Description
The objective of this study is verification of component-based finite element method (CBFEM) of a beam-column joint with a class 4 column web with component method (CM).
Analytical model
The component column web panel in shear is described in cl. 6.2.6.1 in EN 1993-1-8:2005. The design method is limited to column web slenderness d / tw ≤ 69 ε. Webs with higher slenderness are designed according to EN 1993-1-5:2006 cl. 5 and Annex A. The shear resistance is made of shear buckling resistance of the web panel and resistance of the frame made of the flanges and stiffeners surrounding the panel. The buckling resistance of the web panel is based on the shear critical stress
\[ \tau_{cr} = k_{\tau} \sigma_E \]
where σE is the Euler critical stress of the plate
\[ \sigma_E = \frac{\pi^2 E}{12 (1-\nu^2)} \left ( \frac{t_w}{h_w} \right )^2 \]
The buckling coefficient kτ is obtained in EN 1993-1-5:2006, Annex A.3.
The slenderness of the web panel is
\[ \bar{\lambda_w} = 0.76 \sqrt{\frac{f_{yw}}{\tau_{cr}}} \]
The reduction factor χw may be obtained in EN 1993-1-5:2006 cl. 5.3.
The shear buckling resistance of the web panel is
\[ V_{bw,Rd} = \frac{\chi_w f_{yw} h_w t_w}{\sqrt{3} \gamma_{M1}} \]
The resistance of the frame may be designed according to cl. 6.2.6.1 in EN 1993-1-8:2005.
Design finite element model
The design procedure for slender plates is described in section 3.10. The linear buckling analysis is implemented in the software. The calculation of the design resistances is done according to the design procedure. FCBFEM is interpolated by the user until is equal to 1.
