建筑物中多点支撑管道系统地震反应谱计算方法
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摘要
为了保证建筑物功能完好、减小经济损失和方便灾后救援,有必要对地震激励下建筑物中管道系统的抗震性能进行准确评估和合理设计。开展了建筑物中管道系统地震响应计算方法的研究工作,基于虚拟激励法对管道系统地震响应表达式进行了理论推导,继而指出前人所提方法存在显著缺陷:其无法计算管道系统支撑附近自由度的相对位移,为弥补此缺陷,修正相应理论基础,推导了基于地面反应谱的管道系统地震响应计算的统一表达式,并采用地震白噪声假定给出了简化公式。通过数值算例验证了方法的有效性,并阐述了其实际应用范围。
In order to ensure the function of building in the earthquake,reduce economic losses and facilitate post-disaster relief,it is necessary to accurately evaluate the seismic performance of pipeline system on the structure under seismic excitation.Considering this practical need,seismic response calculation methods of piping systems on structures were systematically studied.Firstly,theoretical derivation was performed based on the pseudo-excitation method for seismic response of pipeline system.It is found that the formula in previous studies has obvious defect: the accurate relative displacement values of degree of freedom near the supports can not be obtained in the formula.Thereby,the theoretical basis for derivation was mended to correct the defect,and the uniform combination expressions available for pipeline's seismic response calculation which is in the form of ground response spectrum or floor response spectrum were presented.Moreover,the simplified formulas and calculation method of correlation coefficients in the obtained expressions were put forward according to the assumption of white noise earthquake excitation.Finally,case studies were adopted to verify the proposed method's effectiveness and applicability in the seismic response calculation of pipeline system.
In order to ensure the function of building in the earthquake,reduce economic losses and facilitate post-disaster relief,it is necessary to accurately evaluate the seismic performance of pipeline system on the structure under seismic excitation.Considering this practical need,seismic response calculation methods of piping systems on structures were systematically studied.Firstly,theoretical derivation was performed based on the pseudo-excitation method for seismic response of pipeline system.It is found that the formula in previous studies has obvious defect: the accurate relative displacement values of degree of freedom near the supports can not be obtained in the formula.Thereby,the theoretical basis for derivation was mended to correct the defect,and the uniform combination expressions available for pipeline's seismic response calculation which is in the form of ground response spectrum or floor response spectrum were presented.Moreover,the simplified formulas and calculation method of correlation coefficients in the obtained expressions were put forward according to the assumption of white noise earthquake excitation.Finally,case studies were adopted to verify the proposed method's effectiveness and applicability in the seismic response calculation of pipeline system.
引文
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[10]黄连金.非结构构件抗震性能指标及分析[D].上海同济大学,2009.
[11]Asfura A,Kiureghian A D.Floor response spectrummethod for seismic analysis of multiply supported secondary systems[J].Earthquake Engineering and Structural Dynamics,1986,14(2):245-265.
[12]Liu G H,Guo W,Li H N.An effective and practical method for solving an unnegligible problem inherent in the current calculation model for multi-supported seismic analysis of structures[J].Science China:Technological Sciences,2010,53(7):1774-1784.
[13]于德广.大跨度多支撑结构多点激励反应分析[D].哈尔滨:哈尔滨工业大学,2006.
[14]林家浩,张亚辉.随机振动的虚拟激励法[M].北京:北京科学出版社,2004.
[15]Igusa T,Kiureghian A D.Dynamic response of multiply supported MDOF secondary systems[J].Journal of Engineering Mechanics,ASCE,1985,111:20-41.
[16]Guo W,Yu Z W,Guo Z.Fast stochastic analysis for non-proportionally damped system[J].Mechanics Research Communications,2011,38(6):468-470.
[2]Villaverde R.Simple method to estimate the seismic nonlinear response of nonstructural components in buildings[J].Engineering Structures,2006,28(8):1209-1222.
[3]Politopoulos I,Feau C.Some aspects of floor spectra of 1DOF nonlinear primary structures[J].Earthquake Engineering and Structural Dynamics,2007,36:975-993.
[4]Sankaranarayanan R,Medina R A.Acceleration response modification factors for nonstructural components attached to inelastic moment-resisting frame structures[J].Earthquake Engineering and Structural Dynamics,2007,36:2189-2210.
[5]李杰,陈淮,孙增寿.结构设备动力相互作用试验研究[J].工程力学,2003,20(1):157-161.Li J,Chen H,Sun S Z.Shaking table tests of spatial structure-equipment model systems[J].Engineering Mechanics,2003,20(1):157-161.
[6]秦权,聂宇.非结构构件和设备的抗震设计和简化计算方法[J].建筑结构学报,2001,22(3):15-20.Qin Q,Nie Y.Seismic design and simplified analytical method of nonstructural components and equipment in buildings[J].Journal of Building Structures,2001,22(3):15-20.
[7]曾奔,周福霖,徐忠根.隔震结构基于功率谱密度函数法的楼层反应谱分析[J].振动与冲击,2009,28(2):36-39.Zen B,Zhou F L.Xu Z G..Floor response spectra analysis of base-isolated structure based on PSDF[J].Journal of Vibration and Shock,2009,28(2):36-39.
[8]李忠诚,李忠献.大亚湾核电站反应堆厂房楼层反应谱分析评估[J].核科学与工程,2006,26(1):72-78.Li Z C,Li Z X.Re-evaluation of floor response spectra of reactor building for Daya Bay NPP[J].Chinese Journal of Nuclear Science and Engineering,2006,26(1):72-78.
[9]国巍,李宏男,柳国环.非线性建筑物上的附属结构响应分析[J].计算力学学报,2010,27(3):476-481.Guo W,Li H N,Liu G H.Seismic response analysis of secondary system mounted on nonlinear primary structure[J].Chinese Journal of Computational Mechanics,2010,27(3):476-481.
[10]黄连金.非结构构件抗震性能指标及分析[D].上海同济大学,2009.
[11]Asfura A,Kiureghian A D.Floor response spectrummethod for seismic analysis of multiply supported secondary systems[J].Earthquake Engineering and Structural Dynamics,1986,14(2):245-265.
[12]Liu G H,Guo W,Li H N.An effective and practical method for solving an unnegligible problem inherent in the current calculation model for multi-supported seismic analysis of structures[J].Science China:Technological Sciences,2010,53(7):1774-1784.
[13]于德广.大跨度多支撑结构多点激励反应分析[D].哈尔滨:哈尔滨工业大学,2006.
[14]林家浩,张亚辉.随机振动的虚拟激励法[M].北京:北京科学出版社,2004.
[15]Igusa T,Kiureghian A D.Dynamic response of multiply supported MDOF secondary systems[J].Journal of Engineering Mechanics,ASCE,1985,111:20-41.
[16]Guo W,Yu Z W,Guo Z.Fast stochastic analysis for non-proportionally damped system[J].Mechanics Research Communications,2011,38(6):468-470.
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