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以位移为基础的钢筋混凝土桥梁墩柱抗震设计方法研究

Keywords: 桥梁工程,钢筋混凝土墩柱,位移反应谱,目标位移,位移需求

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Abstract:

对钢筋混凝土桥梁墩柱基于位移抗震设计方法进行了系统的研究,应用UC-Fyber截面分析软件对大量方形和圆形截面进行弯矩-曲率分析,给出了墩柱目标位移的实用计算方法。根据我国2008年版抗震新规范的加速度反应谱得到不同阻尼比时的弹性位移反应谱、不同延性系数时的非弹性位移反应谱及非弹性需求谱,给出了结合我国规范的位移需求3种简化计算方法。进行了3种位移需求简化方法的实例计算,对设计算例用非线性时程分析验证了设计结果。结果表明,桥梁墩柱的目标位移与混凝土强度等级、纵筋配筋率、墩高及截面形式等因素都是有关的;基于等效线性化方法和基于非弹性位移反应谱方法以设计反应谱为基础进行计算,既保证了目标位移的实现,也考虑了结构的安全需求;基于能力谱方法以图形显示设计具有简单直观的特征,但是pushover分析得到的结构能力谱曲线与实际情况仍然存在一定的差别。

References

[1]  California Office of Emergency Services. Performance BasedSeis-mic Engineering of Buildings: Verision 2000
[2]  [R]. Sacramento,CA: Structural Engineers Association of California, 1995.
[3]  ATC. ATC -40, Seismic Evaluation and Retrofit of Concrete Build-ings
[4]  [R]. Redwood City , California: Applied Technology Council,1996.
[5]  Federal Emergency Management Agency. NEHRP Guidelines forthe Seismic Rehabilitation of Buildings: FEMA 273
[6]  [R]. Wash-ington, D.C.: Federal Emergency Management Agency, 1996.
[7]  California Department of Transportation. Caltrans Seismic DesignCriteria: Version 1. 1
[8]  [S]. California: California Department ofTransportation, 1999.
[9]  California Department of Transportation. Caltrans Seismic DesignCriteria: Version 1. 2
[10]  [S]. California: California Department ofTransportation, 2001.
[11]  中华人民共和国交通运输部. JTGTB02 -01-2008公路桥梁抗震设计细则
[12]  [S].北京:人民交通出版社, 2008.P. R. China. Ministry of Transport. JTGTB02-01-2008Guidelinesfor Seismic Design of Highway Bridges
[13]  [S]. Beijing:ChinaCommunications Press, 2008.
[14]  KOWALSKY M J. Deformation Limit States for Circular Rein-forcedConcrete Bridge Columns
[15]  [J]. Journal of Structural En-gineering, 2000, 126 (8):869-878.
[16]  PAULY T. An Estimation of Displacement Limits for Ductile Sys-tems
[17]  [J]. Earthquake Engineering and Structural Dynamics,2002, 31:583-599.
[18]  PRIESTLEY M J N, KOW ALSKY M J. Displacement -based Ap-proachesto RationalLimitStatesDesign of Ne w Structures
[19]  [C] //Proceedings of the l.th EuropeanConference on Earthquake Engi-neering. Paris, France:
[20]  [s. n.] , 1999:317-335.
[21]  PRIESTLEY M J N, KOWALSKY M J. Aspects of Drift andDuctility Capacity of Rectangular Cantilever Structural Walls
[22]  [J]. Bulletin of the New Zealand National Society for Earth-quake Engineering, 1998, 31 (2):73-85.
[23]  European Committee for Standardization. ENV 1998-1-1:1994Eurocode8:Design Provisions for Earthquake Resistance ofStructures:Part 1 -1:General Reismic Action and GeneralRequirements for Structures
[24]  [S]. Brussels:European Com-mittee for Standardization, 1994.
[25]  VIDIC T, FAJFAR P, FISCHINGER M. Consistent InelasticDesign Spectra:Strength and Displacement
[26]  [J]. EarthquakeEngineering and Structural Dynamics, 1994, 23 (5):502-521.
[27]  KOW ALSKY M J, PRIESTLEYM J N, MAERAEG A. Displacement Based Design of RC Bridge ColumnsinSeismic Regions
[28]  [J]. Earthquake Engineering and Structural Dynamics, 1995,24 (12):1623-1643.
[29]  IWAN W D. Estimating Inelastic Response Spectra from ElasticSpectra
[30]  [J]. Earthquake Engineering and Structural Dynam-ics, 1980, 8 (4):375-388.

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