Modal Pushover的改进方法及误差评估
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摘要
在对Modal Pushover方法的原理及误差进行评价的基础上,结合与整体目标位移延性系数相对应的钢筋混凝土框架构件刚度折减系数的合理取值,提出了Modal Pushover的改进方法。为考察高阶振型参与程度的影响规律,以10层和16层钢筋混凝土平面框架为例,将框架在7条地震动波不同峰值加速度作用下的非线性地震反应统计结果作为对比基准点,研究ModalPushover方法、改进Modal Pushover方法的分析结果随框架周期、地震动强度增加的误差变化规律。研究表明,Modal Pushover方法、改进Modal Pushover方法的误差并不随着框架周期加大而增加,表明该方法能合理地考虑高振型参与反应的影响;框架非线性程度加深后,改进ModalPushover方法可在一定程度上降低MPA(Model Pushover Analysi)方法的误差。
Based on evaluation of the basic principle and error of the modal pushover analysis method,an improved method is suggested by selecting rational values of stiffness reduction parameters of beams and columns in a reinforced concrete frame corresponding to the global target displacement ductility ratio.A 10-story and a 16-story reinforced concrete plane frame are designed as examples to investigate the influence of higher modes.Nonlinear seismic responses of the two frames under excitations of seven earthquake waves of varying earthquake intensities are selected to be the reference points for a comparison study.The changing rules of the results of modal pushover analysis and modified modal pushover analysis with respect to various natural fundamental periods and different earthquake intensities are studied.Research results show that the error of modal pushover analysis and modified modal pushover analysis will not increase with a larger fundamental period,which implies that modal pushover analysis can cover the effect of higher modes reasonably.When the degree of nonlinearity of the structure is more severe,the modified modal pushover analysis we suggest could decrease the error of normal modal pushover analysis to a certain extent.
Based on evaluation of the basic principle and error of the modal pushover analysis method,an improved method is suggested by selecting rational values of stiffness reduction parameters of beams and columns in a reinforced concrete frame corresponding to the global target displacement ductility ratio.A 10-story and a 16-story reinforced concrete plane frame are designed as examples to investigate the influence of higher modes.Nonlinear seismic responses of the two frames under excitations of seven earthquake waves of varying earthquake intensities are selected to be the reference points for a comparison study.The changing rules of the results of modal pushover analysis and modified modal pushover analysis with respect to various natural fundamental periods and different earthquake intensities are studied.Research results show that the error of modal pushover analysis and modified modal pushover analysis will not increase with a larger fundamental period,which implies that modal pushover analysis can cover the effect of higher modes reasonably.When the degree of nonlinearity of the structure is more severe,the modified modal pushover analysis we suggest could decrease the error of normal modal pushover analysis to a certain extent.
引文
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[16]闻奇光.模态Pushover的影响因素评估及改进方法研究[D].重庆:重庆大学,2007.
[2]侯爽,欧进萍.结构Pushover分析的侧向力分布及高阶振型影响[J].地震工程与工程振动,2004,24(3):89-97.HOU SHUANG,OU JIN-PING.A study of loadpattern selection of pushover analysis and influence ofhigher modes[J].Earthquake Engineering andEngineering Vibration,2004,24(3):89-97.
[3]SUN J J,TETSURO O,ZHAOY G,et al.Lateralload pattern in pushover analysis[J].EarthquakeEngineering and Engineering Vibration,2003,2(1):99-107.
[4]KRAWINKLAR H,SENEVIRATNA G D P K.Prosand cons of a pushover analysis of seismic performanceevaluation[J].Engineering Structures,1998,20(4/6):452-464.
[5]CHOPRA A K,GOEL R K.A modal pushoveranalysis procedure for estimating seismic demands forbuildings[J].Earthquake Engineering and StructuralDynamics,2002,31(3):561-582.
[6]CHOPRA A K,GOEL R K,CHINTANAPAKDEE C.Evaluation of a modified MPA procedure assuminghigher modes as elastic to estimate seismicdemands[J].Earthquake Spectra,2004,20(3):757-778.
[7]杨溥,李英民,赖明.结构时程分析法输入地震波的选择控制指标[J].土木工程学报,2000,33(6):34-37.YANG PU,LI YING-MIN,LAI MING.A newmethod for selecting inputting waves for time-historyanalysis[J].China Civil Engineering Journal,2000,33(6):34-37.
[8]MAZZONI S,MCKENNA F,SCOTT M H,et al.OpenSees users manual[R].Berkeley:University ofCalifornia,2006.
[9]SCOTT B D,PARK R,PRIESTLEY M J N.Stress-strain behavior of concrete confined by overlappinghoops at low and high strain rates[J].ACI StructuralJournal,1982,79(1):13-27.
[10]SCOTT M H,FRANCHIN P,FENVES G L,et al.Response sensitivity for nonlinear beam-columnelements[J].Journal of Structural Engineering,2004,130(9):1281-1288.
[11]BORZI B,ELNASHAI A S.Refined force reductionfactors for seismic design[J].Journal of EngineeringStructures,2000,22(5):1244-1260.
[12]ELNASHAI A S,MWAFY A M.Overstrength andforce reduction factors of multistorey reinforced-concrete buildings[J].Structural Design of TallBuildings,2002,11(5):329-351.
[13]NEWMARK N,HALL W.Earthquake spectra anddesign[M].Oakland,California:EarthquakeEngineering Research Institute,1982.
[14]刘兰花.多自由度体系R-μ规律初步分析及超静定次数对结构超强的影响[D].重庆:重庆大学,2006.
[15]PARK R,PAULAY T.Reinforced concretestructures[M].New York:John Wiley&Sons,1975.
[16]闻奇光.模态Pushover的影响因素评估及改进方法研究[D].重庆:重庆大学,2007.
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