双向水平地震作用下非对称框架结构抗震分析简化方法
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摘要
采用刚性楼板假定,取各个楼面的质量中心在x,y方向的位移与绕z轴的转角作为自由度,将非对称空间框架结构简化为串刚片模型.将空间框架按两个正交方向划分为若干平面框架子结构,求得这些平面框架子结构的刚度矩阵后将其缩聚,再应用直接刚度法形成整体结构的刚度矩阵.该方法同时考虑了结构的扭转耦合及梁柱节点的弯曲转动.最后,通过一个结构的模态分析与弹性时程分析,比较了按本文方法与用ansys按空间有限元方法计算的结果,两者相符良好.故本文方法可用于非对称框架结构的抗震分析与设计.
Based on the assumption of rigid slab,and regarding the displacements in x and y and the rotation by z in each floor's mass center as DOFs,the asymmetric frame structure was simplified as the rigid-body-string model.The space frame was divided into some plane frames in the x and y direction.Based on the condensed plane frames matrices,the structural stiffness matrix was formed in direct stiffness method.This procedure accounted for torsion coupling and the bending rotation at beam-column junction.At last,modal and elastic time history analyses were presented in an example.By comparing the results obtained in this procedure and those of ANSYS,the result shows that they match well.So this procedure can be applied in seismic analysis and design of the asymmetric frame structures.
Based on the assumption of rigid slab,and regarding the displacements in x and y and the rotation by z in each floor's mass center as DOFs,the asymmetric frame structure was simplified as the rigid-body-string model.The space frame was divided into some plane frames in the x and y direction.Based on the condensed plane frames matrices,the structural stiffness matrix was formed in direct stiffness method.This procedure accounted for torsion coupling and the bending rotation at beam-column junction.At last,modal and elastic time history analyses were presented in an example.By comparing the results obtained in this procedure and those of ANSYS,the result shows that they match well.So this procedure can be applied in seismic analysis and design of the asymmetric frame structures.
引文
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[4]王选民,邹银生.复杂高层建筑结构地震作用的计算[J].建筑结构学报,1998,19(2):60-66.WANG X M,ZOU Y S.Computation of earthquake actions oncomplicatedtall building structures[J].Journal of Building Struc-tures,1998,19(2):60-66.(In Chinese)
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[6]THAMBIRATNAMD P,THEVENDRAN V.Si mplified analy-sis of asymmetric buildings subjectedtolateral loads[J].Comput-ers and Structures,1992,34(5):873-880.
[7]WILKI NSON S,THAMBIRATNAM D.Si mplified procedurefor seismic analysis of asymmetric buildings[J].Computers andStructures,2001,79:2833-2845.
[8]江建,邹银生,何放龙.钢筋砼空间框架结构非线性地震反应分析的超级有限元方法[J].湖南大学学报:自然科学版,1999,26(6):85-90.JIANGJ,ZOU YS,HE F L.Super finite element methodfor non-linear seismic response analysis of R/Cspace frames[J].Journal ofHunan University:Natural Sciences,1999,26(6):85-90.(InChinese)
[2]周坚,罗健.高层建筑三维空间协同工作体系弯扭耦联简化分析[J].土木工程学报,1989,22(2):22-31.ZHOUJ,LUOJ.Si mplified analysis of the behavior of a three-di-mensional space coordinated systemsubject tolateral and torsionalloads in tall buildings[J].Journal of Civil Engineering,1989,22(2):22-31.(In Chinese)
[3]包世华.新编高层建筑结构[M].北京:中国水利水电出版社,2003:310—316,368-442.BAOS H,Neweditionfor tall buildingstructures[M].Beijing:Chi-na Water Power Press,2003:310-316,368-442.(In Chinese)
[4]王选民,邹银生.复杂高层建筑结构地震作用的计算[J].建筑结构学报,1998,19(2):60-66.WANG X M,ZOU Y S.Computation of earthquake actions oncomplicatedtall building structures[J].Journal of Building Struc-tures,1998,19(2):60-66.(In Chinese)
[5]易方民,高小旺,张维,等.高层建筑钢结构在多维地震动输入作用下的反应[J].建筑结构学报,2003,24(3):33-43.YI F M,GAO X W,ZHANG W Y.Response of tall-building steelstructure to multi-di mensional seismic action[J].Journal of Build-ing Structures,2003,24(3):33-43.(In Chinese)
[6]THAMBIRATNAMD P,THEVENDRAN V.Si mplified analy-sis of asymmetric buildings subjectedtolateral loads[J].Comput-ers and Structures,1992,34(5):873-880.
[7]WILKI NSON S,THAMBIRATNAM D.Si mplified procedurefor seismic analysis of asymmetric buildings[J].Computers andStructures,2001,79:2833-2845.
[8]江建,邹银生,何放龙.钢筋砼空间框架结构非线性地震反应分析的超级有限元方法[J].湖南大学学报:自然科学版,1999,26(6):85-90.JIANGJ,ZOU YS,HE F L.Super finite element methodfor non-linear seismic response analysis of R/Cspace frames[J].Journal ofHunan University:Natural Sciences,1999,26(6):85-90.(InChinese)
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