连廊连接非对称双塔连体结构的连接参数研究
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摘要
根据双塔连体结构柔性连接体系的3-DOF模型,以平稳白噪声为地震动激励,推导了塔楼位移的频响函数及功率谱密度函数,建立了结构振动能量表达式.以连廊两端的连接刚度和连接阻尼为研究参数,分别以单体塔楼结构和整体结构的振动能量最小为控制目标,采用数值分析方法探讨了连廊两端连接刚度和连接阻尼对结构振动的影响,得到了多种工况下的优化连接参数分布和在EI Centro波、Taft波及人工波激励下的时程分析对比了减震效果.最后对某工程实例进行了位移反应功率谱密度分布分析和地震作用时程分析,对比了减震效果.结果表明连廊两端连接参数对底部塔楼结构动力反应具有交叉影响,塔楼结构不能同时达到最优减震效果,但可根据不同控制目标选取优化参数以取得较好减震效果.
Based on a 3-degree of freedom(3-DOF) model of twin-tower structure linked by a sky-bridge,the frequency response and power spectral density(PSD) functions of the structural displacements,and then the time-averaged total vibration energy,were derived with the white noise as the earthquake excitation.Taken the linking stiffness and damping ratio as the research parameters,the effects of the parameters on the structural vibration responses were studied aiming at the minimum vibration energy of the independent monomer tower or the integral structure,respectively,and then the optimal connecting parameters were obtained.Finally,the top displacements PSD distribution characteristics and responses of a twin-tower connected structure,excited by El Centro,Taft and artificial waves,were comparatively researched in frequency and time domain,respectively.It is found that the connecting parameters at each end interactively affect the responses of the towers.The research results show fine seismic reduction effectiveness with the optimal parameters but they cannot reduce the seismic responses of the towers to the best extent simultaneously.
Based on a 3-degree of freedom(3-DOF) model of twin-tower structure linked by a sky-bridge,the frequency response and power spectral density(PSD) functions of the structural displacements,and then the time-averaged total vibration energy,were derived with the white noise as the earthquake excitation.Taken the linking stiffness and damping ratio as the research parameters,the effects of the parameters on the structural vibration responses were studied aiming at the minimum vibration energy of the independent monomer tower or the integral structure,respectively,and then the optimal connecting parameters were obtained.Finally,the top displacements PSD distribution characteristics and responses of a twin-tower connected structure,excited by El Centro,Taft and artificial waves,were comparatively researched in frequency and time domain,respectively.It is found that the connecting parameters at each end interactively affect the responses of the towers.The research results show fine seismic reduction effectiveness with the optimal parameters but they cannot reduce the seismic responses of the towers to the best extent simultaneously.
引文
[1]侯家健,韩小雷,谭平,等.随机地震激励下柔性连接双塔连体结构位移参数分析[J].工程抗震与加固改造,2009,31(3):65-72.
[2]彭文海,谭平,侯家健,等.非对称双塔连体结构柔性连接体系参数研究[J].华南地震,2009,29(1):8-15.
[3]Lin J H,Zhang W S,Li J J.Structural response toarbitrarily coherent stationary random excitations[J].Computers and Structures,1994,50(5):629-633.
[4]Zhu H P,Xu Y L.Optimum parameters of Maxwellmodel-defined dampers used to link adjacent struc-tures[J].Journal of Sound and Vibration,2005,279:253-274.
[5]Clough R,Penzien J.Dynamic of structures[M].Berkeley:Computers and Structures Inc,2003.
[6]Warburton G B.Optimum absorber parameters forminimizing vibration response[J].Earthquake Engi-neering and Structural Dynamics,1981,9(3):251-262.
[7]Warburton G B.Optimum absorber parameters forvarious combinations of response and excitation pa-rameters[J].Earthquake Engineering and StructuralDynamics,1982,10(3):381-401.
[8]Lee C L,Chen Y T,Chung L L,et al.Optimal de-sign theories and applications of tuned mass dampers[J].Engineering Structures,2006,28:43-53.
[9]Housner G W.Properties of strong ground motionearthquakes[J].Bulletin of Seismological Society ofAmerica,1955,53(3):197-218.
[2]彭文海,谭平,侯家健,等.非对称双塔连体结构柔性连接体系参数研究[J].华南地震,2009,29(1):8-15.
[3]Lin J H,Zhang W S,Li J J.Structural response toarbitrarily coherent stationary random excitations[J].Computers and Structures,1994,50(5):629-633.
[4]Zhu H P,Xu Y L.Optimum parameters of Maxwellmodel-defined dampers used to link adjacent struc-tures[J].Journal of Sound and Vibration,2005,279:253-274.
[5]Clough R,Penzien J.Dynamic of structures[M].Berkeley:Computers and Structures Inc,2003.
[6]Warburton G B.Optimum absorber parameters forminimizing vibration response[J].Earthquake Engi-neering and Structural Dynamics,1981,9(3):251-262.
[7]Warburton G B.Optimum absorber parameters forvarious combinations of response and excitation pa-rameters[J].Earthquake Engineering and StructuralDynamics,1982,10(3):381-401.
[8]Lee C L,Chen Y T,Chung L L,et al.Optimal de-sign theories and applications of tuned mass dampers[J].Engineering Structures,2006,28:43-53.
[9]Housner G W.Properties of strong ground motionearthquakes[J].Bulletin of Seismological Society ofAmerica,1955,53(3):197-218.
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