Current AASHTO specifications pertaining to the analysis and design of horizontally curved bridges are based upon research work conducted prior to 1978. Since then a significant amount of work has been conducted to further advance analysis methods and to better understand the behavior of these complex structural systems. Unfortunately, the results of these various research efforts are scattered and, in some cases, unevaluated. This paper complements and updates survey articles published in 1968 and 1978 and presents highlights of the analytical work conducted on horizontally curved steel I-girder bridges.

Horizontally Curved Steel I-Girders State-of-the-Art Analysis Methods

An energy‐based plate buckling formulation is adapted specifically for use in predicting local buckling behavior of W shape members used as columns, beams, and beam‐columns. The method includes the effects of flange and web interaction, residual stresses, and elastic and inelastic behavior. The analytical technique utilizes computer computational methods and it is verified by comparing predicted buckling behavior with the behavior observed in 53 laboratory tests conducted by independent researchers. The analytical technique results in good agreement of predicted behavior with that observed during testing procedures. The technique is thus validated and is considered to be a reliable method for studying a broad range of parameters which affect the local buckling behavior of W shapes used as columns, beams, and beam‐columns.

Plate Instability of W Shapes

Two analytical approaches are used to investigate the effect of curvature on the elastic local buckling behavior of horizontally curved I-girder compression flanges. First, a governing differential equation for the isolated curved flange plate elements under various loading and boundary conditions is derived in polar coordinates and the equation is solved using the finite-difference technique. Numerical results for various curvatures and aspect ratios are generated. Second, the finite-element method using MSC/NASTRAN is used where the entire cross section of the curved I-girder is modeled. A comparison of the results from the two approaches is made and differences are explained. The effect of curvature on the elastic buckling of the flange plates is observed and a simple but conservative formulation representing this effect is derived for design use.

Local Buckling of Curved I-Girder Flanges

A seminumerical method for buckling of sector plates

Note on the stability of annular sector plates with elastically restrained edges

AN ANALYTICAL STUDY OF THE ELASTIC BUCKLING BEHAVIOR OF THE FLANGES OF HORIZONTALLY CURVED I-SHAPED GIRDERS IS PRESENTED THE PREBUCKLING FLANGE STRESSES IN THE LONGITUDINAL AND RADIAL DIRECTIONS DUE TO BENDING AND NONUNIFORM TORSION ARE DETERMINED USING AN ELASTICITY APPROACH THE MAGNITUDES OF THESE STRESSES ARE COMPARED WITH THOSE RESULTING FROM A STRENGTH OF MATERIALS APPROACH USING THESE STRESSES AND THE FINITE DIFFERENCE METHOD, BUCKLING COEFFICIENTS, K, ARE OBTAINED BY TREATING THE FLANGES OF THE GIRDER AS ELASTICALLY RESTRAINED CURVED PLATES THE INFLUENCE OF CURVATURE AND THE RATIO OF BENDING STRESS TO WARPING NORMAL STRESS ON THESE BUCKLING COEFFICIENTS IS EVALUATED THE BUCKLING COEFFICIENTS ARE COMPARED WITH THOSE FOR RECTANGULAR PLATES WIDTH TO THICKNESS REQUIREMENTS BASED ON PREVENTING LOCAL BUCKLING IN THE ELASTIC RANGE ARE ALSO OBTAINED /ASCE/

Local instability of horizontally curved members

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Local instability of horizontally curved members