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ELASTIC BUCKLING OF WEB IN I-SECTION STEEL ARCH STRUCTURE SUBJECTED TO UNIFORMLY DISTRIBUTED RADIAL LOAD
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摘要: 焊接工形截面钢拱结构具有造型美、受力性能好、制作简便等优点，在国内外均得到了较为广泛的应用。然而，我国还没有钢拱结构的专用技术规程，现行钢结构设计规范及技术规程中也都没有针对钢拱结构的技术条文。相比较于直梁、柱中的腹板，焊接工形截面钢拱的腹板同样存在着正应力和剪应力，但两者最大的不同在于腹板的几何形状，钢拱的腹板呈弧形，而梁柱的腹板为矩形，这也决定着拱板与矩形板的受力性能不同。当工形截面钢拱受径向均布荷载作用时，截面上的内力只有轴力。针对径向均布荷载作用下的工形截面钢拱结构腹板建立模型，首先通过有限元分析计算得到单块拱板在加载边简支和固支约束条件下的弹性屈曲系数，参考矩形板件的弹性屈曲理论，通过数据拟合得到相关计算式。在此基础上，考虑翼缘对腹板任意程度的嵌固约束，得到工形截面钢拱结构腹板的弹性屈曲系数及其相关计算式。Abstract: The I-section steel arch structure has been applied widely in kinds of projects because of its beautiful shape,good mechanical property and simple manufacturing.However,the technical specification for steel arch structure has not been put forward yet,and the current codes and technical regulations for design of steel structures include no technology items for steel arch structure.Compared to the web of straight beam and column,the normal stress and shear stress also exist in welding I-section steel arch,but the most difference between them is the geometrical shape of the web,that for straight beam and column is rectangular while the one for welded I-section steel arch is arc,which makes the behaviors different.When an pin-ended arch is subjected to a radial load uniformly distributed around the arch axis,the load primarily produces uniform axial compression.The models simulating the I-section steel arch subjected to uniformly distributed radial load were built,with which the elastic buckling coefficients of single archy plates were obtained under the conditions of simply supported and fixedly supported loading side,and the related formulas were obtained through data fitting referencing the theory of elastic buckling of rectangle plate.Then,the elastic buckling coefficients and the related formulas of I-section steel arch were obtained considering the arbitrary degree rotational restraints of flanges to webs.
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Key words:
- steel arch structure /
- web /
- uniformly distributed radial load /
- elastic buckling
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Pi Y L, Trahair N S.Flexural-Torsional Buckling of Arches[J].Journal of Structural Engineering, 1987, 113(4):889－906; [2] Pi Y L, Trahair N S.Flexural-Torsional Buckling Tests of Arches[J].Journal of Structural Engineering, 1987, 113(7):1433－1443; [3] Pi Y L, Trahair N S.In-Plane Inelastic Buckling and Strengths ofSteel Arches[J].Journal of Structural Engineering, 1996, 122(7):734－747; [4] 童根树, 许强.薄壁曲梁线性和非线性分析理论[M].北京:科学出版社, 2001; [5] 陈骥.钢结构稳定理论与设计[M].北京:科学出版社, 2001; [6] Bleich F.Buckling Strength of Metal Structures[M].New York:McGraw-Hill, 1952; [7] Allen H G, Bulson P S.Background to Buckling[M].NewYork:McGraw-Hill, 1980; [8] 童根树.钢结构的平面外稳定[M].北京:中国建筑工业出版社, 2007; [9] 任涛.工字梁腹板在局部承压和剪力作用下的弹性屈曲及极限承载力[D].杭州:浙江大学, 2005; [10] 任涛, 童根树.小片荷载作用下工字形梁腹板的弹性屈曲分析[J].钢结构, 2004(增刊):323－331; [11] 童根树, 任涛.工字梁的抗剪极限承载力[J].土木工程学报, 2006, 39(8):57－64; [12] 金阳, 童根树.考虑翼缘约束的工字形截面腹板的弹性屈曲[J].浙江大学学报, 2009, 43(10):1883－1891. -
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