框架-核心筒超限高层结构的抗震性能评估
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摘要
以结构整体地震响应、材料应变、主要受力构件变形作为抗震性能评估指标,从结构整体和局部的地震响应层面上,综合考察结构的抗震性能.以某体型不规则、高度超限的框架-核心筒超高层结构为研究对象,利用Perform 3D非线性软件对该结构进行非线性动力时程分析.分析结果表明:结构整体变形满足规范要求;各主要受力构件变形性能处于基本完好状态,仅位于结构平面缩进处的剪力墙和框架梁发生较大弹塑性变形,但其平均变形仍处于基本完好状态.基于结构整体与局部构件抗震性能评估可知,该框架-核心筒超高层结构满足抗震性能指标要求.
Some seismic performance indexes,such as the seismic response of the overall structure,the strain of material and the deformation of main structural components,were proposed to comprehensively assess the seismic performances of a structure in the aspects of overall and local responses.Then,nonlinear dynamic time-history analyses were carried out to study the seismic performances of a super high-rise frame-core wall structure with vertical irregularity and exceeding height by adopting Perform 3D.The results show that(1) the deformation of the overall structure meets the requirements of the specification;(2) the deformations of the main force components are basically in serviceable state;and(3) although plasticity concentrates on shear walls and frame girders at the storey where the structural layout retracts,the average deformations of the components are still in serviceable state.Thus,it is concluded that the proposed seismic performance indexes can be achieved by super high-rise frame-core wall structures.
Some seismic performance indexes,such as the seismic response of the overall structure,the strain of material and the deformation of main structural components,were proposed to comprehensively assess the seismic performances of a structure in the aspects of overall and local responses.Then,nonlinear dynamic time-history analyses were carried out to study the seismic performances of a super high-rise frame-core wall structure with vertical irregularity and exceeding height by adopting Perform 3D.The results show that(1) the deformation of the overall structure meets the requirements of the specification;(2) the deformations of the main force components are basically in serviceable state;and(3) although plasticity concentrates on shear walls and frame girders at the storey where the structural layout retracts,the average deformations of the components are still in serviceable state.Thus,it is concluded that the proposed seismic performance indexes can be achieved by super high-rise frame-core wall structures.
引文
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[10]韩小雷,陈学伟,林生逸,等.基于纤维模型的超高层钢筋混凝土结构弹塑性时程分析[J].建筑结构,2010,40(2):13-16.Han Xiao-lei,Chen Xue-wei,Lin Sheng-yi,et al.Elasto-plastic time-history analysis of super high-rise RC struc-ture based on fiber model[J].Building Structure,2010,40(2):13-16.
[11]杨春,何铭基,潘健明.武汉硚口区金三角项目6#写字楼罕遇地震弹塑性时程分析报告[R].广州:华南理工大学,2012.
[12]Mander J B,Priestley M J N,Park R.Theoretical stress-strain model for confined concrete[J].Journal of Struc-tural Engineering,1988,114(8):1804-1826.
[13]钟善桐.钢管混凝土统一理论——研究与应用[M].北京:中国建筑工业出版社,2005.
[14]GB50010—2010,混凝土结构设计规范[S].
[15]ASCE 41,Seismic Rehabilitation of existing buildings[S].
[2]徐培福,傅学怡,王翠坤,等.复杂高层建筑结构设计[M].北京:中国建筑工业出版社,2005.
[3]Shahrooz B M,Gong B N,Tunc G,et al.An overview ofreinforced concrete core wall-steel frame hybrid structures[J].Progress in Structure Engineering and Materials,ASCE,2001,3(2):149-158.
[4]徐培福,薛彦涛,肖从真,等.高层型钢混凝土框筒混合结构抗震性能试验研究[J].建筑结构,2005,35(5):3-8.Xu Pei-fu,Xue Yan-tao,Xiao Cong-zhen,et al.Experi-mental study on seismic performance of high-rise SRChybrid structures[J].Building Structure,2005,35(5):3-8.
[5]韩小雷,唐剑秋,黄艺燕,等.钢管混凝土巨型斜交网格筒体结构非线性分析[J].地震工程与工程振动,2009,29(4):77-84.Han Xiao-lei,Tang Jian-qiu,Huang Yi-yan,et al.Nonli-near analysis of huge oblique crossing lattice structure withconcrete filled steel tube[J].Journal of Earthquake En-gineering and Engineering Vibration,2009,29(4):77-84.
[6]徐培福.关于超限高层建筑抗震设防审查的若干讨论[J].土木工程学报,2004,37(1):1-12.Xu Pei-fu.Discussion on review of seismic fortification tallbuildings with design beyond the code limits[J].ChinaCivil Engineering Journal,2004,37(1):1-12.
[7]徐培福,戴国莹.超限高层建筑结构基于性能抗震设计的研究[J].土木工程学报,2005,38(1):1-10.Xu Pei-fu,Dai Guo-ying.Performance-based seismic de-sign of tall building structure beyond the code-specifica-tion[J].China Civil Engineering Journal,2005,38(1):1-10.
[8]Fragiadakis M,Papadrakakis M.Performance-based opti-mum seismic design of reinforced concrete structure[J].Earthquake Engineering and Structure Dynamics,2008,37(6):825-844.
[9]吴晓涵,刘东泽,芮明倬,等.非对称刚性连体超高层结构弹塑性时程分析[J].建筑结构学报,2011,32(6):1-9.Wu Xiao-han,Liu Dong-ze,Rui Ming-zhuo,et al.Elasto-plastic time history analysis of asymmetrical rigid-connectedtwin-tower structure[J].Journal of Building Structures,2011,32(6):1-9.
[10]韩小雷,陈学伟,林生逸,等.基于纤维模型的超高层钢筋混凝土结构弹塑性时程分析[J].建筑结构,2010,40(2):13-16.Han Xiao-lei,Chen Xue-wei,Lin Sheng-yi,et al.Elasto-plastic time-history analysis of super high-rise RC struc-ture based on fiber model[J].Building Structure,2010,40(2):13-16.
[11]杨春,何铭基,潘健明.武汉硚口区金三角项目6#写字楼罕遇地震弹塑性时程分析报告[R].广州:华南理工大学,2012.
[12]Mander J B,Priestley M J N,Park R.Theoretical stress-strain model for confined concrete[J].Journal of Struc-tural Engineering,1988,114(8):1804-1826.
[13]钟善桐.钢管混凝土统一理论——研究与应用[M].北京:中国建筑工业出版社,2005.
[14]GB50010—2010,混凝土结构设计规范[S].
[15]ASCE 41,Seismic Rehabilitation of existing buildings[S].
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