方法。分析表明隔震结构的地震反应(包括滑移量)不仅与限位阻尼器的刚度有关,还与隔震体系的上部结构的总质量与隔震装置的质量比有关,体系的参数存在一个最优取值区间。
在此基础上,选择了一个优化后的质量比值,建立了双自由度隔震体系,选择正确的滑移摩擦力模型,基于动力运动学,建立了滑移隔震反应谱动力方程。并运用控制工程中的仿真研究工具Simulink以及Stateflow编制了滑移反应谱的仿真分析模型,求解并获得了滑移隔震体系的一系列反应谱,为滑移隔震体系的工程应用提供依据。
最后,采用复模态理论求解滑移隔震体系的地震反应,并在算例分析中运用了前面章节所求得的平均反应谱,并将其分析结果与采用规范的非隔震反应谱求得的结果进行比较。分析表明虽然得出的滑移隔震反应谱仍有待改进,但已具有较好的实际应用的价值。
Sliding isoltation system is used earlier in anti-seismic structure, It can extend natural period of structure and reduce earthquake response by use of sliding story which separate base and top structure in the earthquake .It show obviously effect by change traditionally active control model that improving stiffness and strength of struacture to reduce earthquake response. But the research on sliding system is still weak now, and many problems have not been real resolved, which making it developed slowly in the system of promotion by the earthquake.
Based on the previous study, this paper takes work on some research of sliding base isolation system and make the following conclusions:
First, after read a lot of Chinese and foreign literature ,make a series of research work on the system of sliding, detailed on the sliding system of the status and the current key issues facing. And determined the main work of the papers.
Then, the earthquake ground motion in accordance with the power spectrum, using the equivalent linear method to obtain the rigid structure of friction in the basement isolation under earthquake response of the biggest slip square reaction function, and dimensionless.
Establish the parameters Analysis of the objective function, use matlab programming analysis. Analysis showed that the slipment of isolation structural not only according to the stiffness for limit displaysment restrainer, but also ratio of upper structure total mass and isolation system. There is an optimal value.
On this basis, the choice of a optimize the quality ratio, the establishment of a dual-degree of freedom isolation system ,to choose the correct slip friction model. Based on the momentum kinematics established a sliping response spectrum dynamic equation. Use advanced engineering tools—simulink and stateflow. produced a slip response spectrum analysis of the simulation model. Solving the sliding system of a series of response spectrum.
Finally, lotus root for sliding system, and make a example for use the average response spectrum which was maked in front of chapters, and compared with standardize non-isolated response spectrum, then make the conclusions is that sliding response spectrum can be applicated in the engineering.
引文
[1]N o Mostaghel,T.Davis.Representations of Coulomb friction for dy-namic analysis.Earthquake Engineering &Structural Dynamics,1997(5):541-548
[2]FAWZY I,BISHOP R B E D.On the dynamics of linear no conservative systems[J].Proc.Roy.Soc,London,Ser.A。 1976,25:352.
[3]张威,stateflow逻辑系统建模 西安:电子科技大学出版社
[4]李爱群,瞿伟廉,工程结构减震控制,机械工业出版社
[5]李大望,霍达,金焰,李海领,基于动力可靠性分析的滑移隔震体系的优化设计,地震工程与工程振动,vol 18.No.4.Dec.1998
[6]赵桂峰 李大望 张晓萍 动力计算中符号函数连续化的精度分析,WORLEARTHQUAKE ENGINEERINGVol.21,No.1.Mar.,2005
[7]M.S.Chalhoub and J.M.Kelly,Sliders and Tension Controlled Reinfored Elastomeric Beatings Combinedfor Earthquake Isolation[J].Earthquake & Structural Dymanics,Vol.27,No.1.1990.
[8]周锡元,韩淼,李大望,曾德民,并联、串联基础隔震体系地震反应德某些特征[J],工程抗震,1995,12
[9]毛利军,李爱群,滑移隔震体系的地震反应谱[J],土木工程学报,2004,37(2):58-66.
[10]樊剑,唐家祥,基于指数摩擦力模型滑移隔震结构动力特性[J],振动与冲击,2000(3).
[11]蓝文武,韦树英,巨型钢框架悬挂结构体系减震半主动控制的研究[D],南宁:广西大学,2005.
[12]姚谦峰,基础滑移隔震结构动力分析方法及计算理论研究[D],博士学位论文:西安建筑科技大学,西安,1999.
[13]樊剑,唐家祥,基于指数摩擦力模型滑移隔震结构的动力特性[J],振动与冲击,2000,19(3):30-33.
[14]樊剑,滑移隔震结构的非线性动力特性研究及其引导[D],武汉:华中科技大学,2001.
[15]樊剑,唐家祥,滑移隔震结构的地震反应分析[J],工程抗震,2001(3):27-31.
[16]李红梅,魏建国,杜占良,摩擦滑移隔震结构的减震分析[J],河北农业大学学报,2002,25(3):102-105.
[17].Baratta A,Corbi I.Optimal design of base-isolators in multi-storey buildings[J].Computers &.Structures,2004,82(23-26):2199-2209.
[18]毛利军,李爱群,艾军,基础隔震体系地震反应特征方案优选;南京航空航天大学学报31卷第4期
[19]徐赵东,郭迎庆,Matlab语言在建筑抗震工程中的应用[M],北京:科学出版社,2004.155-188.
[20]毛利军,建筑物基础滑移隔震体系研究[D],博士学位论文:东南大学,南京,2004.
[21]欧进萍,王光远,结构随机振动[M],北京:高等教育出版社,1998
[22]杨志勇,范么清,华明,两种摩擦力滑移隔震结构地震响应的研究[J],武汉大学学 报,2003.25(7):34-37.
[23]李启成,滑动摩擦力与相对速度的关系讨论[J],应用能源技术,2004(6):9.
[24]王建强,王利娟,滑移摩擦支座摩擦力模型研究[J],四川建筑科学研究,2005,31(3):51-54.
[25]Mostaghel N,Davis T.Representations of coulomb friction for dynamic analysis[J].Earthquake Engineering and Structural Dyllamic,1997(5):541-548
[26]A.J.Mcmillan.A non-linear friction model for self-excited vibrations.J.of Sound and Vibration,1997,20 5(3),323-335..
[27]姚谦峰,夏禾,基础滑移隔震结构振动特性分析[J],世界地震工程,2001(1):50-55.西安科技大学
[28]FAWZYI,BISHOPRBED On the dynamics of linear no conservative systems[J].Proc.Soc London,Ser.A。 1976,25:352.
[29]毛利军,李爱群,建筑物滑移基础隔震结构的基本体系分解法,东南大学学报(自然科版)VOl_35No.2 Maur.2005
[30]樊剑,唐家祥,滑移隔震结构的动力特性及地震反应[J],土木工程学报,2000(4):27-31.
[31]熊仲明,基础滑移隔震房屋的计算研究,西安建筑科技大学建筑工程系,1994
[32]洪峰,滞变一摩擦基底隔震支座的试验和模型,地震工程与工程振动,1997,17(1)
[33]蓝文武,韦树英,巨型钢框架悬挂结构体系减震半主动控制的研究[D],南宁:广西大学,2005.
[34]王建强,王利娟,滑移摩擦支座摩擦力模型研究[J],四川建筑科学研究,2005,31(3):51-54.
[35]毛利军,李爱群,基于simulink的结构滑移隔震仿真分析[J],东南大学学报,2002(5)
[36]周福霖,1997,工程减震控制.北京:清华大学出版社
[37]李颖,朱伯立,张威.Simulink动态系统建模与仿真基础.西安:西安电子科技大学出版社,2004
[38]张新培,钢筋混凝抗震结构非线性分析[M],北京:科学出版社,2003.65-68.
[39]王国新,陶夏新,姜海燕.反映谱特征参数的提取及其变化规律研究,世界地震工程,2001(6),17(2):75-812004(6):142-145
[40]日本建筑学会.钢筋3 y夕IJ一 造建物韧性保证型耐震设计指针(案)同解说,1997
[41]Molha A S,et al.Seismic isolation retrofit of large historic building[J].Journal of Structural Engineering,ASCE,1996,122(3):298-308
[42]李玉顺,大井谦一,沈世钊.钢框架结构软钢阻尼器振动控制的试验及理论研究.建筑结构学报,2004(4):1-7
[43]李大望,陈立喜,俞晓春,孙敏,滑移隔震结构加速度反应频谱特征分析,河南科学,2006(6),24(3)
[44]欧进萍,吴斌.摩擦型与软钢屈服型耗能器的性能与减震效果的试验比较,地震工程与工程振1995(9),15(3),73-88
[2]FAWZY I,BISHOP R B E D.On the dynamics of linear no conservative systems[J].Proc.Roy.Soc,London,Ser.A。 1976,25:352.
[3]张威,stateflow逻辑系统建模 西安:电子科技大学出版社
[4]李爱群,瞿伟廉,工程结构减震控制,机械工业出版社
[5]李大望,霍达,金焰,李海领,基于动力可靠性分析的滑移隔震体系的优化设计,地震工程与工程振动,vol 18.No.4.Dec.1998
[6]赵桂峰 李大望 张晓萍 动力计算中符号函数连续化的精度分析,WORLEARTHQUAKE ENGINEERINGVol.21,No.1.Mar.,2005
[7]M.S.Chalhoub and J.M.Kelly,Sliders and Tension Controlled Reinfored Elastomeric Beatings Combinedfor Earthquake Isolation[J].Earthquake & Structural Dymanics,Vol.27,No.1.1990.
[8]周锡元,韩淼,李大望,曾德民,并联、串联基础隔震体系地震反应德某些特征[J],工程抗震,1995,12
[9]毛利军,李爱群,滑移隔震体系的地震反应谱[J],土木工程学报,2004,37(2):58-66.
[10]樊剑,唐家祥,基于指数摩擦力模型滑移隔震结构动力特性[J],振动与冲击,2000(3).
[11]蓝文武,韦树英,巨型钢框架悬挂结构体系减震半主动控制的研究[D],南宁:广西大学,2005.
[12]姚谦峰,基础滑移隔震结构动力分析方法及计算理论研究[D],博士学位论文:西安建筑科技大学,西安,1999.
[13]樊剑,唐家祥,基于指数摩擦力模型滑移隔震结构的动力特性[J],振动与冲击,2000,19(3):30-33.
[14]樊剑,滑移隔震结构的非线性动力特性研究及其引导[D],武汉:华中科技大学,2001.
[15]樊剑,唐家祥,滑移隔震结构的地震反应分析[J],工程抗震,2001(3):27-31.
[16]李红梅,魏建国,杜占良,摩擦滑移隔震结构的减震分析[J],河北农业大学学报,2002,25(3):102-105.
[17].Baratta A,Corbi I.Optimal design of base-isolators in multi-storey buildings[J].Computers &.Structures,2004,82(23-26):2199-2209.
[18]毛利军,李爱群,艾军,基础隔震体系地震反应特征方案优选;南京航空航天大学学报31卷第4期
[19]徐赵东,郭迎庆,Matlab语言在建筑抗震工程中的应用[M],北京:科学出版社,2004.155-188.
[20]毛利军,建筑物基础滑移隔震体系研究[D],博士学位论文:东南大学,南京,2004.
[21]欧进萍,王光远,结构随机振动[M],北京:高等教育出版社,1998
[22]杨志勇,范么清,华明,两种摩擦力滑移隔震结构地震响应的研究[J],武汉大学学 报,2003.25(7):34-37.
[23]李启成,滑动摩擦力与相对速度的关系讨论[J],应用能源技术,2004(6):9.
[24]王建强,王利娟,滑移摩擦支座摩擦力模型研究[J],四川建筑科学研究,2005,31(3):51-54.
[25]Mostaghel N,Davis T.Representations of coulomb friction for dynamic analysis[J].Earthquake Engineering and Structural Dyllamic,1997(5):541-548
[26]A.J.Mcmillan.A non-linear friction model for self-excited vibrations.J.of Sound and Vibration,1997,20 5(3),323-335..
[27]姚谦峰,夏禾,基础滑移隔震结构振动特性分析[J],世界地震工程,2001(1):50-55.西安科技大学
[28]FAWZYI,BISHOPRBED On the dynamics of linear no conservative systems[J].Proc.Soc London,Ser.A。 1976,25:352.
[29]毛利军,李爱群,建筑物滑移基础隔震结构的基本体系分解法,东南大学学报(自然科版)VOl_35No.2 Maur.2005
[30]樊剑,唐家祥,滑移隔震结构的动力特性及地震反应[J],土木工程学报,2000(4):27-31.
[31]熊仲明,基础滑移隔震房屋的计算研究,西安建筑科技大学建筑工程系,1994
[32]洪峰,滞变一摩擦基底隔震支座的试验和模型,地震工程与工程振动,1997,17(1)
[33]蓝文武,韦树英,巨型钢框架悬挂结构体系减震半主动控制的研究[D],南宁:广西大学,2005.
[34]王建强,王利娟,滑移摩擦支座摩擦力模型研究[J],四川建筑科学研究,2005,31(3):51-54.
[35]毛利军,李爱群,基于simulink的结构滑移隔震仿真分析[J],东南大学学报,2002(5)
[36]周福霖,1997,工程减震控制.北京:清华大学出版社
[37]李颖,朱伯立,张威.Simulink动态系统建模与仿真基础.西安:西安电子科技大学出版社,2004
[38]张新培,钢筋混凝抗震结构非线性分析[M],北京:科学出版社,2003.65-68.
[39]王国新,陶夏新,姜海燕.反映谱特征参数的提取及其变化规律研究,世界地震工程,2001(6),17(2):75-812004(6):142-145
[40]日本建筑学会.钢筋3 y夕IJ一 造建物韧性保证型耐震设计指针(案)同解说,1997
[41]Molha A S,et al.Seismic isolation retrofit of large historic building[J].Journal of Structural Engineering,ASCE,1996,122(3):298-308
[42]李玉顺,大井谦一,沈世钊.钢框架结构软钢阻尼器振动控制的试验及理论研究.建筑结构学报,2004(4):1-7
[43]李大望,陈立喜,俞晓春,孙敏,滑移隔震结构加速度反应频谱特征分析,河南科学,2006(6),24(3)
[44]欧进萍,吴斌.摩擦型与软钢屈服型耗能器的性能与减震效果的试验比较,地震工程与工程振1995(9),15(3),73-88