康力电梯测试塔动力弹塑性时程分析
|
摘要
康力电梯测试塔地上36层,高度268m,结构高宽比达11.4,采用筒中筒结构体系,属超限高层结构。选用ABAQUS和PERFORM-3D软件,基于不同的积分求解方式和分析假定,对结构进行了罕遇地震下的弹塑性时程分析。结果表明,两者在结构整体抗震性能、破坏情况等方面的计算结果基本一致。考虑一组人工波(X向和Y向)、两组天然波(X向和Y向)共6个工况,对比分析结构在地震作用下的变形、内力和损伤情况,并为优化结构设计和加强薄弱部位提供参考依据。结果表明,结构在罕遇地震下最大弹塑性层间位移角满足规范和性能目标要求;连梁作为第一道防线,出现不同程度的损伤,达到耗能设计目的;结构整体震害较轻,满足"大震不倒"的设防要求。
The 36-story super high-rise Canny Elevator test tower with tube-in-tube structural system,is 268m in height and 11.4 in height-width ratio.The time-history response under rare seismic earthquake was studied by ABAQUS and PERFORM-3D with different integral solving methods and analysis assumptions.Modal analysis shows that results from both models are very similar in overall seismic performance and failure mode.Two natural waves and one generated wave were used to define six different seismic cases.In order to optimize the structural design and strengthen weak parts of structure,the structural displacements,member forces and damage of structure under these six seismic cases were captured.The results show that: the maximum inelastic story drift under rare seismic earthquake is within the limit of norm and meet the purpose of seismic design;different damages are found in coupling beam which is the first resist part of structure and can meet the energy dissipation purpose;the seismic damage of structure is acceptable and can meet the requirements of no collapse under rare earthquake.
The 36-story super high-rise Canny Elevator test tower with tube-in-tube structural system,is 268m in height and 11.4 in height-width ratio.The time-history response under rare seismic earthquake was studied by ABAQUS and PERFORM-3D with different integral solving methods and analysis assumptions.Modal analysis shows that results from both models are very similar in overall seismic performance and failure mode.Two natural waves and one generated wave were used to define six different seismic cases.In order to optimize the structural design and strengthen weak parts of structure,the structural displacements,member forces and damage of structure under these six seismic cases were captured.The results show that: the maximum inelastic story drift under rare seismic earthquake is within the limit of norm and meet the purpose of seismic design;different damages are found in coupling beam which is the first resist part of structure and can meet the energy dissipation purpose;the seismic damage of structure is acceptable and can meet the requirements of no collapse under rare earthquake.
引文
[1]JGJ3—2010高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2011.
[2]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[3]GB50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2011.
[4]PANG RUI,LIANG SHUTING,ZHU XIAOJUN,et al.Nonlinear time-history analysis of a complex high-risebuilding with diagonal gird structure[C]//Proceedingsof the Seventh International Conference on SteelStructures,2012:1128-1135.
[5]谈丽华,路江龙,杨律磊,等.某双塔连体超高层公寓楼弹塑性时程分析[J].建筑结构,2012,42(S2):90-95.
[6]张瑾,谈丽华,路江龙,等.苏州现代传媒广场办公楼弹塑性时程分析[J].建筑结构,2012,42(S2):72-77.
[2]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[3]GB50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2011.
[4]PANG RUI,LIANG SHUTING,ZHU XIAOJUN,et al.Nonlinear time-history analysis of a complex high-risebuilding with diagonal gird structure[C]//Proceedingsof the Seventh International Conference on SteelStructures,2012:1128-1135.
[5]谈丽华,路江龙,杨律磊,等.某双塔连体超高层公寓楼弹塑性时程分析[J].建筑结构,2012,42(S2):90-95.
[6]张瑾,谈丽华,路江龙,等.苏州现代传媒广场办公楼弹塑性时程分析[J].建筑结构,2012,42(S2):72-77.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心