基于两次POA的整体损伤模型
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摘要
POA分析是一种结构非线性地震响应的简化方法。针对材料、构件和结构层次的损伤模型存在着脱节问题,本文提出基于两次POA分析的整体损伤模型,通过结构受损前后等效刚度的衰减来综合考虑结构刚度、强度和延性的退化,并通过算例验证该模型。
The nonlinear static pushover analysis (POA) is a simplified computer method for seismic performance evaluation. In allusion to disjoint of damage model in material, member and structure level, two times POA-based global damage model is presented. This model includes synthetically stiffness, intensity and ductibility degrading by equivalent stiffness decay before and after damaged.
The nonlinear static pushover analysis (POA) is a simplified computer method for seismic performance evaluation. In allusion to disjoint of damage model in material, member and structure level, two times POA-based global damage model is presented. This model includes synthetically stiffness, intensity and ductibility degrading by equivalent stiffness decay before and after damaged.
引文
[1]余天庆,钱济成.损伤理论及其运用[M].北京:国防工业出版社,1993.
[2]Park Y.J.and Ang H.S.Seismic Damage Model Analysis of Reinforced Concrete Building.Journal of Structural Engineering ASCE,1985,111(4):740-757.
[3]王立明,顾祥林,等.钢筋混凝土结构的损伤累积模型[J].《工程力学》增刊,1997:44-49.
[4]刘纲.抗震框架结构能量反应的初步分析[C].重庆:重庆大学图书馆,2002,48-50.
[5]吴波,李惠,等.结构损伤分析的力学方法[J].地震工程与工程振动,1997,17(1):14-21.
[6]欧进萍,等.多层非线性抗震钢结构的模糊动力可靠性分析[J].地震工程与工程振动,1990,10(4):27-37.
[7]王振宇,刘晶波.建筑结构损伤评估的研究进展[J].世界地震工程,2001,17(3):43-48.
[8]李崚,叶燎原.Push-over分析方法及其与非线性动力分析法的对比[J].世界地震工程,1999,15(2):34-39.
[9]Ghobarach A,Abou-Elfath H,Biddah A.Re鄄ponse-based damage assessment of structures[J].Ear鄄quake Engng Struct Dyn.1999.28:79-104.
[10]张国彬.基于两次POA的钢筋混凝土框架整体损伤分析模型[C].重庆:重庆大学图书馆,2003.
[11]Building Seismic Safety Council(BSSO).NEHRP Guidelines for the Seismic Rehabilitation of Buildings.FEMA273,developed for the Federal Emer鄄gency Management Agency,Washington DC,1997.
[12]M.Saiidi,M.A.Sozen.Simple nonlinear seismic analysis of RC struclures.Journal of Struc鄄tural Division(ASCE).1981(107):937-952.
[13]Peter Fajfar.A nonlinear Analysis Method for Perforrmance-based Seismic Design.Earthquake spectrum,1999(16):573-592.
[14]何政,欧进萍.钢筋混凝土结构基于改进能力谱法的地震损伤性能设计[J].地震工程与工程振动,2000,20(2):31-38.
[2]Park Y.J.and Ang H.S.Seismic Damage Model Analysis of Reinforced Concrete Building.Journal of Structural Engineering ASCE,1985,111(4):740-757.
[3]王立明,顾祥林,等.钢筋混凝土结构的损伤累积模型[J].《工程力学》增刊,1997:44-49.
[4]刘纲.抗震框架结构能量反应的初步分析[C].重庆:重庆大学图书馆,2002,48-50.
[5]吴波,李惠,等.结构损伤分析的力学方法[J].地震工程与工程振动,1997,17(1):14-21.
[6]欧进萍,等.多层非线性抗震钢结构的模糊动力可靠性分析[J].地震工程与工程振动,1990,10(4):27-37.
[7]王振宇,刘晶波.建筑结构损伤评估的研究进展[J].世界地震工程,2001,17(3):43-48.
[8]李崚,叶燎原.Push-over分析方法及其与非线性动力分析法的对比[J].世界地震工程,1999,15(2):34-39.
[9]Ghobarach A,Abou-Elfath H,Biddah A.Re鄄ponse-based damage assessment of structures[J].Ear鄄quake Engng Struct Dyn.1999.28:79-104.
[10]张国彬.基于两次POA的钢筋混凝土框架整体损伤分析模型[C].重庆:重庆大学图书馆,2003.
[11]Building Seismic Safety Council(BSSO).NEHRP Guidelines for the Seismic Rehabilitation of Buildings.FEMA273,developed for the Federal Emer鄄gency Management Agency,Washington DC,1997.
[12]M.Saiidi,M.A.Sozen.Simple nonlinear seismic analysis of RC struclures.Journal of Struc鄄tural Division(ASCE).1981(107):937-952.
[13]Peter Fajfar.A nonlinear Analysis Method for Perforrmance-based Seismic Design.Earthquake spectrum,1999(16):573-592.
[14]何政,欧进萍.钢筋混凝土结构基于改进能力谱法的地震损伤性能设计[J].地震工程与工程振动,2000,20(2):31-38.
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