不同参数取值对复阻尼模型结构抗震性能的影响
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摘要
结构动力分析中的复阻尼模型是在大量材料试验的基础上建立的,与粘性阻尼模型相比它能够真实的反映结构内未知的能量耗散。研究了应力无关复阻尼模型的损耗因子对结构震动响应和能量耗散的影响,以及应力相关复阻尼模型的初始损耗因子、疲劳极限应力、震动响应和能量耗散之间的关系。研究表明:应力无关复阻尼模型的动响应幅值随着损耗因子的增大而减小,能量耗散随着损耗因子的增大而增大,结构合适的阻尼比的选择是利用该模型进行有效动力分析的前提;与应力无关复阻尼模型相比,应力相关复阻尼模型的初始损耗因子的合理取值应当是一微小值(ε>0),它的取值对动力响应、能量输入和能量耗散的影响可以忽略;该模型的震动幅值随着疲劳极限应力的提高而增大,但最终收敛于某一稳定值;损耗因子和能量耗散随着疲劳极限应力的增加而减小,而能量输入随着疲劳极限应力的增大变化较小。该研究明确了复阻尼理论中的各个参数与响应、能量输入和能量耗散之间的关系,为复阻尼理论的进一步研究和其等效粘性阻尼模型的提出乃至工程应用提供参考。
The complex damping model used in structural dynamics analysis was suggested based on significant amount of experimental results.Compared with viscous damping model,this model can describe the unknown energy dissipation in actual structures.The effects of loss factor in stress-independent complex damping model on seismic response and energy dissipation were analyzed,and the relationships of initial loss factor,stress fatigue limit,seismic response and energy dissipation were discussed.It shows that the response magnitude with stress-independent complex damping model increases when the loss factor decreases,the seismic energy dissipation increases with increase of the loss factor.The appropriate selection of structure damping ratios is the premise of effective dynamics analysis.Compared with stress-independent complex model,the initial loss factor value of the stress-dependent model should be a tiny value(ε>0),but its magnitude has no effects on seismic response,energy input and energy dissipation.The response magnitude with this model theory increases with the stress fatigue limit increase,but it will eventually converge.The loss factor and energy dissipation increase with the stress fatigue limit increase,while the energy input has little change.The study makes the relationships of different parameters and energy input or dissipation very clear.The study provide a solid foundation or the further study of complex damping theory,development of equivalent viscous damping model and engineering application.
The complex damping model used in structural dynamics analysis was suggested based on significant amount of experimental results.Compared with viscous damping model,this model can describe the unknown energy dissipation in actual structures.The effects of loss factor in stress-independent complex damping model on seismic response and energy dissipation were analyzed,and the relationships of initial loss factor,stress fatigue limit,seismic response and energy dissipation were discussed.It shows that the response magnitude with stress-independent complex damping model increases when the loss factor decreases,the seismic energy dissipation increases with increase of the loss factor.The appropriate selection of structure damping ratios is the premise of effective dynamics analysis.Compared with stress-independent complex model,the initial loss factor value of the stress-dependent model should be a tiny value(ε>0),but its magnitude has no effects on seismic response,energy input and energy dissipation.The response magnitude with this model theory increases with the stress fatigue limit increase,but it will eventually converge.The loss factor and energy dissipation increase with the stress fatigue limit increase,while the energy input has little change.The study makes the relationships of different parameters and energy input or dissipation very clear.The study provide a solid foundation or the further study of complex damping theory,development of equivalent viscous damping model and engineering application.
引文
[1]朱镜清,朱敏.复阻尼地震反应谱的计算方法及其它[J].地震工程与工程振动,2000,20(2):19-23.(Zhu Jingqing,Zhu Min.Calculation of complexdamping response spectra from earthquake records[J].Earthquake Engineering and Engineering Vibration,2000,20(2):19-23.(in Chinese))
[2]朱敏,朱镜清.复阻尼地震反应谱计算的再研究[J].地震工程与工程振动,2001,21(2):36-40.(Zhu Min,Zhu Jingqing.Futher studies on calculationof complex damping seismic response spectra[J].Earthquake Engineering and Engineering Vibration,2001,21(2):36-40.(in Chinese))
[3]李鹏,王元丰.黏性阻尼与复阻尼对钢筋混凝土框架结构地震响应影响的分析[J].地震工程与工程振动,2007,27(3):54-57.(Li Peng,Wang Yuanfeng.Analysis of seismic response of RC frames with viscousdamping or complex damping[J].EarthquakeEngineering and Engineering Vibration,2007,27(3):54-57.(in Chinese))
[4]Clough R W,Penzien J.Dynamics of structures[M].New York:McGraw-Hill,Inc,1993.
[5]Gounaris G D,Anifantis N K.Structural dampingdetermination by finite element approach[J].Computers and Structures,1999,(73):445-452.
[6]Kume Y.Material damping of canilever beams[J].Journal of Sound and Vibration,1982,80(1):1-10.
[7]田坤,李鹏,王元丰.结构等效复阻尼模型对钢梁及钢框架结构动力响应影响分析[J].振动与冲击,2008,27(7):118-121.(TIAN Kun,LI Peng,WANGYuanfeng.Analysis of dynamic responses of steel beamand steel frame structure under structure equivalentcomplex damping model[J].Journal of Vibraion andShock,2008,27(7):118-121.(in Chinese))
[8]张辉东,王元丰.复阻尼模型三维钢框架结构动力响应[J].沈阳建筑大学学报,2009,25(1):50-55.(ZHANG Huidong,WANG Yuanfeng.Study on 3D steelframe structure with complex damping theory[J].Journal of Shenyang Jianzhu University,2009,25(1):50-55.(in Chinese))
[9]王建平,刘宏昭,原大宁,等.含复阻尼系统的对偶原则及数值方法研究[J].振动工程学报,2004,17(1):62-65.(WANG Jianping,LIU Hongzhao,YUANDaning,et al.Dual principle of oscillaion systems withcomplex damping and its numerical method[J].Journalof Vibration Engineering,2004,17(1):62-65.(inChinese))
[10]朱敏,朱镜清.逐步积分法求解复阻尼结构运动方程的稳定性问题[J].地震工程与工程振动,2001,21(4):59-62.(Zhu Min,Zhu Jingqing.Studies onstability of step-by-step methods under complexdamping conditions[J].Earthquake Engineering andEngineering Vibration,2001,21(4):59-62.(inChinese))
[11]Lazan B J.Damping of material and members instructural mechanics[M].London:Pergamon Press,1968.
[2]朱敏,朱镜清.复阻尼地震反应谱计算的再研究[J].地震工程与工程振动,2001,21(2):36-40.(Zhu Min,Zhu Jingqing.Futher studies on calculationof complex damping seismic response spectra[J].Earthquake Engineering and Engineering Vibration,2001,21(2):36-40.(in Chinese))
[3]李鹏,王元丰.黏性阻尼与复阻尼对钢筋混凝土框架结构地震响应影响的分析[J].地震工程与工程振动,2007,27(3):54-57.(Li Peng,Wang Yuanfeng.Analysis of seismic response of RC frames with viscousdamping or complex damping[J].EarthquakeEngineering and Engineering Vibration,2007,27(3):54-57.(in Chinese))
[4]Clough R W,Penzien J.Dynamics of structures[M].New York:McGraw-Hill,Inc,1993.
[5]Gounaris G D,Anifantis N K.Structural dampingdetermination by finite element approach[J].Computers and Structures,1999,(73):445-452.
[6]Kume Y.Material damping of canilever beams[J].Journal of Sound and Vibration,1982,80(1):1-10.
[7]田坤,李鹏,王元丰.结构等效复阻尼模型对钢梁及钢框架结构动力响应影响分析[J].振动与冲击,2008,27(7):118-121.(TIAN Kun,LI Peng,WANGYuanfeng.Analysis of dynamic responses of steel beamand steel frame structure under structure equivalentcomplex damping model[J].Journal of Vibraion andShock,2008,27(7):118-121.(in Chinese))
[8]张辉东,王元丰.复阻尼模型三维钢框架结构动力响应[J].沈阳建筑大学学报,2009,25(1):50-55.(ZHANG Huidong,WANG Yuanfeng.Study on 3D steelframe structure with complex damping theory[J].Journal of Shenyang Jianzhu University,2009,25(1):50-55.(in Chinese))
[9]王建平,刘宏昭,原大宁,等.含复阻尼系统的对偶原则及数值方法研究[J].振动工程学报,2004,17(1):62-65.(WANG Jianping,LIU Hongzhao,YUANDaning,et al.Dual principle of oscillaion systems withcomplex damping and its numerical method[J].Journalof Vibration Engineering,2004,17(1):62-65.(inChinese))
[10]朱敏,朱镜清.逐步积分法求解复阻尼结构运动方程的稳定性问题[J].地震工程与工程振动,2001,21(4):59-62.(Zhu Min,Zhu Jingqing.Studies onstability of step-by-step methods under complexdamping conditions[J].Earthquake Engineering andEngineering Vibration,2001,21(4):59-62.(inChinese))
[11]Lazan B J.Damping of material and members instructural mechanics[M].London:Pergamon Press,1968.
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