大跨径桥梁结构概率地震需求分析中地面运动强度参数的优化选择
|
摘要
对于大跨径桥梁结构,应结合地震工程学和结构抗震两个方面选择合理的地面运动强度参数(IM),进行动力分析。针对一座高速公路双塔斜拉桥采用非线性动力时程分析方法,分析不同的IM对于结构地震需求的影响,可以得到以下结论:对于不同桥向,在累积质量参与系数贡献显著的周期范围内,反应谱对结构地震需求影响显著,且高频区段反应谱的影响大于低频区段。应该采用对结构地震需求影响显著的反应谱区段内质量参与系数较大的短周期谱加速度或PGA作为IM。
Intensity measures(IM) should be reasonably selected on the basis of earthquake engineering and earthquake resistance of structures for seismic design and analysis of long-span bridges.The nonlinear dynamic time-history analysis was conducted for a long-span highway cable-stayed bridge with two towers.It was concluded that the influence of response spectra in period range of predominant cumulative modal mass participation on structural seismic demands is significant in different directions of long-span bridges;the effects of response spectra in higher frequency domain on structural seismic demands are larger than those in lower-frequency domain;in general,PGA or short-period spectral accelerations are selected as IMs to conduct dynamic time-history analysis.
Intensity measures(IM) should be reasonably selected on the basis of earthquake engineering and earthquake resistance of structures for seismic design and analysis of long-span bridges.The nonlinear dynamic time-history analysis was conducted for a long-span highway cable-stayed bridge with two towers.It was concluded that the influence of response spectra in period range of predominant cumulative modal mass participation on structural seismic demands is significant in different directions of long-span bridges;the effects of response spectra in higher frequency domain on structural seismic demands are larger than those in lower-frequency domain;in general,PGA or short-period spectral accelerations are selected as IMs to conduct dynamic time-history analysis.
引文
[1]Kevin M,Bozidar S.Seismic demands for performance-baseddesign of bridges[R].Pacific Earthquake EngineeringResearch Center College of Engineering University ofCalifornia,Berkeley.PEER Report,2003.
[2]Sashi K.Kunnath.Application of the peer pbee methodologyto the I-880 viaduct[R].Pacific Earthquake EngineeringResearch Center College of Engineering,University ofCalifornia,Berkeley.PEER Report,2006.
[3]Bazzuro P.Probabilistic seismic demand analysis[D].Dept.of Civil and Environmental Engineering,Stanford University,California,1998.
[4]Shome N,Cornell C A,Bazzurro P,et al.Earthquakes,records and nonlinear responses[J].Earthquake Spectral,1998,14(3):469-500.
[5]胡聿贤.地震工程学[M].北京:地震出版社,2006:150-173.
[6]Shome N.Probabilistic seismic demand analysis of non-linearstructures[D].Stanford University,1999.
[7]Padgett J E,Nielson B G,DesRoches R.selection of optimalintensity measures in probabilistic seismic demand models ofhighway bridge portfolios[J].Earthquake Engineering AndStructural Dynamics,2008,37(5):711-725.
[8]Nielson B G,Des Roches R.Seismic fragility methodology ofhighway bridges[C]//Structure Congress,2006:StructuralEngineering and Public Safety.
[9]Nielson B G,DesRoches R.Seismic fragility methodology forhighway bridges using a component level approach[J].Earthquake Engng Struct.Dyn,2007,36:823-839.
[10]中国地震局地质研究所.广深沿江高速公路工程场地地震安全性评价[R].工作报告,2004K02.2004.
[11]Neter J,Kutner M H,Nachtsheim C J,et al.Applied linearstatistical models[M].McGraw-Hill,Boston,1996,1408.
[12]Baker J W.Vector-valued ground motion intensity measuresfor probabilistic seismic demand analysis[D].StanfordUniversity,2005.
[13]Jorge E,Carballo A.Probabilistic seismic demand analysis-spectrum matching and design[D].StanfordUniversity,2000.
[14]陈亮.地面运动特性对典型桥梁结构地震需求的影响研究[D].上海:同济大学,2009.
[2]Sashi K.Kunnath.Application of the peer pbee methodologyto the I-880 viaduct[R].Pacific Earthquake EngineeringResearch Center College of Engineering,University ofCalifornia,Berkeley.PEER Report,2006.
[3]Bazzuro P.Probabilistic seismic demand analysis[D].Dept.of Civil and Environmental Engineering,Stanford University,California,1998.
[4]Shome N,Cornell C A,Bazzurro P,et al.Earthquakes,records and nonlinear responses[J].Earthquake Spectral,1998,14(3):469-500.
[5]胡聿贤.地震工程学[M].北京:地震出版社,2006:150-173.
[6]Shome N.Probabilistic seismic demand analysis of non-linearstructures[D].Stanford University,1999.
[7]Padgett J E,Nielson B G,DesRoches R.selection of optimalintensity measures in probabilistic seismic demand models ofhighway bridge portfolios[J].Earthquake Engineering AndStructural Dynamics,2008,37(5):711-725.
[8]Nielson B G,Des Roches R.Seismic fragility methodology ofhighway bridges[C]//Structure Congress,2006:StructuralEngineering and Public Safety.
[9]Nielson B G,DesRoches R.Seismic fragility methodology forhighway bridges using a component level approach[J].Earthquake Engng Struct.Dyn,2007,36:823-839.
[10]中国地震局地质研究所.广深沿江高速公路工程场地地震安全性评价[R].工作报告,2004K02.2004.
[11]Neter J,Kutner M H,Nachtsheim C J,et al.Applied linearstatistical models[M].McGraw-Hill,Boston,1996,1408.
[12]Baker J W.Vector-valued ground motion intensity measuresfor probabilistic seismic demand analysis[D].StanfordUniversity,2005.
[13]Jorge E,Carballo A.Probabilistic seismic demand analysis-spectrum matching and design[D].StanfordUniversity,2000.
[14]陈亮.地面运动特性对典型桥梁结构地震需求的影响研究[D].上海:同济大学,2009.
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