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Recently, a remarkable progress has been made in the field of the ultimate strength study of steel arches. Knowledgei7) of the behavior of various types of steel arches in the ultimate state considering yielding of material, finite deformations and influence of the residual stresses has been accumulated ready for practical use. A certain number of papers3),7 are discussing the design method of them reflecting the results obtained by the ultimate strength analysis. But, as for stiffened arches of deck type, the study is not sufficiently deepened and there are some problems left unresolved. The in-plane collapse of stiffened arches may be differentiated in two modes. One is the failure as an integrated structure composed of an arch rib and a stiffening girder. The character of the integrated strength of stiffened arches is estimated to be similar to that of not stiffened arches. This submits a problem how to express the ultimate strength referring to that of two hinged arches. Zui, Shinke and Namita6 present the strength as a function of a total slenderness ratio given by using the total moment of inertia and total area of the arch rib and stiffening girder. Another collapse is caused by the failure of arch rib members between adjacent panel points. Concerning this problem, there is no ultimate strength study reported hitherto. Especially, when the arch rib has comparatively high rigidity, the arch rib is usually designed as a continuously curved one conforming with the continuously curved arch axis. Therefore, the arch rib members between the vertical posts are regarded as initially crooked beam-columns subjected to both bending and axial compression. This large crookedness and combined stresses will reduce the strength to a certain extent compared with ordinary straight columns or beam columns. But, this reduction of the strength of the arch ribs is expected to be fairly improved by employing a polygonal arch axis which forms a straight line between the panel points of the arch. This paper presents an approach to the above mentioned problems through parametric numerical analyses of the load carrying capacity of stiffened steel arches of deck type. The through type of stiffened arches is not referred herein considering the well-known extremely high buckling strength as a whole structure. But, as for the local failure of the arch ribs, the results presented here may be applicable to them. In this analysis, the effect of the finite deformation, yielding of material and residual stresses is included, but the yielding and buckling of the posts is neglected.

LOAD CARRYING CAPACITY OF TWO HINGED STEEL ARCH BRIDGES WITH STIFFENING DECK