# Column web stiffener

This is a selected chapter from book Component-based finite element design of steel connections by prof. Wald et al. The chapter is focused on verification of buckling of column stiffener.
$$DescriptionThe 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 a research FEA model (RFEM) created in Dlubal RFEM software and component method (CM).Research FEA modelResearch 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. Geometrically and materially 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. The 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 stiffenerCBFEMThe 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 ρ ∙ αult,k/γM1 is equal to 1. A beam-to-column joint with a slender column web stiffener is studied. The 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 ExampleColumn/beam flange Column/beam web StiffenerMaterial bftfhwtwts [mm][mm][mm][mm][mm] t340020600123S235 t440020600124S235 t540020600125S235 t640020600126S235 Global behavior and verificationThe global behavior 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 on 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 t3Verification of resistanceThe design resistance calculated by CBFEM Idea StatiCa 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 ExampleMcr αcrMRd αult,kDiff. RFEMCBFEMCBFEMRFEMCBFEMCBFEMMCBFEM / MRFEM [kNm][kNm][-][kNm][kNm][-][%] t32602860,942903041,955 t45115651,334194251,432 t58749521,745325471,123 t6134614672,375806191,006 The results show very good agreement in critical load and design resistance. The CBFEM model of the joint with web stiffener with the thickness of 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) Geometrical model b) First buckling mode c) Influence of stiffener’s thickness on resistances and critical loadsVerification studies confirmed the accuracy of the CBFEM model for the prediction of a column web stiffener behavior. The results of CBFEM are compared with the results of the RFEM. All procedures predict similar global behavior of the joint. The difference in design resistance is in all cases below 10%.Benchmark exampleInputsBeam Steel S235 Flange thickness tf = 20 mm Flange width bf = 400 mm Web thickness tw = 12 mm Web height hw = 600 mm Column Steel S235 Flange thickness tf = 20 mm Flange width bf = 400 mm Web thickness tw = 12 mm Web height hw = 560 mm Section height h = 600 mm Upper column web stiffener Steel S235 Stiffener thickness tw = 20 mm Stiffener width hw = 400 mm Lower column web stiffener Steel S235 Stiffener thickness tw = 3 mm Stiffener width hw = 400 mm Code setup – Model and mesh Number of elements on biggest member web or flange 24 Outputs Load by 5% plastic strain Mult,k = 594 kNm Design resistance MCBFEM = 304 kNm Critical buckling factor (for M = 304 kNm) αcr = 0,94 Load factor by 5 % plastic strain αult,k = Mult,k / MCBFEM = 594/304 = 1,95 Sample files Open in Viewer Download$$