6.3 Column web stiffener

6.3.1 Description

The objective of this study is a verification of component based finite element method (CBFEM) of a class 4 column web stiffener in a beam-to-column joint with research FEA model (RFEM) created in Dlubal RFEM software and component method (CM).

6.3.2 Research FEA model

Research FEA model (RFEM) is used to verify the CBFEM model. In the numerical model, 4-node quadrilateral shell elements with nodes at its corners are applied. Material and geometric nonlinear analysis with imperfections (GMNIA) is applied. Equivalent geometric imperfections are derived from the first buckling mode and the amplitude is set according to Annex C in EN 1993-1-5:2006. A numerical model is shown in Fig. 6.3.1.

Fig. 6.3.1 Research FEA model of a beam-to-column joint with slender column web stiffener

6.3.3 CBFEM

The design procedure for slender plates is described in section 3.10. The buckling analysis is implemented in the software. The calculation of the design resistances is done according to design procedure. FCBFEM is interpolated by the user until ρ · α_ult,k/γ_M1 is equal to 1. A beam-to-column joint with a slender column web stiffener is studied. Same cross-section is used for the beam and the column. The thickness of the column web stiffener is changing. The geometry of the examples is described in Tab. 6.3.1. The joint is loaded by bending moment.

Tab. 6.3.1 Examples overview

6.3.4 Global behaviour and verification

The global behaviour of a beam-to-column joint with a slender column web stiffener of thickness 3 mm described by moment-rotation diagram in CBFEM model is shown in Fig. 6.3.2. Attention is focused to the main characteristics: design resistance and critical load. The diagram is completed with a point where yielding starts and resistance by 5 % plastic strain.

Fig. 6.3.2 moment-rotation curve of example t3

6.3.5 Verification of resistance

The design resistance calculated by CBFEM Idea RS software is compared with RFEM. The comparison is focused on the design resistance and critical load. The results are ordered in Tab. 6.3.2. The diagram in Fig. 6.3.3 c) shows the influence of the thickness of the column web stiffener on the resistances and critical loads in the examined examples.

Tab. 6.3.2 Design resistances and critical loads of RFEM and CBFEM

The results show very good agreement in critical load and design resistance. The CBFEM model of the joint with web stiffener thickness 3 mm is shown in Fig. 6.3.3a. The first buckling mode of the joint is shown in Fig. 6.3.3b.

Fig. 6.3.3 a) CBFEM model b) First buckling mode c) Influence of stiffener’s thickness on resistances and critical loads

Verification studies confirmed the accuracy of the CBFEM model for prediction of a column web stiffener behaviour. Results of CBFEM are compared with the results of the RFEM. All procedures predict similar global behaviour of the joint. The difference in design resistance is in all cases up to 10%.

6.3.6 Benchmark example

Inputs

Beam

• Steel S235
• Flange thickness t_f = 20 mm
• Flange width b_f = 400 mm
• Web thickness t_w = 12 mm
• Web height h_w = 600 mm

Column

• Steel S235
• Flange thickness t_f = 20 mm
• Flange width b_f = 400 mm
• Web thickness t_w = 12 mm
• Web height h_w = 600 mm

Upper column web stiffener

• Steel S235
• Stiffener thickness t_w = 20 mm
• Stiffener width h_w = 400 mm

Lower column web stiffener

• Steel S235
• Stiffener thickness t_w = 3 mm
• Stiffener width h_w = 400 mm

Outputs

• Load by 5% plastic strain M_ult,k = 596 kNm
• Design resistance M_CBFEM = 304 kNm
• Critical buckling factor (for M = 304 kNm) α_cr = 0,94
• Load factor by 5 % plastic strain α_ult,k = M_ult,k / M_CBFEM = 596/304 = 1,96