A parametric study on the longitudinal stiffeners of web panels

Nonlinearity in the postbuckling behaviour of thin steel shear panels

“…Recently, nonlinear finite element studies on steel plate shear walls [12,13] emphasized that due to the out-of-plane bending deformations produced at the postbuckling stages, there is a substantial difference in the stress patterns on the two sides of panels. Further studies on cracked and stiffened shear webs by the present author and his colleagues [14][15][16][17][18] indicated similar findings.…”

Numerical Study on Required Stiffness of Longitudinal Stiffener in Plate Girders

“…한편, 수평보강재의 최적 위치 및 필요 강성에 관한 연 구는 Azhari와 Bradford [2] , Alinia와 Moosavi [3] , Maiorana 등 [4] , Issa-El-Khoury 등 [5] 에 의해 수행되었다. 특히, Alinia와 Moosavi는 웨브의 형상비가 1.0보다 큰 경우 AASHTO LRFD 기준 [6] 의 수평보강재 강성 기준이 지나치게 안전측임을 해석적 연구로부터 제시하였다.…”

“…Based on the parametric analysis, the required stiffness of the longitudinal stiffener to satisfy the buckling strength specified in AASHTO LRFD specifications was presented. Keywords -Stiffened web, Buckling strength, Unsymmetric girder, Longitudinal stiffener, Required stiffness , Alinia와 Moosavi [3] , Maiorana, Issa-El-Khoury 등 …”

Elastic web bend-buckling analysis of longitudinally stiffened I-section girders

“…More recent numerical investigations by Frank and Helwig (1995), Azhari and Bradford (1993), Alinia and Moosavi (2008), and Graciano and Lagerqvist (2003) have used numerical approaches to develop approximate formulae for buckling coefficients. Frank and Helwig (1995) developed an expression associated with buckling coefficients for singly symmetric girder webs with and without a single longitudinal stiffener using the results of a finite element analysis.…”

“…The local buckling of the stiffener was then considered, and recommendations were made regarding the stiffener proportions that would cause yielding of the stiffener before it buckled locally. Alinia and Moosavi (2008) investigated the optimum location and dimensions of longitudinal stiffeners in web plates under in-plane bending by utilizing the finite element method in which the boundary conditions along the transverse stiffeners and web-flange juncture were assumed to be simply supported. Using the finite element method, Graciano and Lagerqvist (2003) proposed buckling coefficients for longitudinally stiffened plate girders subjected to partial edge loading or concentrated loads.…”