多层框架结构抗震功能分析方法的一些研究进展
|
摘要
多层框架结构的抗震设计是结构抗震领域的传统课题。基于功能设计的发展趋势对多层框架结构的设计分析方法提出了许多新的要求。笔者所在研究组针对相关问题进行了一系列的研究。介绍其中一部分工作及总体分析方法,并对所涉及的关键问题作简要讨论。
It is generally known that the seismic response of a multi-storey reinforced concrete frame is dependent upon the strength,stiffness,as well as the ductility or energy dissipation characteristics of individual storeys and their relative distribution over the frame height.However,quantitative correlation between the structural responses(chiefly the interstorey drift and the cumulative damage) and the inherent strength,stiffness and ductility parameters is difficult to establish in a simple and yet rigorous form for design applications.This paper provides an overview of a series of studies that have been aimed at understanding the vertical irregularity in a frame structure and its effect on the seismic response of the overall system as well as at critical storeys.Extensive experimental and numerical studies are discussed in light of the various irregularity profiles involved.The development of a storey-capacity factor involving both strength and stiffness parameters are then described and its effectiveness in correlating with the inter-storey drift(in statistics terms) is discussed.
It is generally known that the seismic response of a multi-storey reinforced concrete frame is dependent upon the strength,stiffness,as well as the ductility or energy dissipation characteristics of individual storeys and their relative distribution over the frame height.However,quantitative correlation between the structural responses(chiefly the interstorey drift and the cumulative damage) and the inherent strength,stiffness and ductility parameters is difficult to establish in a simple and yet rigorous form for design applications.This paper provides an overview of a series of studies that have been aimed at understanding the vertical irregularity in a frame structure and its effect on the seismic response of the overall system as well as at critical storeys.Extensive experimental and numerical studies are discussed in light of the various irregularity profiles involved.The development of a storey-capacity factor involving both strength and stiffness parameters are then described and its effectiveness in correlating with the inter-storey drift(in statistics terms) is discussed.
引文
[1]GUAN J,HAO H,LU Y.Generation of displacement response spectra for displacement-based design[J].Soil Dynamics and Earthquake Engineering,2004,24(2):149-166.
[2]Eurocode 8 Design of structures for earthquake resistance[S].General rules,Seismic Actions and Rules for Buildings.BS EN 1998-1;2004.
[3]BOMMER J J,ELNASHAI A S.Displacement spectra for seismic design[J].Journal of Earthquake Engineering,1999,3(1):l-32.
[4]TSO W K,ZHU T J,HEIDEBRECHT A C.Engineering implication of ground motion A/V ratio[J].Soil Dynamics and Earthquake Engineering,1992(11):133-144.
[5]LU Y,GU X M,WEI J W.Prediction of seismic storey drifts in multi-storey frames with a new storey capacity factor[J].Engineering Structures,2009,31(2);345-357.
[6]NEHRP NEHRP guidelines for the seismic rehabilitation of buildings(FEMA273)and commentary(FEMA274)[S].The Building Seismic Safety Council,Washington,D.C.1997.
[7]CHOPRA A K,GOEL R K.A modal pushover analysis procedure for estimating seismic demands for buildings[J].Earthquake Engineering Structural Dynamics,2002,31(3):561-582.
[8]IWAN W D.Drift Spectrum:Measure of demand for earthquake ground motions[J].Journal of Structural Engineering,ASCE,1997,123(4);397-404.
[9]MIRANDA E.Approximate seismic lateral deformation demands in multistory buildings[J].Journal of Structural Engineering,ASCE,1999,125(4):417425.
[10]GUPTA A,KRAWINKLER H.Estimation of seismic drift demands for frame structures[J].Earthquake Engineering and Structural Dynamics,2000,29(9):1287-1305.
[11]NEHRP NEHRP recommended provisions for seismic regulations for new buildings and other structures[S].Rep.FEMA-450(Provisions),The Building Seismic Safety Council,Washington,D.C.,2003.
[12]MUTO K.A seismic design analysis of buildings[R].Maruzen,Tokyo,1974.
[13]SARMA S K,YANG K S.An evaluation of strong motion records and a new parameter A95[J].Earthquake Engineering and Structural Dynamics,1987,15:119-132.
[14]LU Y,GU X M,GUAN J.Probabilistic drift bmits and performance evaluation of RC columns[J].Journal of Structural Engineering,ASCE,2005,131(6):966-978.
[15]OES,Vision 2000 Performance based seismic engineering of buildings[S].Prepared by Structural Engineers Association of California,Sacramento,CA,1995.
[16]PRIESTLEY M J N.Performance based seismic design[C]//Proc.,12th World Conf.of Earthquake Engineering,Auckland,New Zealand,2000.
[17]KAPPOS A J,CHRYSSANTHOPOULOS M K,DYMIOTIS C.Uncertainty analysis of strength and ductility of confined reinforced concrete members[J].Engineering Structures,1999,21:195-208.
[18]DYMIOTIS C.Probability seismic assessment of reinforced concrete buildings with and without masonry infills[D].London;Imperial CoEege of Science,Technology and Medicine,1999.
[19]GU X M,LU Y.A fuzzy-random reliability model for seismic performance analysis incorporating non-structural damage[J].Earthquake Engineering and Structural Dynamics,2005,34(10):1305-1321.
[20]ZIMMERMANN H J.Fuzzy set theory and its applications[M].Kluwer Academic Publishers,1996.
[21]KANDA J,SHAH H.Engineering role in failure cost evaluation for buildings[J].Structural Safety,1997,19(l):79-90.
[22]MCALLISTER D F,ROUUER AN.Algorithm for computing a shape-preserving oscillatory quadratic spline[J].ACM Trans,of Math.Software,1981(7):331-347.
[23]ZADEH L A.Probability measures of fuzzy events[J].Journal of Mathematical Analysis and Application,1968,23:421427.
[2]Eurocode 8 Design of structures for earthquake resistance[S].General rules,Seismic Actions and Rules for Buildings.BS EN 1998-1;2004.
[3]BOMMER J J,ELNASHAI A S.Displacement spectra for seismic design[J].Journal of Earthquake Engineering,1999,3(1):l-32.
[4]TSO W K,ZHU T J,HEIDEBRECHT A C.Engineering implication of ground motion A/V ratio[J].Soil Dynamics and Earthquake Engineering,1992(11):133-144.
[5]LU Y,GU X M,WEI J W.Prediction of seismic storey drifts in multi-storey frames with a new storey capacity factor[J].Engineering Structures,2009,31(2);345-357.
[6]NEHRP NEHRP guidelines for the seismic rehabilitation of buildings(FEMA273)and commentary(FEMA274)[S].The Building Seismic Safety Council,Washington,D.C.1997.
[7]CHOPRA A K,GOEL R K.A modal pushover analysis procedure for estimating seismic demands for buildings[J].Earthquake Engineering Structural Dynamics,2002,31(3):561-582.
[8]IWAN W D.Drift Spectrum:Measure of demand for earthquake ground motions[J].Journal of Structural Engineering,ASCE,1997,123(4);397-404.
[9]MIRANDA E.Approximate seismic lateral deformation demands in multistory buildings[J].Journal of Structural Engineering,ASCE,1999,125(4):417425.
[10]GUPTA A,KRAWINKLER H.Estimation of seismic drift demands for frame structures[J].Earthquake Engineering and Structural Dynamics,2000,29(9):1287-1305.
[11]NEHRP NEHRP recommended provisions for seismic regulations for new buildings and other structures[S].Rep.FEMA-450(Provisions),The Building Seismic Safety Council,Washington,D.C.,2003.
[12]MUTO K.A seismic design analysis of buildings[R].Maruzen,Tokyo,1974.
[13]SARMA S K,YANG K S.An evaluation of strong motion records and a new parameter A95[J].Earthquake Engineering and Structural Dynamics,1987,15:119-132.
[14]LU Y,GU X M,GUAN J.Probabilistic drift bmits and performance evaluation of RC columns[J].Journal of Structural Engineering,ASCE,2005,131(6):966-978.
[15]OES,Vision 2000 Performance based seismic engineering of buildings[S].Prepared by Structural Engineers Association of California,Sacramento,CA,1995.
[16]PRIESTLEY M J N.Performance based seismic design[C]//Proc.,12th World Conf.of Earthquake Engineering,Auckland,New Zealand,2000.
[17]KAPPOS A J,CHRYSSANTHOPOULOS M K,DYMIOTIS C.Uncertainty analysis of strength and ductility of confined reinforced concrete members[J].Engineering Structures,1999,21:195-208.
[18]DYMIOTIS C.Probability seismic assessment of reinforced concrete buildings with and without masonry infills[D].London;Imperial CoEege of Science,Technology and Medicine,1999.
[19]GU X M,LU Y.A fuzzy-random reliability model for seismic performance analysis incorporating non-structural damage[J].Earthquake Engineering and Structural Dynamics,2005,34(10):1305-1321.
[20]ZIMMERMANN H J.Fuzzy set theory and its applications[M].Kluwer Academic Publishers,1996.
[21]KANDA J,SHAH H.Engineering role in failure cost evaluation for buildings[J].Structural Safety,1997,19(l):79-90.
[22]MCALLISTER D F,ROUUER AN.Algorithm for computing a shape-preserving oscillatory quadratic spline[J].ACM Trans,of Math.Software,1981(7):331-347.
[23]ZADEH L A.Probability measures of fuzzy events[J].Journal of Mathematical Analysis and Application,1968,23:421427.
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