钢筋混凝土桥梁单墩体系目标位移计算方法研究
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摘要
对钢筋混凝土桥梁单墩体系目标位移的确定方法进行了总结,对基于材料应变的目标位移确定方法进行研究,单墩体系目标位移的确定取决于截面受压区高度和等效屈服曲率的计算,应用截面分析软件UC-Fy-ber对大量方形及圆形截面进行弯矩—曲率分析,得到2种截面的受压区高度随结构设计参数变化的计算式,拟合得到与研究数据符合较好的等效屈服曲率计算式,在此基础上得到了单墩体系目标位移随结构设计参数变化的计算式,提出了单墩体系目标位移的实用计算方法,分析了截面形式、混凝土强度等级、纵筋配筋率、截面尺寸、混凝土压应变和结构高度等设计参数对单墩体系目标位移取值的影响,最后由参数分析的结果提出了增大单墩体系目标位移的具体措施。
The calculation method of target displacement in single column systems was summarized.Study on the material strain-based method indicated that the calculation of target displacement depended on the under pressure district height and the equivalent yield curvature of the cross-section.Section analysis software UC-Fyber was used to analyze the moment-curvature performance of square sections and circular sections.The calculation formula of the under pressure district height was educed,also equivalent yield curvature formula that accord well with the research data was educed.The formula of material strain-based target displacement was put forward that can applied to the two different section forms.Practical calculation method of target displacement was educed.Influence analysis of the section form,concrete strength grade,longitudinal reinforcement ratio,section size,and concrete pressure strain and structure height to the target displacement value was done.Measures to increase target displacement are suggested by the influence analysis result.
The calculation method of target displacement in single column systems was summarized.Study on the material strain-based method indicated that the calculation of target displacement depended on the under pressure district height and the equivalent yield curvature of the cross-section.Section analysis software UC-Fyber was used to analyze the moment-curvature performance of square sections and circular sections.The calculation formula of the under pressure district height was educed,also equivalent yield curvature formula that accord well with the research data was educed.The formula of material strain-based target displacement was put forward that can applied to the two different section forms.Practical calculation method of target displacement was educed.Influence analysis of the section form,concrete strength grade,longitudinal reinforcement ratio,section size,and concrete pressure strain and structure height to the target displacement value was done.Measures to increase target displacement are suggested by the influence analysis result.
引文
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[16]Priestley M J N and Kowalsky M J.Aspects of drift andductility capacity of rectangular cantilever structural walls[Z].Bulletin of the New Zealand National Society forEarthquake Engineering,Vol.31,No2,1998,73~85.
[2]JTJ 004—89,公路工程抗震设计规范[S].
[3]American Association of State Highway and TransportationOfficials,STANDARD SPECIFICATIONS for HIGHE-WAY BRIDGES,DivisionⅠ-A SEISMIC DESIGN[Z].SIXTEENTHEDITION,1996.
[4]Uniform Building Code.International Conference of Build-ing Officials[Z].Whittier,CA,1997.
[5]JTGTB 02—01—2008,公路桥梁抗震设计细则[S].
[6]Kowalsky M J.Deformation limit states for circular rein-forced concrete bridge columns[J].Journal of StructuralEngineering ASCE,Vol.126,No.8,2000,869~878.
[7]Priestley M J N,Seible F and Calvi G M.Seismic designand retrofit of bridges[M].New York:John Wiley&Sons,1996.
[8]Park Y J,Ang A H-S.Mechanistic seismic damage modelfor reinforced concrete[J].Journal of Structural Engineer-ing,ASCE,1985,111(4):722~739.
[9]Ang AH-S,Kim W J and Kim S B.Damage estimation ofexisting bridge structures[A].Structural Engineering inNatural Hazards Mitigat Proceedings of ASCE StructuresCongress[C].1993,Irvine CA,Vo.l 2,1137~1142.
[10]欧进萍,何政,吴斌,等.钢筋混凝土结构基于地震损伤性能的设计[J].地震工程与工程振动,1999,19(1):21~30.
[11]Fajfar P.Equivalent ductility factors taking into accountlow-cycle fatigue[J].Earthquake Engineering and Struc-tural Dynamics,1992,21(10):837~848.
[12]Hose Y D and Seible F.Performance evaluation databasefor concrete bridge components and systems under simula-ted seismic loads[R].Report No.PEER-1999/11,Pa-cific Earthquake Engineering Research Center,Universityof California,Berkeley,1999.
[13]Caltrans Seismic Design Criteria Version1.2[Z].Califor-lia Department of transportation,2001.12.
[14]Pauly T.An estimation of displacement limits for ductilesystems[Z].Earthquake Engineering and Structural Dy-namics,Vol.31,2002,583~599.
[15]Priestley M J N and Kowalsky M J.Displacement-basedapproaches to rational limit states design of new struc-tures,Proceedings of the l1th European Conference onEarthquake Engineering,6—11 September 1998[Z].Paris,France:invited lectures,Rotterdam:Balkema A A,1999:317~335.
[16]Priestley M J N and Kowalsky M J.Aspects of drift andductility capacity of rectangular cantilever structural walls[Z].Bulletin of the New Zealand National Society forEarthquake Engineering,Vol.31,No2,1998,73~85.
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