损伤谱在结构抗震性能评估中的应用
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摘要
改进能力谱法可以较好地评估结构抗震性能,在工程中得到了广泛的应用。本文在此基础上指出,由改进能力谱方法求得的延性是结构的延性需求,并不是结构的实际延性能力,不能以此代表结构在罕遇地震作用下的实际抗震能力。其次,基于弹塑性损伤反应谱(简称"RD谱"),结合模态Pushover分析,提出了基于RD谱的能力谱分析方法,通过RD谱分析所得的延性是结构的实际延性能力,从而可进行结构的抗震能力验算,并给出结构延性富余度的概念,即可明确结构经历某一级地震作用后体系所含的延性富余度。模态Pushover分析可有效地考虑结构高振型的影响,提高了结果的分析精度。最后,通过例题分析,说明了本文方法的方便性和可行性,文中分析结果反映了结构抗倒塌能力,通过与改进能力谱法的所得延性需求或位移需求进行比较,可求出结构体系所含的延性富余度。
Modified capacity spectra method(MCSM) can well access the performance of frame structures and is widely used in the actual engineering projects.The ductility of structure obtained by using MCSM is not the capacity of structure,but the demand.It can't stand for the actual seismic capacity of structure subjected to earthquake action.On the basis of inelastic damage spectra,denoted as "RD" spectra,a new CSM based on "RD" spectra is presented,called RCSM.The ductility obtained by using RCSM is the actual seismic capacity of structure,and can be considered to be ultimate ductility for collapse evaluation.Ductility redundancy index is then defined,i.e.the ductility redundancy of structure after its suffering certain level of earthquake action.Furthermore,modal pushover analysis is adopted to improve the precision of analysis,which can consider the high modal influence of buildings.Finally,the example shows the advocated method is feasible and convenient.The results obtained from RCSM reflect collapse-resistant capacity of building.Ductility redundancy indices can be achieved by comparing RCSM results to MCSM results after suffering certain level of earthquake action in the end.
Modified capacity spectra method(MCSM) can well access the performance of frame structures and is widely used in the actual engineering projects.The ductility of structure obtained by using MCSM is not the capacity of structure,but the demand.It can't stand for the actual seismic capacity of structure subjected to earthquake action.On the basis of inelastic damage spectra,denoted as "RD" spectra,a new CSM based on "RD" spectra is presented,called RCSM.The ductility obtained by using RCSM is the actual seismic capacity of structure,and can be considered to be ultimate ductility for collapse evaluation.Ductility redundancy index is then defined,i.e.the ductility redundancy of structure after its suffering certain level of earthquake action.Furthermore,modal pushover analysis is adopted to improve the precision of analysis,which can consider the high modal influence of buildings.Finally,the example shows the advocated method is feasible and convenient.The results obtained from RCSM reflect collapse-resistant capacity of building.Ductility redundancy indices can be achieved by comparing RCSM results to MCSM results after suffering certain level of earthquake action in the end.
引文
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[3]Miranda E.Site-dependent strength-reduction factors[J].Journal of Structural Engineering.1993,119(12):3503-3519.
[4]Miranda E,Bertero V V.Evaluation of strength reduction factor for earthquake-resistance design[J].Earthquake Spectra,1994,10(2):357-379.
[5]Vidic T,Fajfar P,Fischinger M.Consistent inelastic design spectra:strength and displacement[J].Earthquake Engineering and Structural Dy-namics,1994,23(3):507-521.
[6]卓卫东,范立础.结构抗震设计中的强度折减系数研究[J].地震工程与工程振动,2001,21(1):84-88.
[7]翟长海,公茂盛,张茂花,等.工程结构等延性地震抗力谱研究[J].地震工程与工程振动,2004,2(1):22-30.
[8]吕西林,周定松.考虑场地类别与设计分组的延性需求谱和弹塑性位移反应谱[J].地震工程与工程振动,2004,24(1):39-48.
[9]Bertero V V,Uang C M.Issues and future directions in the use of energy approach for seismic-resistant design of structures.Nonlinear seismicanalysis and design of reinforced concrete buildings[M].London:Elsevier,1992.
[10]程民宪,陈聃.考虑结构低周疲劳特性的地震反应谱[J].地震工程与工程振动,1988,8(4):67-77.
[11]周云,周福霖.耗能减震体系的能量设计方法[J].世界地震工程,1997,13(4)7-13.
[12]周云,徐彤,周福霖.抗震与减震结构的能量分析方法研究与应用[J].地震工程与工程振动,1999,19(4):134-139.
[13]杨伟,欧进萍.结构地震弹塑性——损伤反应谱[J].地震工程与工程振动,2008,28(6):44-53.
[14]Chopra AK,Goel B K.Capacity-demand-diagrammethods for estimating seismic deformation of inelastic structures:SDOF systems[R].ReportNo.PEER-1999/02.Pacific Earthquake Engineering Research Center.University of California at Berkeley,1999.
[15]Fajfar P.Capacity spectrum method based on inelastic demand spectra[J].Earthquake Eng.Stru.Dyn.1999,28:979-993.
[16]Chopra A K,Goel R Kdirect displacement-based design:use of inelastic vs.elastic design spectra[J].Earthquake Spectra,2001,17(1):47-64.
[17]Miranda E,Ruiz-Garcia J.Evaluation of Approximate Methods to Estimate MaximumInelastic Displacement Demands[J].Earthquake Eng.St-ru.Dyn.2002,31(3):539-560.
[18]FEMA274.NEHRP guidelines for the rehabilitation of buildings[R].Federal Emergency Management Agency,Washington,D.C.Septem-ber,1996.
[19]Anil K Chopra,Rakesh K Goel.Amodal pushover analysis procedure to estimate seismic demands for unsymmetric-plan buildings[J].Earth-quake Engineering and Structural Dynamics,2004,33:903-927.
[20]Chopra A K.Dynamics of Structures:Theory and Applications to Earthquake Engineering[M].2nd ed.New Jersey:Prentice Hall,2000.
[21]Vamvatsikos D,Comell C A.Incremental dynamic analysis[J].Earthquake Engineering&Structural Dynamics,2002,31(3):491-514.
[2]Krawinkler H,Nassar AA.Seismic design based on ductility and cumulative damage demands and capacities[C]∥Nonlinear Seismic Analysisand Design of Reinforced Concrete Buildings Fajfar and Krawinkler,ed.Elsevier Applied Science.New York.USA.1992:23-40.
[3]Miranda E.Site-dependent strength-reduction factors[J].Journal of Structural Engineering.1993,119(12):3503-3519.
[4]Miranda E,Bertero V V.Evaluation of strength reduction factor for earthquake-resistance design[J].Earthquake Spectra,1994,10(2):357-379.
[5]Vidic T,Fajfar P,Fischinger M.Consistent inelastic design spectra:strength and displacement[J].Earthquake Engineering and Structural Dy-namics,1994,23(3):507-521.
[6]卓卫东,范立础.结构抗震设计中的强度折减系数研究[J].地震工程与工程振动,2001,21(1):84-88.
[7]翟长海,公茂盛,张茂花,等.工程结构等延性地震抗力谱研究[J].地震工程与工程振动,2004,2(1):22-30.
[8]吕西林,周定松.考虑场地类别与设计分组的延性需求谱和弹塑性位移反应谱[J].地震工程与工程振动,2004,24(1):39-48.
[9]Bertero V V,Uang C M.Issues and future directions in the use of energy approach for seismic-resistant design of structures.Nonlinear seismicanalysis and design of reinforced concrete buildings[M].London:Elsevier,1992.
[10]程民宪,陈聃.考虑结构低周疲劳特性的地震反应谱[J].地震工程与工程振动,1988,8(4):67-77.
[11]周云,周福霖.耗能减震体系的能量设计方法[J].世界地震工程,1997,13(4)7-13.
[12]周云,徐彤,周福霖.抗震与减震结构的能量分析方法研究与应用[J].地震工程与工程振动,1999,19(4):134-139.
[13]杨伟,欧进萍.结构地震弹塑性——损伤反应谱[J].地震工程与工程振动,2008,28(6):44-53.
[14]Chopra AK,Goel B K.Capacity-demand-diagrammethods for estimating seismic deformation of inelastic structures:SDOF systems[R].ReportNo.PEER-1999/02.Pacific Earthquake Engineering Research Center.University of California at Berkeley,1999.
[15]Fajfar P.Capacity spectrum method based on inelastic demand spectra[J].Earthquake Eng.Stru.Dyn.1999,28:979-993.
[16]Chopra A K,Goel R Kdirect displacement-based design:use of inelastic vs.elastic design spectra[J].Earthquake Spectra,2001,17(1):47-64.
[17]Miranda E,Ruiz-Garcia J.Evaluation of Approximate Methods to Estimate MaximumInelastic Displacement Demands[J].Earthquake Eng.St-ru.Dyn.2002,31(3):539-560.
[18]FEMA274.NEHRP guidelines for the rehabilitation of buildings[R].Federal Emergency Management Agency,Washington,D.C.Septem-ber,1996.
[19]Anil K Chopra,Rakesh K Goel.Amodal pushover analysis procedure to estimate seismic demands for unsymmetric-plan buildings[J].Earth-quake Engineering and Structural Dynamics,2004,33:903-927.
[20]Chopra A K.Dynamics of Structures:Theory and Applications to Earthquake Engineering[M].2nd ed.New Jersey:Prentice Hall,2000.
[21]Vamvatsikos D,Comell C A.Incremental dynamic analysis[J].Earthquake Engineering&Structural Dynamics,2002,31(3):491-514.
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