预应力混凝土曲线箱梁扭转性能研究
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摘要
预应力混凝土曲线梁桥受到平面曲率的影响,在荷载作用下发生竖向弯曲的同时,必然会产生扭转,而这种扭转作用又会导致梁的挠曲变形,本文针对曲线箱梁桥这种“弯扭耦合”受力特性,对曲线梁在弯曲与非对称扭转共同作用下的扭转相关性能进行了研究。
推导了空间预应力等代荷载的计算公式,给出了混凝土曲线箱梁由预应力引起的扭矩的计算公式,并应用有限元程序对预应力引起的效应从箱梁横截面应力层面上进行分析。
推导了预应力混凝土曲线箱梁在弯曲和非对称扭转共同作用下的翘曲应力和翘曲双力矩的计算公式,并应用初参数法进行求解。结合工程实际,研究了单位移动正载及偏载作用下,不同位置箱梁截面的翘曲双力矩及扭矩的变化规律。引入翘曲比对截面翘曲程度进行描述。
基于变角度空间桁架模型,考虑混凝土软化效应,对预应力混凝土曲线箱梁的抗扭承载力计算公式进行推导。
利用有限元方法对两跨连续预应力混凝土曲线箱梁桥进行了分析,给出了曲线箱梁在自重、预应力及外荷载作用下截面应力及位移的分布,并根据计算结果给出了复合荷载作用下,曲线箱梁内外侧腹板主应力的等值线图。
提出了预应力混凝土曲线箱梁桥的设计方法,并进行了该类桥型的实例设计。
Due to the influence of plan curvature, under load the torsion will appear inevitably in curved girder bridge, which will also cause bending deformation. Aimed at the flexure-torsion coupling mechanical property of curved prestressed concrete girder bridge, under bending and asymmetrical torsional load, the properties correlation with torsion were researched in this article.
The formula of equipollent load of spatial pre-stress was deduced based on the equilibrium equation of curved prestressed concrete girder bridge. The formula of twist moment caused by spatial pre-stress was also deduced. Stress distribution of the boxing section caused by pre-stress was analyzed by spatial finite element method.
Under bending and asymmetrical torsional load, the formulas, which were fit to analyze the warp stress and warp bimoment of curved prestressed concrete girder, were established. The equations of warp bimoment could be solved by the initial parameter method. Based on case study, under unit positive and eccentric loads the variable rules of warp bimoment and torsion of the boxing section were studied. Warp ratio was presented to describe the distortion degree of boxing section.
On the basis of variable-angle spatial truss model theory, considering softening of concrete, the equation which was appropriate for calculating the ultimate torsional strength of curved prestressed concrete girder was deduced.
A two spans continuous curved prestressed concrete girder bridge was analyzed by the spatial finite element method. The stress and deflection distributions under different loads were showed in the article. According to the calculated result, primary stress contour charts of inward and outward web which was under composite load were given out.
The design method of curved prestressed concrete box girder was proposed. And a relevant design example was presented.
推导了空间预应力等代荷载的计算公式,给出了混凝土曲线箱梁由预应力引起的扭矩的计算公式,并应用有限元程序对预应力引起的效应从箱梁横截面应力层面上进行分析。
推导了预应力混凝土曲线箱梁在弯曲和非对称扭转共同作用下的翘曲应力和翘曲双力矩的计算公式,并应用初参数法进行求解。结合工程实际,研究了单位移动正载及偏载作用下,不同位置箱梁截面的翘曲双力矩及扭矩的变化规律。引入翘曲比对截面翘曲程度进行描述。
基于变角度空间桁架模型,考虑混凝土软化效应,对预应力混凝土曲线箱梁的抗扭承载力计算公式进行推导。
利用有限元方法对两跨连续预应力混凝土曲线箱梁桥进行了分析,给出了曲线箱梁在自重、预应力及外荷载作用下截面应力及位移的分布,并根据计算结果给出了复合荷载作用下,曲线箱梁内外侧腹板主应力的等值线图。
提出了预应力混凝土曲线箱梁桥的设计方法,并进行了该类桥型的实例设计。
Due to the influence of plan curvature, under load the torsion will appear inevitably in curved girder bridge, which will also cause bending deformation. Aimed at the flexure-torsion coupling mechanical property of curved prestressed concrete girder bridge, under bending and asymmetrical torsional load, the properties correlation with torsion were researched in this article.
The formula of equipollent load of spatial pre-stress was deduced based on the equilibrium equation of curved prestressed concrete girder bridge. The formula of twist moment caused by spatial pre-stress was also deduced. Stress distribution of the boxing section caused by pre-stress was analyzed by spatial finite element method.
Under bending and asymmetrical torsional load, the formulas, which were fit to analyze the warp stress and warp bimoment of curved prestressed concrete girder, were established. The equations of warp bimoment could be solved by the initial parameter method. Based on case study, under unit positive and eccentric loads the variable rules of warp bimoment and torsion of the boxing section were studied. Warp ratio was presented to describe the distortion degree of boxing section.
On the basis of variable-angle spatial truss model theory, considering softening of concrete, the equation which was appropriate for calculating the ultimate torsional strength of curved prestressed concrete girder was deduced.
A two spans continuous curved prestressed concrete girder bridge was analyzed by the spatial finite element method. The stress and deflection distributions under different loads were showed in the article. According to the calculated result, primary stress contour charts of inward and outward web which was under composite load were given out.
The design method of curved prestressed concrete box girder was proposed. And a relevant design example was presented.
引文
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[7]黄剑源,谢旭.薄壁曲线杆系结构空间分析的刚度法[J].土木工程学报, 1994, 27(5): 3-19
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[11] Lyons L.P.R. A general mite element system with special reference to the analysis of celluar structures[D]. Imperial College of Science and Technology, London, England, 1977
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[13] Jirousek J, Bouberguig A. A macro-element analysis of prestressed curved box-girder bridges[J]. Computers & Structures, 1979, 10(3): 467-482
[14] Adet Fam, Cart Turkstra. A finite element scheme for box bridge analysis[J]. Computers & Structures, 1975, 5(2): 179-186
[15] Iph K, Aneja A.M., Frederic Roll M. Model analysis of curved box beam highway bridge[J]. Journal of Structural Division, ASCE, 1971(12): 2861-2878
[16]杨冰.预应力混凝土和钢筋混凝土曲线箱梁的非线性有限元分析和试验[D].上海:同济大学, 1987
[17]项贻强.斜弯桥梁的空间分析理论及其试验研究[D].杭州:浙江大学, 2000
[18]徐艳秋,许克宾,王丽.薄壁弯梁桥空间有限元分析[J].土木工程学报, 2003, 36(2): 58-62
[19]林同炎, NED H. BURNS.预应力混凝土结构设计(第三版)[M].北京:中国铁道出版社, 1983
[20]邵容光,夏淦.混凝土弯梁桥[M].北京:人民交通出版社, 1993
[21] Hartl H, Sparowitz L, Elgamal A. The 3D computational Modeling of Reinforced and Prestressed Concrete Structures”, Bergmeister K. (ed.), Proceedings of the 3rd International PhD Symposium in Civil Engineering, Vienna, 2000, vol. 2
[22]何雄君,邵吉林等.预应力混凝土桥梁钢混协作关系研究[J].武汉理工大学学报, 2004, 28(3): 330-333
[23]长安大学.预应力混凝土连续弯箱梁桥预应力损失参数研究报告[R].西安:长安大学, 2000
[24]刘志文,宋一凡.空间曲线预应力束摩阻损失参数[J].西安公路交通大学学报. 2001, 21(3):42-44
[25]宋玉普,车轶等.空间多曲线型预应力钢索的预应力摩擦损失研究[J].土木工程学报. 2002, 35(6): 105-108
[26]李卫国,徐步青,胡克辉.空间多曲线钢索预应力摩擦损失试验研究[J].石家庄铁道学院学报. 2000, 13(1): 14-17
[27]胡光祥,陈东杰等.空间曲线预应力束摩擦损失的测试和摩擦系数反演[J].建筑科学. 2004, 20(5): 26-29
[28]钟铭,李文会,袁长卿.曲线梁桥预应力束摩阻损失计算[J].石家庄铁道学院学报, 1998, 11(4): 48-53
[29] T.Y. Lin International, Las Lomas. Bridge-Causes of Structural Failure[R]. Report to Department of Army, San Francisco District Corp.of Engineers, 1979
[30] T.Y. Lin International, "Interim Report-Kapiolani Interchange On-Ramp[R]. Project No. I-HI-1(159):24," Hawaii DOT, 1982
[31] Podolny, W. The cause of cracking in post-tensioned concrete box girder bridges and retrofit procedures, PCI J, 1985, 30(2): 82-139
[32] Caltrans. Bridge Memo-to-Designers, Vol.1[M], California Department of Transportation, Sacramento, 1996
[33]王爱梅,孙广华.曲线梁桥预应力钢索侧向崩出的预防[J].江苏交通科技, 2000, 5: 17-19
[34]王钧利.曲线箱梁桥的病害分析及设计对策[J].中外公路, 2005, 25(4): 102-105
[35]朱振锋.预应力平面曲线梁钢索侧向崩出的探讨[J].广东土木与建筑, 2002, 4: 31-33
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