基于位移的钢筋混凝土结构单层厂房易损性分析
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摘要
通过按建筑结构抗震规范的规定构造加速度反应谱作为随机激励,构筑了我国四川地区典型钢筋混凝土结构单层厂房有限元模型,采用拟动力时程方法对结构的抗震性能进行了分析计算,得到了钢筋混凝土结构厂房的易损性曲线;同时,针对原型结构在地震作用下柱基础容易发生屈服破坏的情况,对原型结构基础采取了铅芯阻尼橡胶支座隔震加固措施,并对加固后的厂房结构进行了计算分析并得到了修正易损性曲线,通过对比得到结构在地基不失稳的前提下,在小震时发生中度以上损伤的概率非常小,在大震时随着承重结构进入塑性屈服发生中度以上的损伤概率开始逐渐变大,而且厂房结构纵横两个方向的易损性概率在大震时有差异,采取隔震加固措施后结构损伤概率明显减小。
During Sichuan earthquake,a lot of industrial buildings were collapsed,at the same time the others were injured at several levels.Now,how to evaluate reliability and fragility of industrial buildings and find reasonable designing these reinforced concrete buildings for aseismic strengthening are urgent.A finite element analytical model was built considering building history,material difference and design configuration of industrial buildings in Sichuan.Mean-while, an uniform response spectrum of acceleration was set up as an input seismic excitation according to China Seismic Code,lead-rubber bearings were used on the base of the original buildings as a building strengthening measure,fragility curves of two kinds of buildings were also obtained after careful analysis.Inter-storey ratio was decreased about 1/3 after using seismic isolation measures.In the end,some valuable conclusions were drawn.
During Sichuan earthquake,a lot of industrial buildings were collapsed,at the same time the others were injured at several levels.Now,how to evaluate reliability and fragility of industrial buildings and find reasonable designing these reinforced concrete buildings for aseismic strengthening are urgent.A finite element analytical model was built considering building history,material difference and design configuration of industrial buildings in Sichuan.Mean-while, an uniform response spectrum of acceleration was set up as an input seismic excitation according to China Seismic Code,lead-rubber bearings were used on the base of the original buildings as a building strengthening measure,fragility curves of two kinds of buildings were also obtained after careful analysis.Inter-storey ratio was decreased about 1/3 after using seismic isolation measures.In the end,some valuable conclusions were drawn.
引文
[1]Whitman R V,Reed J W,Hong S T.Earthquake Damage Probability Matrices[J],Proceedings of the Fifth World Conference on Earthquake Engineering,Rome,Italy,1973,12: 2531 - 2540.
[2]Calvi G M,Pinho R,Magenes G,et al.The development of seismic vulnerability assessment methodologies for variable geographical scales over the past 30 years[J].ISET journal of Earthquake Technology,2006,43:3.
[3]Calvi G M.A Displacement-Based Approach for Vulnerability Evaluation of Classes of Buildings[J].Journal of Earthquake Engineering,1999,33:411 - 438.
[4]Applied Technology Council.Seismic Evaluation and Retrofit of Concrete Buildings,Report ATC-40[S].Redwood City, California,U.S.A,1996.
[5]Braga F,Dolce M,Liberatore D.A Statistical Study on Damaged Buildings and an Ensuing Review of the MSK-76 Scale [J].Proceedings of the Seventh European Conference on Earthquake Engineering.Athens,Greece,1982,431 - 450.
[6]Martinez-Rueda J E,Elnashai A S.A novel technique for the retrofitting of reinforced concrete structures[J].Engineering Structures,1995,17:359 - 371.
[7]FEMA.HAZUS99 Technical Manual[S].Federal Emergency Management Agency.Washington,DC,U.S.A,1999.
[8]Rossetto T,Elnashai A.A new analytical procedure for the derivation of displacement-based vulnerability curves for populations of RC structures[J].Engineer Structures,2005,27: 397 - 409.
[9]Talaslidis D G,et al.Risk analysis of industrial structures under extreme transient loads[J].Soil Dynamics and Earthquake Engineering,2004,24:435 - 448.
[10]Madas P,Elnashai A S.A new passive confinement model for transient analysis of reinforced concrete structures[J].Earthquake Engineering and Structural Dynamics,1992. 21:409 -431.
[11]Borzi B,Pinho R,Crowley H.Simplified pushover-based vulnerability analysis for large-scale assessment of RC buildings [J].Engineer Structures,2008,30:804 - 820.
[12]Kircil M S,Polat Z.Fragility analysis of mid-rise R/C frame buildings[J].Engineering Structures,2006,28:1335 - 1345.
[13]Crisafulli F.J.Seismic Behaviour of Reinforced Concrete Structures with Masonry Infills[D].PhD Thesis.University of Canterbury.New Zealand,1997.
[14]Ji J,Elnashai A S,Kuchma D A.An analytical framework for seismic fragility analysis of RC high-rise buildings[J]. Engineer Structures,2007,29:3197 - 3209.
[15]M.Altu? g Erberik.Fragility-based assessment of typical mid-rise and low-rise RC buildings in Turkey[J].Engineering Structures,2008,30:1360 - 1374.
[16]建设部.工程抗震设计规范(GBJ11-89)[S].北京.地震出版社,1990.
[17]中国工程建设标准化协会(CECS).叠层橡胶支座隔震技术规程[S].北京.中国建工出版社.CECS126:2001.
[18]周福霖.工程结构减震控制[M].北京:地震出版社,1997.
[19]建设部.工程抗震设计规范(GB50011-2001)[S].北京.中国建工出版社,2002.
[20]国家减灾委员会与科技部抗震救灾专家组.汶川地震灾害综合分析与评估[M].北京:科学出版社,2008(12): 16-17.
[2]Calvi G M,Pinho R,Magenes G,et al.The development of seismic vulnerability assessment methodologies for variable geographical scales over the past 30 years[J].ISET journal of Earthquake Technology,2006,43:3.
[3]Calvi G M.A Displacement-Based Approach for Vulnerability Evaluation of Classes of Buildings[J].Journal of Earthquake Engineering,1999,33:411 - 438.
[4]Applied Technology Council.Seismic Evaluation and Retrofit of Concrete Buildings,Report ATC-40[S].Redwood City, California,U.S.A,1996.
[5]Braga F,Dolce M,Liberatore D.A Statistical Study on Damaged Buildings and an Ensuing Review of the MSK-76 Scale [J].Proceedings of the Seventh European Conference on Earthquake Engineering.Athens,Greece,1982,431 - 450.
[6]Martinez-Rueda J E,Elnashai A S.A novel technique for the retrofitting of reinforced concrete structures[J].Engineering Structures,1995,17:359 - 371.
[7]FEMA.HAZUS99 Technical Manual[S].Federal Emergency Management Agency.Washington,DC,U.S.A,1999.
[8]Rossetto T,Elnashai A.A new analytical procedure for the derivation of displacement-based vulnerability curves for populations of RC structures[J].Engineer Structures,2005,27: 397 - 409.
[9]Talaslidis D G,et al.Risk analysis of industrial structures under extreme transient loads[J].Soil Dynamics and Earthquake Engineering,2004,24:435 - 448.
[10]Madas P,Elnashai A S.A new passive confinement model for transient analysis of reinforced concrete structures[J].Earthquake Engineering and Structural Dynamics,1992. 21:409 -431.
[11]Borzi B,Pinho R,Crowley H.Simplified pushover-based vulnerability analysis for large-scale assessment of RC buildings [J].Engineer Structures,2008,30:804 - 820.
[12]Kircil M S,Polat Z.Fragility analysis of mid-rise R/C frame buildings[J].Engineering Structures,2006,28:1335 - 1345.
[13]Crisafulli F.J.Seismic Behaviour of Reinforced Concrete Structures with Masonry Infills[D].PhD Thesis.University of Canterbury.New Zealand,1997.
[14]Ji J,Elnashai A S,Kuchma D A.An analytical framework for seismic fragility analysis of RC high-rise buildings[J]. Engineer Structures,2007,29:3197 - 3209.
[15]M.Altu? g Erberik.Fragility-based assessment of typical mid-rise and low-rise RC buildings in Turkey[J].Engineering Structures,2008,30:1360 - 1374.
[16]建设部.工程抗震设计规范(GBJ11-89)[S].北京.地震出版社,1990.
[17]中国工程建设标准化协会(CECS).叠层橡胶支座隔震技术规程[S].北京.中国建工出版社.CECS126:2001.
[18]周福霖.工程结构减震控制[M].北京:地震出版社,1997.
[19]建设部.工程抗震设计规范(GB50011-2001)[S].北京.中国建工出版社,2002.
[20]国家减灾委员会与科技部抗震救灾专家组.汶川地震灾害综合分析与评估[M].北京:科学出版社,2008(12): 16-17.
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