考虑地面运动的多模态静力弹塑性分析方法
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摘要
为了提高静力弹塑性分析方法的计算精度,克服多模态静力弹塑性分析方法(MPA)在计算等效单自由度时不能考虑地面运动,加载制度仅由结构特性决定的缺点.提出了考虑地面运动建立等效单自由度的多模态静力弹塑性分析方法,通过对12层钢筋混凝土标准框架振动台模型,分别采用非线性时程分析方法、建议方法以及MPA方法进行了计算,分析在非线性发展过程中影响模态坐标之间耦合程度的影响因素,对比计算结果、指出地面运动对高阶振型相对激励的大小程度,即地震动的频谱特性是影响计算结果的主要因素,验证了建议方法的有效性和适应性.表明建议方法计算精度较MPA方法有了一定的提高,特别是改善了MPA方法对高阶振型敏感的地面运动失效的缺点.建议方法可改善静力弹塑性分析方法在地面运动对高阶振型相对激励较大时的计算精度,可增加静力弹塑性分析方法的使用范围.
This paper presented a newly-developed analysis procedure for establishing equivalent single degree of freedom systems (ESDOF),based on the modal pushover analysis procedure with higher precision.The modal pushover analysis procedure was limited in terms of its inability to account for ground motion when establishing ESDOF.The suggested method overcomes the shortcoming.This method is characterized by its high efficiency of calculation and clear physical meaning,which eliminates the need to calculate modal combination step by step.And it was validated by calculating a shaking table test of a 12-storey reinforced concrete frame model.The structure model was calculated separately using nonlinear time history method,the method introduced herein and conventional modal pushover analysis procedure.Through the comparison of the calculation results,it was found that the higher-mode relative excited magnitude by ground motion is the main reason for modal coupling.And the suggested method yields higher precision than conventional modal pushover analysis procedure,especially for high frequency ground motion.So it has good adaptability.
This paper presented a newly-developed analysis procedure for establishing equivalent single degree of freedom systems (ESDOF),based on the modal pushover analysis procedure with higher precision.The modal pushover analysis procedure was limited in terms of its inability to account for ground motion when establishing ESDOF.The suggested method overcomes the shortcoming.This method is characterized by its high efficiency of calculation and clear physical meaning,which eliminates the need to calculate modal combination step by step.And it was validated by calculating a shaking table test of a 12-storey reinforced concrete frame model.The structure model was calculated separately using nonlinear time history method,the method introduced herein and conventional modal pushover analysis procedure.Through the comparison of the calculation results,it was found that the higher-mode relative excited magnitude by ground motion is the main reason for modal coupling.And the suggested method yields higher precision than conventional modal pushover analysis procedure,especially for high frequency ground motion.So it has good adaptability.
引文
[1]周定松,吕西林.延性需求谱在基于性能的抗震设计中的应用[J].地震工程与工程振动,2004,24(1):30-38.
[2]CHOPRA A K,RAKESH K G.A modal pushover a-nalysis procedure for estimating seismic demands for buildings[J].Earthquake Engineering and Structural Dynamics,2002,31(3):561-582.
[3]GOEL R K,CHOPRA A K.Evaluation of modal and FEMA pushover analyses:SAC buildings[J].Earth-quake Spectra,2004,20(1):225-254.
[4]GUPTA B,KUNNATH S K.Adaptive spectra-based pushover procedure for seismic evaluation of structures[J].Earthquake Spectra,2000,16(2):367-391.
[5]GOEL R K,CHOPRA A K.Role of higher-mode pushover analyses in seismic analysis of buildings[J].Earthquake Spectra,2005:21(4),1027-1041.
[6]HERNANDEZ-MONTES E,KWON O S,ASCHHEIM M A.An energy-based formulation for first and multiple mode nonlinear static(pushover)analyses[J].Jour-nal of Earthquake Engineering,2004,8(1):69-88.
[7]易伟建,蒋蝶.一种基于滞回耗能的改进pushover分析方法[J].自然灾害学报,2007,16(3):104-108.
[8]CHOPRA A K,GOEL R K,CHINTANAPAKDEE C.Evaluation of a modified MPA procedure assuming higher modes as elastic to estimate seismic demands[J].Earthquake Spectra,2004,20(3):757-778.
[9]JAN T S,LIU M W,KAO Y C.An upper-bound pushover analysis procedure for estimating the seismic demands of high-rise buildins[J].Engineering Struc-tures,2004,26(1):117-128.
[10]卢文生,吕西林.框架剪力墙结构模态静力非线性抗震分析方法研究[J].地震工程与工程振动,2005,25(1):58-66.
[11]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.
[12]ANTONIOU S,PINHO R.Development and verifica-tion of a displacement-based adaptive pushover proce-dure[J].Journal of Earthquake Engineering,2004,8(5):643-661.
[13]KALKAN E,KUNNATH S K.Adaptive modal combi-nation procedure for nonlinear static analysis of build-ing structures[J].Journal of Structural Engineering,ASCE,2006,132(11):1721-1731.
[14]易伟建,张冰.近场地震作用下框架结构的损伤机理[J].自然灾害学报,2007,16(2):112-117.
[15]KALKAN E,KUNNATH S K.Assessment of current nonlinear static procedures for seismic evaluation of buildings[J].Engineering Structures,2007,29(3):305-316.
[16]吕西林,李培振,陈跃庆.12层钢筋混凝土标准框架振动台模型试验的完整数据[R].上海:同济大学土木工程防灾国家重点试验室,2003.
[17]徐福江,钱稼茹.常延性系数弹塑性位移谱及其应用[J].工程力学,2007,24(6),15-20.
[18]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.
[2]CHOPRA A K,RAKESH K G.A modal pushover a-nalysis procedure for estimating seismic demands for buildings[J].Earthquake Engineering and Structural Dynamics,2002,31(3):561-582.
[3]GOEL R K,CHOPRA A K.Evaluation of modal and FEMA pushover analyses:SAC buildings[J].Earth-quake Spectra,2004,20(1):225-254.
[4]GUPTA B,KUNNATH S K.Adaptive spectra-based pushover procedure for seismic evaluation of structures[J].Earthquake Spectra,2000,16(2):367-391.
[5]GOEL R K,CHOPRA A K.Role of higher-mode pushover analyses in seismic analysis of buildings[J].Earthquake Spectra,2005:21(4),1027-1041.
[6]HERNANDEZ-MONTES E,KWON O S,ASCHHEIM M A.An energy-based formulation for first and multiple mode nonlinear static(pushover)analyses[J].Jour-nal of Earthquake Engineering,2004,8(1):69-88.
[7]易伟建,蒋蝶.一种基于滞回耗能的改进pushover分析方法[J].自然灾害学报,2007,16(3):104-108.
[8]CHOPRA A K,GOEL R K,CHINTANAPAKDEE C.Evaluation of a modified MPA procedure assuming higher modes as elastic to estimate seismic demands[J].Earthquake Spectra,2004,20(3):757-778.
[9]JAN T S,LIU M W,KAO Y C.An upper-bound pushover analysis procedure for estimating the seismic demands of high-rise buildins[J].Engineering Struc-tures,2004,26(1):117-128.
[10]卢文生,吕西林.框架剪力墙结构模态静力非线性抗震分析方法研究[J].地震工程与工程振动,2005,25(1):58-66.
[11]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.
[12]ANTONIOU S,PINHO R.Development and verifica-tion of a displacement-based adaptive pushover proce-dure[J].Journal of Earthquake Engineering,2004,8(5):643-661.
[13]KALKAN E,KUNNATH S K.Adaptive modal combi-nation procedure for nonlinear static analysis of build-ing structures[J].Journal of Structural Engineering,ASCE,2006,132(11):1721-1731.
[14]易伟建,张冰.近场地震作用下框架结构的损伤机理[J].自然灾害学报,2007,16(2):112-117.
[15]KALKAN E,KUNNATH S K.Assessment of current nonlinear static procedures for seismic evaluation of buildings[J].Engineering Structures,2007,29(3):305-316.
[16]吕西林,李培振,陈跃庆.12层钢筋混凝土标准框架振动台模型试验的完整数据[R].上海:同济大学土木工程防灾国家重点试验室,2003.
[17]徐福江,钱稼茹.常延性系数弹塑性位移谱及其应用[J].工程力学,2007,24(6),15-20.
[18]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.
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