复杂连体高层建筑结构抗震性能计算分析研究
|
摘要
复杂连体高层建筑作为一种新型结构形式,近年来发展迅速。它在满足特殊的功能需要、达到特定的外形效果的同时,由于连接体两端的塔楼在刚度上往往有较大差异,因而结构受力复杂、扭转效应明显,对于抗震性能也有较高的要求。上海国际设计中心就是这样一座平面和立面皆不规则的超限高层建筑。用ANSYS建立了上海国际设计中心的整体结构有限元计算模型,对其进行了线弹性阶段的模态分析、谱分析和动力时程分析,以及弹塑性阶段的推覆分析,并将所得各理论结果与模拟地震振动台试验结果进行了对比,以此考察结构的整体性能和薄弱部位,并评价其抗震性能。
Complex high-rise buildings with connected structures,as a new type of structures,have been developed fast in recent years.While meeting special functional needs and achieving particular shape effects,the stiffness difference between the two towers at the ends of the connected structure make this kind of structures behave great stress complexity and obvious torsion effect,thus have higher requirements for seismic capacity.Shanghai International Design Center is an exact example of out-of-codes high-rise buildings of such type,with irregularity in layout and in elevation.In this paper,a precise finite element model of the overall structure of SHIDC was built through ANSYS software.Based on the model,the seismic performance of SHIDC was evaluated by modal analysis,response spectrum analysis,elastic time-history analysis and plastic pushover analysis,then the calculation results were compared with the results of shaking table test,in order to evaluate its overall seismic behavior and possible weak parts,and finally a reasonable evaluation of its seismic performance was given.
Complex high-rise buildings with connected structures,as a new type of structures,have been developed fast in recent years.While meeting special functional needs and achieving particular shape effects,the stiffness difference between the two towers at the ends of the connected structure make this kind of structures behave great stress complexity and obvious torsion effect,thus have higher requirements for seismic capacity.Shanghai International Design Center is an exact example of out-of-codes high-rise buildings of such type,with irregularity in layout and in elevation.In this paper,a precise finite element model of the overall structure of SHIDC was built through ANSYS software.Based on the model,the seismic performance of SHIDC was evaluated by modal analysis,response spectrum analysis,elastic time-history analysis and plastic pushover analysis,then the calculation results were compared with the results of shaking table test,in order to evaluate its overall seismic behavior and possible weak parts,and finally a reasonable evaluation of its seismic performance was given.
引文
[1]汪大绥,姜文伟,包联进,等.CCTV新台址主楼结构设计与思考[J].建筑结构学报,20082,9(3):1-9.Wang D S,Jiang W W,Bao J L,et al.Design andStudy of New CCTV Building[J].Journal of BuildingStructures,2008,29(3):1-9.(in Chinese)
[2]徐自国,肖从真,李勇,等.北京当代MOMA结构基于性能的抗震设计及静力弹塑性分析[J].土木工程学报,2008,41(3):58-64.Xu Z G,Xiao C Z,Li Y,et al.Performance-basedaseismic design and nonlinear static analysis of theMOMA structure in Beijing[J].China Civil EngineeringJournal2,0084,1(3):58-64.(in Chinese)
[3]郭洋波.某强连接连体高层建筑设计简介[J].山西建筑,2007,33(35):92-921,69.Guo Y B.On the design of a certain strongly connectedhigh-rise buildings[J].Shanxi Architecture,2007,33(35):92-92,169.(in Chinese)
[4]黄志华,吕西林.上海市超限高层建筑工程的若干问题研究[J].结构工程师,20072,3(5):1-18.Huang Z H,Lu X L.A study on some issues for out-of-codes tall buildings in Shanghai[J].StructuralEngineers2,0072,3(5):1-18.(in Chinese)
[5]中国建筑科学研究院.GB 50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社2,008.Ministry of Construction of the People’s Republic ofChina.GB 50011—2001 Code for seismic design ofbuildings[S].Beijing:China Architecture andBuilding Press,2008.(in Chinese)
[6]吕西林,卢文胜,周颖,等.上海国际设计中心结构模型模拟地震振动台试验研究报告[R].上海:同济大学土木工程防灾国家重点实验室振动台试验室,2007.Lu X L,Lu W S,Zhou Y,et al.Report on shakingtable test of Shanghai international design centerstructural model[R].Shanghai:Shaking Table TestingDivision,State Key Laboratory for Disaster Reductionin Civil Engineering,Tongji University,2007.(inChinese)
[7]中华人民共和国建设部.JGJ 3—2002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,2002.Ministry of Construction of the People’s Republic ofChina.JGJ 3—2002 Technical specification forconcrete structures of tall building[S].Beijing:ChinaArchitecture and Building Press2,002.(in Chinese)
[8]汪梦甫,周锡元.关于结构静力弹塑性分析(Push-over)方法中的几个问题[J].结构工程师,2002,18(4):17-22.Wang M F,Zhou X Y.Some problems in the staticpush-over analysis of structures[J].StructuralEngineers2,0021,8(4):17-22.(in Chinese)
[2]徐自国,肖从真,李勇,等.北京当代MOMA结构基于性能的抗震设计及静力弹塑性分析[J].土木工程学报,2008,41(3):58-64.Xu Z G,Xiao C Z,Li Y,et al.Performance-basedaseismic design and nonlinear static analysis of theMOMA structure in Beijing[J].China Civil EngineeringJournal2,0084,1(3):58-64.(in Chinese)
[3]郭洋波.某强连接连体高层建筑设计简介[J].山西建筑,2007,33(35):92-921,69.Guo Y B.On the design of a certain strongly connectedhigh-rise buildings[J].Shanxi Architecture,2007,33(35):92-92,169.(in Chinese)
[4]黄志华,吕西林.上海市超限高层建筑工程的若干问题研究[J].结构工程师,20072,3(5):1-18.Huang Z H,Lu X L.A study on some issues for out-of-codes tall buildings in Shanghai[J].StructuralEngineers2,0072,3(5):1-18.(in Chinese)
[5]中国建筑科学研究院.GB 50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社2,008.Ministry of Construction of the People’s Republic ofChina.GB 50011—2001 Code for seismic design ofbuildings[S].Beijing:China Architecture andBuilding Press,2008.(in Chinese)
[6]吕西林,卢文胜,周颖,等.上海国际设计中心结构模型模拟地震振动台试验研究报告[R].上海:同济大学土木工程防灾国家重点实验室振动台试验室,2007.Lu X L,Lu W S,Zhou Y,et al.Report on shakingtable test of Shanghai international design centerstructural model[R].Shanghai:Shaking Table TestingDivision,State Key Laboratory for Disaster Reductionin Civil Engineering,Tongji University,2007.(inChinese)
[7]中华人民共和国建设部.JGJ 3—2002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,2002.Ministry of Construction of the People’s Republic ofChina.JGJ 3—2002 Technical specification forconcrete structures of tall building[S].Beijing:ChinaArchitecture and Building Press2,002.(in Chinese)
[8]汪梦甫,周锡元.关于结构静力弹塑性分析(Push-over)方法中的几个问题[J].结构工程师,2002,18(4):17-22.Wang M F,Zhou X Y.Some problems in the staticpush-over analysis of structures[J].StructuralEngineers2,0021,8(4):17-22.(in Chinese)
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