建筑结构抗震设计扭转周期比控制指标研究
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摘要
研究扭转周期比作为结构扭转控制指标的有效性。分析了扭转周期比对结构扭转效应的影响,讨论了扭转周期比作为扭转控制指标的合理性。在OpenSees平台上采用基于柔度法的纤维模型,对不同扭转周期比的计算模型进行了弹塑性动力时程分析,分析了扭转周期比作为扭转效应控制指标的有效性。弹性分析表明:扭转位移比能反映结构扭转效应;扭转周期比仅对相对偏心距较小的规则结构起控制作用;对考虑偶然偏心的扭转位移比进行限制后,无须再对规则结构的扭转周期比进行控制。非线性反应分析表明:结构的扭转非线性反应受弹性最大层间位移角的控制最为明显,受扭转周期比控制不明显。建议在有效控制扭转位移比的前提下取消扭转耦联周期比限制。
The rationality and necessity of period ratio of the 1st torsion mode to the 1st translation mode as a control index for seismic design of structures were discussed.The influence of the period ratio on structural torsion response was analyzed.The fiber model based on the finite element flexibility method in OpenSees was employed to analyze the nonlinear torsion response of RC frame structures with various period ratios by nonlinear dynamic time-history analysis.The results of elastic analysis show that the torsional displacement ratio is an expression of torsion effect and the period ratio of torsion mode to translation mode is only one of factors influencing torsion response,and is only valid for structures with relatively small eccentric ratio and need not to be controlled for regular structures with small eccentric ratio when the displacement ratio is controlled.The results of nonlinear analysis show that structural nonlinear torsion response is related directly to the maximum elastic inter-story drift ratio between floors but not the period ratio of torsion mode to translation mode.It is concluded accordingly that the limitation of the period ratio in current code can be cancelled in some conditions.
The rationality and necessity of period ratio of the 1st torsion mode to the 1st translation mode as a control index for seismic design of structures were discussed.The influence of the period ratio on structural torsion response was analyzed.The fiber model based on the finite element flexibility method in OpenSees was employed to analyze the nonlinear torsion response of RC frame structures with various period ratios by nonlinear dynamic time-history analysis.The results of elastic analysis show that the torsional displacement ratio is an expression of torsion effect and the period ratio of torsion mode to translation mode is only one of factors influencing torsion response,and is only valid for structures with relatively small eccentric ratio and need not to be controlled for regular structures with small eccentric ratio when the displacement ratio is controlled.The results of nonlinear analysis show that structural nonlinear torsion response is related directly to the maximum elastic inter-story drift ratio between floors but not the period ratio of torsion mode to translation mode.It is concluded accordingly that the limitation of the period ratio in current code can be cancelled in some conditions.
引文
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[2]魏琏,王森,韦承基.水平地震作用下不对称不规则结构的抗扭设计方法研究[J].建筑结构,2005,35(8):12-17.(WEI Lian,WANG Sen,WEI Chengji.Torsional design method of asymmetric and irregularbuilding under horizontal earthquake action[J].Building Structure,2005,35(8):12-17.(in Chinese))
[3]Eurocode 8 Design of structures for earthquakeresistance[S].
[4]韩军,李英民.抗震结构扭转控制及设计方法的国内外规范对比分析[J].西安建筑科技大学学报:自然科学版,2008,40(1):25-32.(Han Jun,LiYingmin.A comparison and analysis of terms ontortional control and seismic design from different codes[J].Journal of Xi’an University of Architecture&Technology:Natural Science,2008,40(1):25-32.(inChinese))
[5]JGJ 3—2002高层建筑混凝土结构技术规程[S].(JGJ 3—2002 Technical specification for concretestructures of tall buildings[S].(in Chinese))
[6]徐培福,黄吉锋,韦承基.高层建筑结构在地震作用下的扭转震动效应[J].建筑科学,2000,16(1):1-6.(XU Peifu,HUANG Jifeng,WEI Chengji.Response of torsional vibration of tall building structuresinduced by seismic action[J].Building Science,2000,16(1):1-6.(in Chinese))
[7]徐培福,黄吉锋,韦承基.高层建筑结构的扭转反应控制[J].土木工程学报,2006,39(7):1-8.(XUPeifu,HUANG Jifeng,WEI Chengji.Control oftorsional response of tall building structures[J].ChinaCivil Engineering Journal,2006,39(7):1-8.(inChinese))
[8]GB 50011—2001建筑抗震设计规范[S].(GB50011—2001 Code for seismic design of buildings[S].(in Chinese))
[9]Zeris C A.Three-dimensional nonlinear response ofreinforced concrete building[D].California:Universityof California-Berkeley,1986.
[10]Taucer F F,Spacone E,Filippou F C.A fiber beam-column element for seismic response analysis ofreinforced concrete structures[R](No.UCB/EERC-91/17).California:Earthquake Engineering ResearchCenter,College of Engineering,University ofCalifornia-Berkeley,1991.
[11]陈滔.基于有限单元柔度法的钢筋混凝土框架三维非弹性地震反应分析[D].重庆:重庆大学,2003.(CHEN Tao.Finite element flexibility method based3D inelastic seismic response analysis of reinforcedconcrete frames[D].Chongqing:Chongqing University:2003.(in Chinese))
[12]Mazzoni S,McKenna F,Scott M H,Fenves G L.OpenSees users manual[R].PEER:University ofCalifornia at Berkeley,2006.
[13]杨溥,李英民,赖明.结构时程分析法输入地震波的选择控制指标[J].土木工程学报,2000,33(6):33-37.(YANG Pu,LI Yingmin,LAI Ming.Anewmethodfor selecting inputting waves for time-history analysis[J].China Civil Engineering Journal,2000,33(6):33-37.(in Chinese))
[14]韩军.建筑结构地震扭转反应分析及抗扭设计方法研究[D].重庆:重庆大学,2009.(HAN Jun.Studyon torsional response analysis and torsion resistancedesign method of building structures under earthquakeaction.Chongqing:Chongqing University:2009.(inChinese))
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