European Recommendations on the Stabilization of Steel ... - Xs4all

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Annex 2: ExamplesContact moment (ultimate limit state)b kN 0.1mkNmmK = qd⋅ = 3.7 ⋅ = 0. 1852 m 2 mMaximum bending moment (here: at intermediate supports)( 6.0m)2l kNMEd= qd⋅ = 3.7 ⋅ = 11. 10kNm12 m 12With the correction factor k c = 0.91, the stabilization moment is21mϑA= ⋅C4ϑA⋅ϑ0kc⋅ E ⋅ IzCϑA⋅ −12MEd1=4 kN0.91 ⋅ 21000 ⋅142cmkNm21.687 ⋅cm2m ( 11.10kNm)kNm= 0.056m4−1⋅1.687kNmm⋅ 0.06which is lower than the contact moment. Thus, the limitation is fulfilled.Limitation of the rotation moment at the serviceability limit state is calculated on the basis ofthe expressions in chapter 2.5.Contact moment (serviceability limit state)b kN 0.1mkNmmK = qd⋅ = 2.7 ⋅ = 0. 1352 m 2 mWith this moment the rotation of the beam ismK 0.135kNm/ mϑ = == 0. 08radC 1.687kNm/ mϑAwhich fulfils the limitation ϑ ≤ 0.08.57
<strong>European</strong> <strong>Recommendations</strong> on the Stabilization of Steel Structures by Sandwich PanelsExample No. 2: Torsional restraint of a cold-formed C-sectionSandwich wall panels are used to stabilize a cold-formed C-section. The second momentof inertia about the weak axis is I z = 101.9 cm 4 . The section is loaded by a transverse load(wind pressure)q d = 2.7 kN/m (ultimate limit state)q d = 1.8 kN/m (serviceability limit state)which results in a bending moment M E,d . The section is installed as a single span system witha span of 4.5 m. The section shall stabilized against lateral torsional buckling.For the sandwich panels, the following parameters apply:- Core material PUR, E Cc = 4 N/mm², E Ct = 3 N/mm², f Cc = 0.12 N/mm².- Steel faces with nominal thicknesses t F1 = 0.50 mm, t F2 = 0.40 mmThe C-section has a width of the flange of b = 60 mm. Fixing is done with at least twofasteners per panel with a width of one meter (n f ≥ 2 m -1 ).Fig. A.5: C-section, sandwich panel and fasteningThe requirements according to Table 2.4 are met.Modulus of elasticity of the core:⎛ N N ⎞E C= 0.5⋅⎜3=⎝ mm mm ⎠+ 4 3. 52 2⎟No reduction for duration of loading (creep) is required. The action with the shortest time ofload duration becomes crucial. For the action of the wind load, φ ϑ,t = 0.0. During the time ofloading, a temperature of 0°C is assumed in this example. From Table 2.3, we obtain c 3 =5.11∙10 -4 m 2 .andCNmm−42 N Nmm kNm= c3⋅ EC,t= 5.11⋅10m ⋅3.5= 1789 1. 7892mm mm mϑ 1=258
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