多层钢框架倒塌储备能力的分析
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摘要
为了评估钢框架结构的倒塌储备能力,按我国现行规范设计了4个钢框架算例,采用美国ATC委员会提出的CMR分析方法对钢框架结构倒塌储备能力进行了分析,得出其相应的倒塌储备系数和倒塌概率曲线。分析结果表明,平面、立面布置相同的多层钢框架,层数较多者其倒塌储备能力较层数少者弱;按8度(0.2g)抗震设防要求设计的多层钢框架在遭遇特大地震时倒塌储备能力不足。
In order to evaluate the seismic collapse margin of steel frames,this paper designed four different steel frames according to "Code for Seismic Design of Building"(GB50011-2001),analyzed the seismic collapse margin of steel frames by CMR analytical method proposed by ATC(Applied Technology Council) committee of America,and obtained the corresponding collapse margin ratio and the collapse possibilities under different ground intensities.The results show that among the multi-story steel frames with the same plane and elevation,the frame with more stories has weaker capacity of collapse margin than the one with less stories.The multi-story steel frames designed according to seismic-resistance requirements have weaker capacity of collapse margin under the strong earthquake.
In order to evaluate the seismic collapse margin of steel frames,this paper designed four different steel frames according to "Code for Seismic Design of Building"(GB50011-2001),analyzed the seismic collapse margin of steel frames by CMR analytical method proposed by ATC(Applied Technology Council) committee of America,and obtained the corresponding collapse margin ratio and the collapse possibilities under different ground intensities.The results show that among the multi-story steel frames with the same plane and elevation,the frame with more stories has weaker capacity of collapse margin than the one with less stories.The multi-story steel frames designed according to seismic-resistance requirements have weaker capacity of collapse margin under the strong earthquake.
引文
[1]Federal Emergency Management Agency.FEMA-695,Quantification of Building Seismic Performance Factors[S].Washington,USA,2008.
[2]Federal Emergency Management Agency.FEMA-351,Recommended Seismic Evaluation and Upgrade Criteria for Existing Welded Steel Moment-Frame Buildings[S].Washington,USA,2000.
[3]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,2001.
[4]中国建筑技术研究院.JGJ 99-98.高层民用建筑钢结构技术规程[S].北京:中国建筑工业出版社,1998.
[5]中国建筑科学研究院.JGJ3-2002,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.
[6]王朝波.既有多高层钢框架抗震鉴定指标体系及分析方法研究[D].上海:同济大学,2007.
[7]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.
[8]清华大学土木结构组,西南交通大学土木结构组,北京交通大学土木结构组.汶川地震建筑震害分析[J].建筑结构学报,2008,29(4):1-9.
[9]施炜,叶列平,陆新征,等.不同抗震设防RC框架结构抗倒塌能力研究[C]//第十二届高层建筑抗震技术交流会论文集.北京,2009:46-57.
[10]叶列平,陆新征,赵世春,等.框架结构抗地震倒塌能力的研究[J].建筑结构学报,2009,30(6):67-76.
[2]Federal Emergency Management Agency.FEMA-351,Recommended Seismic Evaluation and Upgrade Criteria for Existing Welded Steel Moment-Frame Buildings[S].Washington,USA,2000.
[3]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,2001.
[4]中国建筑技术研究院.JGJ 99-98.高层民用建筑钢结构技术规程[S].北京:中国建筑工业出版社,1998.
[5]中国建筑科学研究院.JGJ3-2002,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.
[6]王朝波.既有多高层钢框架抗震鉴定指标体系及分析方法研究[D].上海:同济大学,2007.
[7]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.
[8]清华大学土木结构组,西南交通大学土木结构组,北京交通大学土木结构组.汶川地震建筑震害分析[J].建筑结构学报,2008,29(4):1-9.
[9]施炜,叶列平,陆新征,等.不同抗震设防RC框架结构抗倒塌能力研究[C]//第十二届高层建筑抗震技术交流会论文集.北京,2009:46-57.
[10]叶列平,陆新征,赵世春,等.框架结构抗地震倒塌能力的研究[J].建筑结构学报,2009,30(6):67-76.
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