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![Buckling coefficients obtained numerically and by Vu et al. [7].](profile/Jose-Ferreira-Filho/publication/355379602/figure/tbl1/AS:1080415704088578@1634602585785/Buckling-coefficients-obtained-numerically-and-by-Vu-et-al-7_Q320.jpg)
The use of welded steel girders with slender web plates is an efficient and sustainable solution, especially to construction in which the main goal is to overcome large spans, such as bridges. However, the stability of these members could be compromised by compressive stresses from the action of bending moments. Although the elastic buckling behavi...
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This article discusses the experimental testing of tapered castellated beams (TCBs) under mid-span concentrated load. These beams are created by cutting the webs of standard I-sections in a particular zigzag pattern and rejoining the two parts by placing variable expansion plates between web posts and welding them together. Generally, the depth of...
Citations
... It is assumed that there are no large deviations in the optimization space considered in this study from the optimization space of such simplified approaches, since their results can approximate the actual result very well. On the other hand, it has been shown in many studies (see, e.g., [32,33]) that the variation in the buckling coefficient of a plate girder with a single stiffener with varying stiffener locations does not yield local optima, and the optimum position of the single stiffener is unique. Therefore, from the aforementioned points it can be deduced that the optimum configuration in the case of two stiffeners is unique and independent of the starting guess of the solution. ...
This work performs an investigation into the optimal position of two longitudinal stiffeners with different cross-section shapes such as open section (L-shaped and T-shaped) and closed section (rectangular and triangular shapes) shapes of stiffened plate girders under bending loading through an optimization procedure using a gradient-based interior point (IP) optimization algorithm. The stiff-ener optimum locations are found by maximizing the bend-buckling coefficient, k b , generated from eigenvalue buckling analyses in Abaqus. The optimization procedure efficiently combines the finite element method and the IP optimization algorithm and is implemented using the Abaqus2Matlab toolbox which allows for the transfer of data between Matlab and Abaqus and vice versa. It is found that the proposed methodology can lead to the optimum design of the steel plate girder for all stiffener cross-section types with an acceptable accuracy and a reduced computational effort. Based on the optimization results, the optimum positions of two longitudinal stiffeners with various cross-section shapes are presented for the first time. It is reported that the optimum locations of two longitudinal stiffeners with open cross-section shapes (T-and L-shaped) are similar to that of flat cross-section, while the optimum positions of two longitudinal stiffeners with closed cross-section types (rectangular and triangular sections) are slightly different. One of the main findings of this study is that the bend-buckling coefficient of the stiffened girder having stiffeners with triangular cross-section shape is highest while that with flat cross-section shape is lowest among all considered stiffener types and this latter case has minimum requirement regarding the web thickness.
