结构模态Pushover及高振型影响的对比评估
|
摘要
以6层、10层和16层规则钢筋混凝土平面框架为例,对框架输入3种不同加速度幅值的地震动,并将各框架在七条地震波作用下的非线性动力反应统计结果作为对比基准点,以层间侧移和梁、柱端部转角为考察对象,研究了4种常规Pushover及Modal Pushover的分析结果的误差变化规律。研究表明,随框架层数增加,Modal Pushover的层间侧移误差基本不变,常规Pushover的模拟误差明显增大,表明Modal Pushover能更合理地模拟高振型的影响。随非线性程度加深,Modal Pushover、常规Pushover分析的层间侧移误差均相应增大。Modal Pushover对上部楼层梁端转角和多数柱端转角的模拟误差明显比常规Pushover更小。
Three reinforced concrete plane frames with total heights of 6,10,and 16 stories,respectively were taken as examples.Nonlinear dynamic responses of three frames under excitations of seven earthquake waves with varying earthquake intensities were selected as the datum mark of a comparison study.The changing rules of the responses analyzed by four kinds of ordinary Pushover Analysis and Modal Pushover Analysis were studied by reviewing the inter-story drift ratio and rotation at beam and column ends.Results show that the error of inter-story drift ratio analyzed by Modal Pushover Analysis essentially is invariable when the total frame height increases,while the error of ordinary Pushover Analysis is added corresponding to a larger fundamental period.This indicates that Modal Pushover Analysis can cover the influence of higher modes more reasonably.When nonlinear responses of frames were more severe,the inter-story drift ratio errors of Modal Pushover Analysis and ordinary Pushover Analysis also increase correspondingly.The errors of rotation at upper story beam ends and the majority of column ends analyzed by Modal Pushover Analysis are smaller than those of ordinary Pushover Analysis.
Three reinforced concrete plane frames with total heights of 6,10,and 16 stories,respectively were taken as examples.Nonlinear dynamic responses of three frames under excitations of seven earthquake waves with varying earthquake intensities were selected as the datum mark of a comparison study.The changing rules of the responses analyzed by four kinds of ordinary Pushover Analysis and Modal Pushover Analysis were studied by reviewing the inter-story drift ratio and rotation at beam and column ends.Results show that the error of inter-story drift ratio analyzed by Modal Pushover Analysis essentially is invariable when the total frame height increases,while the error of ordinary Pushover Analysis is added corresponding to a larger fundamental period.This indicates that Modal Pushover Analysis can cover the influence of higher modes more reasonably.When nonlinear responses of frames were more severe,the inter-story drift ratio errors of Modal Pushover Analysis and ordinary Pushover Analysis also increase correspondingly.The errors of rotation at upper story beam ends and the majority of column ends analyzed by Modal Pushover Analysis are smaller than those of ordinary Pushover Analysis.
引文
[1]KRAWINKLAR H,SENEVIRATNA G D P K.Prosand Cons of a Pushover analysis of seismic performanceevaluation[J].Engineering Structures,1998,20:452-464.
[2]熊向阳,戚震华.侧向荷载分布方式对静力弹塑性分析结果的影响[J].建筑科学,2001,17(5):8-13.XIONG Xiang-yang,QI Zhen-hua.The influence oflateral load patterns on the results of static Pushoveranalysis[J].Building Science,2001,17(5):8-13.
[3]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.
[4]KALKAN E,SASHI S K.Adaptive modal combinationprocedure for nonlinear static analysis of buildingstructures[J],Journal of Structural Engineering,2006,132(11):1721-1731.
[5]SUN JING-JIANG,Tetsuro O,ZHAO YAN-GANG,et al.Lateral load pattern in pushover analysis[J].Earthquake Engineering and Engineering Vibration,2003,2(1):99-107.
[6]JAVADEN S I,TAGHINELHAD R.Evaluation oflateral load patten in pushover analysis[J].WITTransactions on the Built Environment,2007,93(6):279-287.
[7]CARDONE D.Nonlinear static methods vs.experimental shaking table test results[J].Journal ofEarthquake Engineering,2007,11(6):847-875.
[8]CHOPRA A K,GOEL K.A modal pushover analysisprocedure for estimating seismic demands for buildings[J].Earthquake Engineering and Structural Dynamics,2002,31:561-582.
[9]王亚勇,刘小弟,程民宪.建筑结构时程分析法输入地震波的研究[J].建筑结构学报,1991,12(2):51-60.WANG YA-YONG,LIU XIAO-DI,CHENG MIN-XIAN.Study on the input earthquake ground motionfor time history analysis of structures[J].Journal ofBuilding Structures,1991,12(2):51-60.
[10]MAZZONI S,MCKENNA F,SCOTT M H andFENVES G L.OpenSees Users Manual[R].PEER,University of California at Berkeley,2006.
[11]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.
[12]SPACONE E,FILIPPOU F C and TAUCER F.FiberBeam-column Model for Non-linear Analysis of R/CFrames,part 1 Formulation[J].EarthquakeEngineering and Structural Dynamics,1996,25(7):711-725.
[13]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.
[14]FEMA273.NEHRP guidelines for the seismicrehabilitation of building[R].Washington D.C.:Federal Emergency Management Agency,1996.
[15]CHOPRA A K,GOEL R K,CHINTANAPAKDEE C.Evaluation of a modified MPA procedure assuminghigher modes as elastic to estimate seismic demands[J].Earthquake Spectra,2004,20(3):757-778
[2]熊向阳,戚震华.侧向荷载分布方式对静力弹塑性分析结果的影响[J].建筑科学,2001,17(5):8-13.XIONG Xiang-yang,QI Zhen-hua.The influence oflateral load patterns on the results of static Pushoveranalysis[J].Building Science,2001,17(5):8-13.
[3]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.
[4]KALKAN E,SASHI S K.Adaptive modal combinationprocedure for nonlinear static analysis of buildingstructures[J],Journal of Structural Engineering,2006,132(11):1721-1731.
[5]SUN JING-JIANG,Tetsuro O,ZHAO YAN-GANG,et al.Lateral load pattern in pushover analysis[J].Earthquake Engineering and Engineering Vibration,2003,2(1):99-107.
[6]JAVADEN S I,TAGHINELHAD R.Evaluation oflateral load patten in pushover analysis[J].WITTransactions on the Built Environment,2007,93(6):279-287.
[7]CARDONE D.Nonlinear static methods vs.experimental shaking table test results[J].Journal ofEarthquake Engineering,2007,11(6):847-875.
[8]CHOPRA A K,GOEL K.A modal pushover analysisprocedure for estimating seismic demands for buildings[J].Earthquake Engineering and Structural Dynamics,2002,31:561-582.
[9]王亚勇,刘小弟,程民宪.建筑结构时程分析法输入地震波的研究[J].建筑结构学报,1991,12(2):51-60.WANG YA-YONG,LIU XIAO-DI,CHENG MIN-XIAN.Study on the input earthquake ground motionfor time history analysis of structures[J].Journal ofBuilding Structures,1991,12(2):51-60.
[10]MAZZONI S,MCKENNA F,SCOTT M H andFENVES G L.OpenSees Users Manual[R].PEER,University of California at Berkeley,2006.
[11]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.
[12]SPACONE E,FILIPPOU F C and TAUCER F.FiberBeam-column Model for Non-linear Analysis of R/CFrames,part 1 Formulation[J].EarthquakeEngineering and Structural Dynamics,1996,25(7):711-725.
[13]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.
[14]FEMA273.NEHRP guidelines for the seismicrehabilitation of building[R].Washington D.C.:Federal Emergency Management Agency,1996.
[15]CHOPRA A K,GOEL R K,CHINTANAPAKDEE C.Evaluation of a modified MPA procedure assuminghigher modes as elastic to estimate seismic demands[J].Earthquake Spectra,2004,20(3):757-778
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心