不同R-μ-T关系对比研究及其在高层混合结构位移需求估计中的应用
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摘要
本文结合弹塑性反应谱的研究,给出了求解钢框架-钢筋混凝土核心筒混合结构位移需求的基本步骤,并采用不同的R-μ-T关系计算了某15层混合结构的位移需求。结果表明:选取不同模型计算所得的位移需求有一定的偏差,偏差大致在25%以内,其中Newm ark&Hall模型会较大幅高估结构的位移需求。通过比较,本文最终选取吕西林、周定松模型,其估计的位移需求与弹塑性时程分析结果的偏差基本控制在30%以内,可以为工程界接受。对比分析不仅表明了选取该模型的合理性,同时说明弹塑性反应谱法是一种比较有效的估计此类结构位移需求的方法,在混合结构基于性态的抗震设计中具有应用价值。
Based on the research of inelastic response spectra,the paper puts forward the process of how to find the displacement demand of steel frame-reinforced concrete core hybrid structures.The displacement demand of a 15-storey hybrid structure is then calculated by adopting various R-μ-T relationships.The results demonstrate that the difference of displacement demand obtained from various R-μ-T relationships is within 25% and the demand will be overestimated if Newmark & Hall model is used.Finally,the LU Xilin & ZHOU Dingsong model is chosen.The error from the chosen model and the inelastic time-history analysis is within 30%,which could be accepted by engineers.So,the chosen model is reasonable and the method presented in the paper to evaluate the displacement demand of hybrid structures is applicable in performance-based seismic design.
Based on the research of inelastic response spectra,the paper puts forward the process of how to find the displacement demand of steel frame-reinforced concrete core hybrid structures.The displacement demand of a 15-storey hybrid structure is then calculated by adopting various R-μ-T relationships.The results demonstrate that the difference of displacement demand obtained from various R-μ-T relationships is within 25% and the demand will be overestimated if Newmark & Hall model is used.Finally,the LU Xilin & ZHOU Dingsong model is chosen.The error from the chosen model and the inelastic time-history analysis is within 30%,which could be accepted by engineers.So,the chosen model is reasonable and the method presented in the paper to evaluate the displacement demand of hybrid structures is applicable in performance-based seismic design.
引文
[1]钱稼茹,罗文斌.建筑结构基于位移的抗震设计[J].建筑结构,2001,31(4):3-6.
[2]李康宁,洪亮,叶献国.结构三维弹塑性分析方法及其在建筑物震害研究中的应用[J].建筑结构,2001,31(3):53-61.
[3]Hoshikuma J,Kawashima K,Nagaya K,et al.Stress-strain model for confined reinforced concrete in bridge piers[J].Journal of Structural Engi-neering,ASCE,1997,123(5):624-633.
[4]Chopra A K,Goel R K.Amodal pushover analysis procedure for estimating seismic demands for buildings[J].Earthquake Engineering and Struc-tural Dynamic,2002,31(3):561-582.
[5]张海燕.基于位移的概率地震需求分析与结构抗震设计研究[D].长沙:湖南大学,2005.
[6]Newmark N M,Hall W J.Seismic design criteria for nuclear reactor facilities[R].Building practices for disaster mitigation,National Bureau ofStandard,U.S.Department of Commerce,Washington,1973:209-236.
[7]Nassar AA,Krawinkler H.Seismic demands for SDOF and MDOF systems[R].The John A.Blume Earthquake Engineering Center,Stanford U-niversity,Stanford,California,1991:12-45.
[8]Miranda E.Site-dependent strength-reduction factor[J].Journal of Structure Engineering,ASCE,1993,119(12):3503-3519.
[9]Peter Fajfar,Tame Vidic.Consistent inelastic design spectra:strength and displacement[J].Earthquake Engineering and Structural Dynamic,1994,23:507-521.
[10]Borzi B,Elnashai A S.Refined force reduction factors for seismic design[J].Journal of Engineering Structure,2000,22(5):1244-1260.
[11]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.
[12]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.
[13]翟长海,谢礼立.考虑设计地震分组的强度折减系数的研究[J].地震学报,2006,28(3):284-294.
[14]白绍良,李刚强,李英民等.从R-μ-T关系研究成果看我国钢筋混凝土结构的抗震措施[J].地震工程与工程振动,2006,26(5)144-151.
[15]Sucuoglu H,Dicleli M,Nurtug A.An analytical assessment of elastic and inelastic response spectra[J].Can.J.Civil Eng,1994,21:386-395.
[16]翟长海,谢礼立,张茂花.阻尼对工程结构等延性地震抗力谱的影响分析[J].哈尔滨工业大学学报,2006,38(10):1705-1708.
[2]李康宁,洪亮,叶献国.结构三维弹塑性分析方法及其在建筑物震害研究中的应用[J].建筑结构,2001,31(3):53-61.
[3]Hoshikuma J,Kawashima K,Nagaya K,et al.Stress-strain model for confined reinforced concrete in bridge piers[J].Journal of Structural Engi-neering,ASCE,1997,123(5):624-633.
[4]Chopra A K,Goel R K.Amodal pushover analysis procedure for estimating seismic demands for buildings[J].Earthquake Engineering and Struc-tural Dynamic,2002,31(3):561-582.
[5]张海燕.基于位移的概率地震需求分析与结构抗震设计研究[D].长沙:湖南大学,2005.
[6]Newmark N M,Hall W J.Seismic design criteria for nuclear reactor facilities[R].Building practices for disaster mitigation,National Bureau ofStandard,U.S.Department of Commerce,Washington,1973:209-236.
[7]Nassar AA,Krawinkler H.Seismic demands for SDOF and MDOF systems[R].The John A.Blume Earthquake Engineering Center,Stanford U-niversity,Stanford,California,1991:12-45.
[8]Miranda E.Site-dependent strength-reduction factor[J].Journal of Structure Engineering,ASCE,1993,119(12):3503-3519.
[9]Peter Fajfar,Tame Vidic.Consistent inelastic design spectra:strength and displacement[J].Earthquake Engineering and Structural Dynamic,1994,23:507-521.
[10]Borzi B,Elnashai A S.Refined force reduction factors for seismic design[J].Journal of Engineering Structure,2000,22(5):1244-1260.
[11]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.
[12]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.
[13]翟长海,谢礼立.考虑设计地震分组的强度折减系数的研究[J].地震学报,2006,28(3):284-294.
[14]白绍良,李刚强,李英民等.从R-μ-T关系研究成果看我国钢筋混凝土结构的抗震措施[J].地震工程与工程振动,2006,26(5)144-151.
[15]Sucuoglu H,Dicleli M,Nurtug A.An analytical assessment of elastic and inelastic response spectra[J].Can.J.Civil Eng,1994,21:386-395.
[16]翟长海,谢礼立,张茂花.阻尼对工程结构等延性地震抗力谱的影响分析[J].哈尔滨工业大学学报,2006,38(10):1705-1708.
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