结构整体抗震性能评估新方法
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摘要
目前基于性能的抗震评估主要考虑结构的最大位移反应,而忽略了滞回耗能对其造成的影响,不能全面反应地震损伤的根本机理。该文基于非线性振动理论,结合地震波的关键性特征参数,得到计算SDOFS滞回耗能的解析方法。在此基础上,根据MDOFS结构与等效SDOFS结构之间最大变形和滞回耗能的近似转换关系,采用Park-Ang模型对结构整体抗震性能作出合理评估。该方法能反应地震损伤的根本机理,且精度较高,具有广泛的工程应用前景。
Currently,the seismic performance estimation is mainly based on the maximum structural displacement response caused by earthquake,while the seismic damage mechanism can not be revealed since the influence of hysteretic energy is ignored.In this paper,considering the characteristic parameters of seismic wave,an analytic method for calculating the SDOFS hysteretic energy is deduced based on non-linear vibration theory.Furthermore,the approximate relationship is established to convert the deformation and the hysteretic energy of MDOFS structure into that of equivalent SDOFS,and the Park-Ang model is applied to evaluate the overall seismic performance of structures.This method can reflect the mechanism of seismic damage,and is relatively high accurate,hence it can be widely used in engineering.
Currently,the seismic performance estimation is mainly based on the maximum structural displacement response caused by earthquake,while the seismic damage mechanism can not be revealed since the influence of hysteretic energy is ignored.In this paper,considering the characteristic parameters of seismic wave,an analytic method for calculating the SDOFS hysteretic energy is deduced based on non-linear vibration theory.Furthermore,the approximate relationship is established to convert the deformation and the hysteretic energy of MDOFS structure into that of equivalent SDOFS,and the Park-Ang model is applied to evaluate the overall seismic performance of structures.This method can reflect the mechanism of seismic damage,and is relatively high accurate,hence it can be widely used in engineering.
引文
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[2]FEMA273/FEMA274,NEHRP guide lines for the seismic rehabilitation of buildings[S].Washington D C,1996.
[3]FEMA356,Prestandard and commentary for the seismic rehabilitation of buildings[S].Washington D C,2000.
[4]Chopra A K,Goel R K.Capacity-demand-diagram methods for estimating seismic deformation of inelastic structure:SDOF systems[R].Report No.PEER-1999/02,Berkeley:Pacific Earthquake Engineering Research Center,University of California,1999.
[5]Fajfar P.Capacity spectrum method based on inelastic demand spectra[J].Earthquake Engineering and Structural Dynamics,1999,23:979―993.
[6]Basu B,Gupta V K.A probabilistic assessment of seismic damage in ductile structures[J].Earthquake Engineering&Structural Dynamics,1995,24(10):1333―1342.
[7]欧进萍,何政,吴斌.钢筋混凝土结构基于地震损伤性能的设计[J].地震工程与工程振动,1999,19(1):21―30.Ou Jinpin,He Zheng,Wu Bin.Seismic damage performance-based design of reinforced concrete[J].Earthquake Engineeringand Engineering Vibration,1999,19(1):21―30.(in Chinese)
[8]Park Y J,Ang H S.Mechanistic seismic damage model for reinforced concrete[J].Journal of Structural Engineering,ASCE,1985,l10(4):722―739.
[9]Park Y J,Ang H S,Wen Y K.Seismic damage analysis of reinforced concrete buildings[J].Journal of Structural Engineering,ASCE,1985,10(4):740―756.
[10]Caughey T K.Sinusoidal excitation of a system with bilinear hysteresis[J].Journal of Applied Mechanics,1960,27(4):640―643.
[11]Iwan W D.The steady-state response of the double bilinear hysteretic model[J].Journal of Applied Mechanics,1965,32(2):921―925.
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[13]Huang C T,Kuo S Y.Drift response of bilinear hysteretic systems under two-frequency excitations[J].International Journal of Non-Linear Mechanics,2006,41(8):888―904.
[14]Ye Lieping,Shunsuke Otani.Maximum seismic displacement of inelastic systems based on energy concept[J].Earthquake Engineering and Structural Dynamics,1999,28(12):1483―1499.
[15]Nakamura Y,Kabeyasawa T.A study on maximum inelastic displacement based on characteristics of earthquake Motions[J].Journal of Struct.Engineering,1997,43(B):485―491.
[16]Applied Technology Council.Tentative provisions for the development of seismic regulations for buildings[R].Rewood City,California:Applied Technology Concil,1978.
[17]Trifunac M D,Brady A G.A study on the duration of strong earthquake ground motion[J].Bulletin of the Seismological Society of America,1975,65(3):581―626.
[18]Krawinkler H,Seneviratna G D P K.Pros and cons of a pushover analysis of seismic performance evaluation[J].Engineering Structures,1998,20(4-6):452―464.
[19]Chopra A K,Goel R K.A modal pushover analysis procedure for estimating seismic demands for buildings[J].Earthquake Engineering and Structural Dynamics,2002,31(3):561―582.
[20]傅剑平,王敏,白绍良.对用于钢筋混凝土结构的Park-Ang双参数破坏准则的识别和修正[J].地震工程与工程振动,2005,25(5):73―79.Fu Jianping,Wang Min,Bai Chaoliang.Identification and modification of the Park-Ang criterion for failure of RC structures[J].Earthquake Engineeringand Engineering Vibration,2005,25(5):73―79.(in Chinese)
[21]Williams M S,Sexsmith R G.Seismic damage indices for concrete structures:A stated-art review[J].Earthquake Spectra,1995,11(3):320―349.
[22]Valles R E,Reinhorn A M,Kunnath S K,Li C,Madan A.IDARC2D Version4.0:A Program for the Inelastic damage analysis of buildings[R].New York:National Center for Earthquake Engineering Research,State University of New York,1996.
[23]Kunnath S K,Reinhorn A M,Park Y J.Analytical modeling of inelastic seismic response of R/C structures[J].Journal of Structural Engineering,ASCE,1990,116(4):123―128.
[24]卢文生,吕西林.模态静力非线性分析中模态选择的研究[J].地震工程与工程振动,2004,24(6):32―38.Lu Wensheng,Lu Xilin.Study on the mode selection in the modal pushover analysis[J].Earthquake Engineering and Engineering Vibration,2004,24(6):32―38.(in Chinese)
[2]FEMA273/FEMA274,NEHRP guide lines for the seismic rehabilitation of buildings[S].Washington D C,1996.
[3]FEMA356,Prestandard and commentary for the seismic rehabilitation of buildings[S].Washington D C,2000.
[4]Chopra A K,Goel R K.Capacity-demand-diagram methods for estimating seismic deformation of inelastic structure:SDOF systems[R].Report No.PEER-1999/02,Berkeley:Pacific Earthquake Engineering Research Center,University of California,1999.
[5]Fajfar P.Capacity spectrum method based on inelastic demand spectra[J].Earthquake Engineering and Structural Dynamics,1999,23:979―993.
[6]Basu B,Gupta V K.A probabilistic assessment of seismic damage in ductile structures[J].Earthquake Engineering&Structural Dynamics,1995,24(10):1333―1342.
[7]欧进萍,何政,吴斌.钢筋混凝土结构基于地震损伤性能的设计[J].地震工程与工程振动,1999,19(1):21―30.Ou Jinpin,He Zheng,Wu Bin.Seismic damage performance-based design of reinforced concrete[J].Earthquake Engineeringand Engineering Vibration,1999,19(1):21―30.(in Chinese)
[8]Park Y J,Ang H S.Mechanistic seismic damage model for reinforced concrete[J].Journal of Structural Engineering,ASCE,1985,l10(4):722―739.
[9]Park Y J,Ang H S,Wen Y K.Seismic damage analysis of reinforced concrete buildings[J].Journal of Structural Engineering,ASCE,1985,10(4):740―756.
[10]Caughey T K.Sinusoidal excitation of a system with bilinear hysteresis[J].Journal of Applied Mechanics,1960,27(4):640―643.
[11]Iwan W D.The steady-state response of the double bilinear hysteretic model[J].Journal of Applied Mechanics,1965,32(2):921―925.
[12]Huang C T,Kuo S Y.Drift response of a bilinear hysteretic system to periodic excitation under sustained load effects[J].International Journal of Non-Linear Mechanics,2006,41(4):530―542.
[13]Huang C T,Kuo S Y.Drift response of bilinear hysteretic systems under two-frequency excitations[J].International Journal of Non-Linear Mechanics,2006,41(8):888―904.
[14]Ye Lieping,Shunsuke Otani.Maximum seismic displacement of inelastic systems based on energy concept[J].Earthquake Engineering and Structural Dynamics,1999,28(12):1483―1499.
[15]Nakamura Y,Kabeyasawa T.A study on maximum inelastic displacement based on characteristics of earthquake Motions[J].Journal of Struct.Engineering,1997,43(B):485―491.
[16]Applied Technology Council.Tentative provisions for the development of seismic regulations for buildings[R].Rewood City,California:Applied Technology Concil,1978.
[17]Trifunac M D,Brady A G.A study on the duration of strong earthquake ground motion[J].Bulletin of the Seismological Society of America,1975,65(3):581―626.
[18]Krawinkler H,Seneviratna G D P K.Pros and cons of a pushover analysis of seismic performance evaluation[J].Engineering Structures,1998,20(4-6):452―464.
[19]Chopra A K,Goel R K.A modal pushover analysis procedure for estimating seismic demands for buildings[J].Earthquake Engineering and Structural Dynamics,2002,31(3):561―582.
[20]傅剑平,王敏,白绍良.对用于钢筋混凝土结构的Park-Ang双参数破坏准则的识别和修正[J].地震工程与工程振动,2005,25(5):73―79.Fu Jianping,Wang Min,Bai Chaoliang.Identification and modification of the Park-Ang criterion for failure of RC structures[J].Earthquake Engineeringand Engineering Vibration,2005,25(5):73―79.(in Chinese)
[21]Williams M S,Sexsmith R G.Seismic damage indices for concrete structures:A stated-art review[J].Earthquake Spectra,1995,11(3):320―349.
[22]Valles R E,Reinhorn A M,Kunnath S K,Li C,Madan A.IDARC2D Version4.0:A Program for the Inelastic damage analysis of buildings[R].New York:National Center for Earthquake Engineering Research,State University of New York,1996.
[23]Kunnath S K,Reinhorn A M,Park Y J.Analytical modeling of inelastic seismic response of R/C structures[J].Journal of Structural Engineering,ASCE,1990,116(4):123―128.
[24]卢文生,吕西林.模态静力非线性分析中模态选择的研究[J].地震工程与工程振动,2004,24(6):32―38.Lu Wensheng,Lu Xilin.Study on the mode selection in the modal pushover analysis[J].Earthquake Engineering and Engineering Vibration,2004,24(6):32―38.(in Chinese)
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