Postbuckling analysis of beams of arbitrary cross section using BEM

European design approaches for isolated cold-formed thin-walled beam–columns with mono-symmetric cross-section

“…[18][19][20][21] load carrying capacity of the former is always greater than the latter: the ratio LCC G:M: =LCC 15512 increases with the increasing of the member length being slightly dependent on the distribution of the applied moment. Maximum values of this ratio are in the range 1.20-1.25 except than for R_uprights, being the benefits associated with the use of the General Method slightly lower than 18%; as to the comparison between the General Method and the EC3-1-3 approach (Table 5 and Figs. [22][23][24][25], it can be noted that the maximum values of LCC G:M: =LCC EC3-1-3 ratio are up to 1.45, to confirm that the EC3-1-3 approach is the more conservative, despite overestimating the beam-column elastic buckling domain.…”

“…Despite very refined formulations that are nowadays available [11][12][13][14][15][16][17][18][19][20][21][22][23][24] proposing beam elements for linear and non-linear analysis to accounting for material and geometrical non-linearity,…”

Lateral-torsional buckling of simply supported beams under uniform bending and axial tensile force

“…Moderate large displacements and nonlinear relationships between bending moments and curvatures were used. The same authors presented [13], using the above method, post-buckling analyses of beams, covering also the general case. A lateral post-buckling analysis of thin-walled open section beams, to the context of large displacements and small deformations, was also performed by Mohri et al [14].…”

“…The approximation in our case consists in the expression of the initial value of ϕ(ξ ) which is taken from the linear solution (Eq. (13)) and the replacement of the trigonometric function of sin ϕ by the corresponding Taylor's series which is…”

A large torsion beam finite element model for tapered thin-walled open cross sections beams

“…Efficient tools are available for the behavior and lateral buckling resistance of prismatic thin-walled beams. The literature is rich in both theory [1][2][3][4], numerical models [5][6][7][8][9] and recommendations in design codes [10][11][12]. Validation and models comparisons are available in [13][14][15][16][17][18][19].…”