巨型框架结构基于增量动力分析法的抗震性能评估
|
摘要
详细介绍了增量动力分析方法的详细内容和分析步骤,采用工程中常用的最大层间位移角作为结构性能参数、地面峰值加速度作为地震动强度参数,通过对55层巨型框架结构进行IDA分析,得到该结构概率分位值为16%,50%和84%的IDA曲线及其对应的极限状态值,并用来评价巨型框架结构的抗震性能,为增量动力分析法在超高层结构中的应用提供参考。
The seismic performance such as deformation capacity and dynamic characteristics can also be obtained by IDA method.The paper introduce the basic principle and the basic steps of IDA at first,then apply IDA to a 55-story RC mega-frame structure,which used the maximum story drift as the structure performance parameters and the peak ground acceleration(PGA) as ground motion intensity measure,after statistical analysis,the limit-state capacities and different fractile such as 16%,50%,84% IDA curves can be obtained,at last use the result to evaluate the seismic performance of mega-frame structures.The result is helpful for a wide application of IDA in high-rise building.
The seismic performance such as deformation capacity and dynamic characteristics can also be obtained by IDA method.The paper introduce the basic principle and the basic steps of IDA at first,then apply IDA to a 55-story RC mega-frame structure,which used the maximum story drift as the structure performance parameters and the peak ground acceleration(PGA) as ground motion intensity measure,after statistical analysis,the limit-state capacities and different fractile such as 16%,50%,84% IDA curves can be obtained,at last use the result to evaluate the seismic performance of mega-frame structures.The result is helpful for a wide application of IDA in high-rise building.
引文
1胡聿贤.地震工程学导论[M].北京:地震出版社,1988:217-219.
2Bertero V V.Strength and deformation capacities ofbuildings under environments[J].Structural Engineer-ing and Structural Mechanics,Pister KS(ed).Prentice-Hall:Englewood Cliffs,NJ,1977:211-215.
3马千里,叶列平,陆新征,等.采用逐步增量弹塑性时程方法对RC框架结构推覆分析侧力模式的研究[J].建筑结构学报,2008,29(2):132.
4卜一,吕西林,周颖,等.采用增量动力分析方法确定高层混合结构的性能水准[J]结构工程师,2009,25(2):77-84.
5周颖,吕西林,卜一.增量动力分析法在高层混合结构性能评估中的应用[J].同济大学学报(自然科学版),2010,38(2):183-187.
6 Luco N,Cornell C A.Effects of connection fractures on SMRF seismic drift demands[J].ASCE Journal ofStructural Engineering,2000,126(1):127-136.
7 Jalayer F,Cornell C A.Incremental dynamic analysis[J].Earthquake Engineering and Structural Dynamics,2002,31(3):491-514.
8 FEMA.NEHRP guidelines for the seismic rehabilita-tion of buildings[R].Washington DC:SAC Joint Ven-ture,Federal Emergency Management Agency,1997.
9 Li K N.3-Dimensional nonlinear static/dynamic structuralanalysis computer program CANNY-Technical Manual[M].Singapore:CANNY Consultants Pte Ltd,2003.
10常磊,叶献国,等.超高层巨型框架组合结构三维弹塑性地震反应分析[J].土木工程学报,2010,43:61-65.
11王秋维,史庆轩,等.型钢混凝土框架结构基于增量动力分析的抗震性能评估[J].世界地震工程,2011,27(1):34-40.
12陆新征,叶列平.基于IDA分析的结构抗地震倒塌能力研究[J].工程抗震与加固改造,2010,32(1):13-18.
2Bertero V V.Strength and deformation capacities ofbuildings under environments[J].Structural Engineer-ing and Structural Mechanics,Pister KS(ed).Prentice-Hall:Englewood Cliffs,NJ,1977:211-215.
3马千里,叶列平,陆新征,等.采用逐步增量弹塑性时程方法对RC框架结构推覆分析侧力模式的研究[J].建筑结构学报,2008,29(2):132.
4卜一,吕西林,周颖,等.采用增量动力分析方法确定高层混合结构的性能水准[J]结构工程师,2009,25(2):77-84.
5周颖,吕西林,卜一.增量动力分析法在高层混合结构性能评估中的应用[J].同济大学学报(自然科学版),2010,38(2):183-187.
6 Luco N,Cornell C A.Effects of connection fractures on SMRF seismic drift demands[J].ASCE Journal ofStructural Engineering,2000,126(1):127-136.
7 Jalayer F,Cornell C A.Incremental dynamic analysis[J].Earthquake Engineering and Structural Dynamics,2002,31(3):491-514.
8 FEMA.NEHRP guidelines for the seismic rehabilita-tion of buildings[R].Washington DC:SAC Joint Ven-ture,Federal Emergency Management Agency,1997.
9 Li K N.3-Dimensional nonlinear static/dynamic structuralanalysis computer program CANNY-Technical Manual[M].Singapore:CANNY Consultants Pte Ltd,2003.
10常磊,叶献国,等.超高层巨型框架组合结构三维弹塑性地震反应分析[J].土木工程学报,2010,43:61-65.
11王秋维,史庆轩,等.型钢混凝土框架结构基于增量动力分析的抗震性能评估[J].世界地震工程,2011,27(1):34-40.
12陆新征,叶列平.基于IDA分析的结构抗地震倒塌能力研究[J].工程抗震与加固改造,2010,32(1):13-18.
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