地震作用下RC框架结构位移反应的近似计算
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摘要
假定钢筋混凝土框架结构为理想剪切型和弯曲型结构的组合,采用一般形式的等效静力荷载分布模式推导了框架的弹性侧向位移分布模式,并讨论了弯剪强度比率、荷载分布模式对位移反应的影响;通过假定结构的第一振型矢量模式,应用位移反应谱提出了计算地震弹性位移反应的方法,并分析了楼层位移和层间位移角沿高度的变化规律;采用弹塑性位移增大系数增大弹性位移的方法估算了最大弹塑性层间位移,并用数值算例验证了简单估算方法的有效性.
The distribution mode of lateral displacement of reinforced concrete(RC) frame structure is first deduced by taking the structure as the combination of an ideal shear-type structure and an ideal flexural-type structure and by adopting a general equivalent static load distribution mode.Next,the effects of shear to flexural ratio and load distribution mode on the displacement response are discussed.Then,by predicting the first mode shape,a method to calculate the seismic elastic displacement response of the structure is proposed according to the displacement response spectrum.Moreover,the variations of displacement response and inter-storey drift ratio with the height are analyzed,and the maximal seismic inelastic displacement is also evaluated by the inelastic inter-storey displacement amplification factor.A numerical example is finally presented to verify the effectiveness of the proposed simplified method.
The distribution mode of lateral displacement of reinforced concrete(RC) frame structure is first deduced by taking the structure as the combination of an ideal shear-type structure and an ideal flexural-type structure and by adopting a general equivalent static load distribution mode.Next,the effects of shear to flexural ratio and load distribution mode on the displacement response are discussed.Then,by predicting the first mode shape,a method to calculate the seismic elastic displacement response of the structure is proposed according to the displacement response spectrum.Moreover,the variations of displacement response and inter-storey drift ratio with the height are analyzed,and the maximal seismic inelastic displacement is also evaluated by the inelastic inter-storey displacement amplification factor.A numerical example is finally presented to verify the effectiveness of the proposed simplified method.
引文
[1]高小旺.地震作用下多层剪切型结构弹塑性位移反应的实用计算方法[J].土木工程学报,1984,17(3):79-87.Gao Xiao-wang.A practical method for evaluating theelastic-plastic displacement responses of shear type multi-story structures under earthquake action[J].China CivilEngineering Journal,1984,17(3):79-87.
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[3]颜永弟.框架和框架-剪力墙结构的侧移估算[J].重庆建筑大学学报,1997,19(6):86-92.Yan Yong-di.Approximate estimate of lateral deflectionfor rigid frame and fram e-shear wall structure systems[J].Journal of Chongqing Jianzhu University,1997,1997,19(6):86-92.
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[6]洪觉新.分析高层框-剪和联肢剪力墙的两步形变法[J].华南理工大学学报:自然科学版,1995,23(7):125-133.Hong Jue-xin.The method of two-step deformation for ana-lyzing the high-rise frame-shear wall and the multi-linkingshear walls[J].Journal of South China University of Tech-nology:Natural Science Edition,1995,23(7):125-133.
[7]陈光华.地震作用下多层剪切型结构弹塑性位移反应的简化计算[J].建筑结构学报,1984,5(2):45-57.Chen Guang-hua.Simplified calculation of elastoplasticstory drift responses of multistory shear type structuressubjected to earthquakes[J].Journal of Building Struc-tures,1984,5(2):45-57.
[8]Miranda E,Ruiz-Garcia J.Evaluation of approximate me-thods to estimate maximum inelastic displacement demands[J].Earthquake Engineering and Structural Dynamics,2002,31(3):539-560.
[9]Wang Quan-feng,Wang Ling-yun,Liu Qiang-sheng.Seis-mic response of stepped frame-shear wall structures byusing numerical method[J].Computer Methods in Ap-plied Mechanics and Engineering,1999,173:31-39.
[10]GB50011—2001,建筑抗震设计规范[S].
[11]Fajfar P.Capacity spectrum method based on inelasticdemand spectra[J].Earthquake Engineering and Struc-tural Dynamics,1999,28(9):979-993.
[12]Valles R E,et al.IDARC2D Version5.5 User's guide[R].New York:National Center for Earthquake Engi-neering Research,State University of NewYork at Buffa-lo,2002.
[2]Uang C M,Maarouf A.Estimating seismic drifts of multi-story reinforced concrete frames[J].The Structural De-sign of Tall Buildings,1995,4(1):61-70.
[3]颜永弟.框架和框架-剪力墙结构的侧移估算[J].重庆建筑大学学报,1997,19(6):86-92.Yan Yong-di.Approximate estimate of lateral deflectionfor rigid frame and fram e-shear wall structure systems[J].Journal of Chongqing Jianzhu University,1997,1997,19(6):86-92.
[4]Miranda E.Approximate seismic lateral deformation de-mands in multistory buildings[J].Journal of StructuralEngineering,ASCE,1999,125(4):417-425.
[5]孙景江,王威,姚大庆.利用等位移原理估计高层结构的非弹性地震反应(二)[J].地震工程与工程振动,2004,24(5):39-45.Sun Jing-jiang,Wang Wei,Yao Da-qing.easibility dis-cussion on evaluation of inelastic response for high-risebuildings by equai seismic displacement principle[J].Earthquake Engineering and Engineering Vibration,2004,24(5):39-45.
[6]洪觉新.分析高层框-剪和联肢剪力墙的两步形变法[J].华南理工大学学报:自然科学版,1995,23(7):125-133.Hong Jue-xin.The method of two-step deformation for ana-lyzing the high-rise frame-shear wall and the multi-linkingshear walls[J].Journal of South China University of Tech-nology:Natural Science Edition,1995,23(7):125-133.
[7]陈光华.地震作用下多层剪切型结构弹塑性位移反应的简化计算[J].建筑结构学报,1984,5(2):45-57.Chen Guang-hua.Simplified calculation of elastoplasticstory drift responses of multistory shear type structuressubjected to earthquakes[J].Journal of Building Struc-tures,1984,5(2):45-57.
[8]Miranda E,Ruiz-Garcia J.Evaluation of approximate me-thods to estimate maximum inelastic displacement demands[J].Earthquake Engineering and Structural Dynamics,2002,31(3):539-560.
[9]Wang Quan-feng,Wang Ling-yun,Liu Qiang-sheng.Seis-mic response of stepped frame-shear wall structures byusing numerical method[J].Computer Methods in Ap-plied Mechanics and Engineering,1999,173:31-39.
[10]GB50011—2001,建筑抗震设计规范[S].
[11]Fajfar P.Capacity spectrum method based on inelasticdemand spectra[J].Earthquake Engineering and Struc-tural Dynamics,1999,28(9):979-993.
[12]Valles R E,et al.IDARC2D Version5.5 User's guide[R].New York:National Center for Earthquake Engi-neering Research,State University of NewYork at Buffa-lo,2002.
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