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

<strong>European</strong> <strong>Recommendations</strong> on the Stabilization of Steel Structures by Sandwich PanelsTable 2.4: Application range60 mm ≤ b ≤ 180 mm hot rolled beams symmetric about minor axis60 mm ≤ b ≤ 80 mm cold formed ∑-, Z-, U- or C-section2.0 N/mm² ≤ E C ≤ 8.0 N/mm² elastic modulus of the core material (mean value)0.38 mm ≤ t cor ≤ 0.71 mm core sheet thickness of the face t F1 , t F2 (steel)0.50 mm ≤ t ≤ 0.65 mm sheet thickness of the face t F1 , t F2 (aluminium)1 m -1 ≤ n f ≤ 4 m -1 number of fasteners per meter length in the governingline of fixingqf Ccf Ct ≥ 0.06 N/mm²d W ≥ 16 mmL e ≥ d Ctorsional restraint is only provided with downwardloading and only for predominantly static loadingcompression strength of the core material (characteristicvalue)f Cc ≥ 0.08 N/mm²f Cc ≥ 0.05 N/mm²core materials PU and EPScore material mineral wooltensile strength of the core material (characteristic value)diameter of washeroverhang of the panel (see Fig. 2.4), distance to the edgeof an openingComments:An alternative approach for the determination of C ϑ1 and C ϑ2 was developed by Dürr [9] and isincluded in the German standard DIN 18800-2 [13], and in the German national Annex to EN 1993-1-3 [14]. Compared to the approach presented in these <strong>Recommendations</strong>, the approach of [9] oftenleads to considerably higher values, but has a smaller application range.2.4 Limitation of stabilization momentWithin the simplified design model introduced here using a secant value C ϑA , thestabilization moment m ϑA shall be limited to the contact moment m K . According to [40] thestabilization moment should be calculated using1m ⋅ϑ(6)ϑA= ⋅ C4ϑAkc⋅ E ⋅ IzCϑA⋅ −12MEd0wherek c according to EN 1993-1-1 [22], table 6.6 or [17], table 3ϑ 0 initial rotation (imperfection), to be taken to 0.0622