Steel Buildings in Europe

Title APPENDIX A. Worked Example: Snow load applied on a single-storey building 3 of 8 3 - 38 0,52 kN/m 2  Case (i) 0,26 kN/m 2 0,52 kN/m 2 Case (ii) 0,52 kN/m 2 0,26 kN/m 2 Case (iii) Figure A.2 Snow load arrangements on the upper roof in persistent design situation EN 1991-1-3 Figure 5.3  Accidental design situations – exceptional load on the ground - Case (i): Undrifted load arrangement   1 (  = 8,5°) = 0,8 s = 0,8  1,30 = 1,04 kN/m 2 - Case (ii): Drifted load arrangement 0,5  1 (  = 8,5°) = 0,4 s = 0,4  1,30 = 0,52 kN/m 2 - Case (iii): Drifted load arrangement The case (iii) is symmetrical about the case (ii) because of the symmetry of the roof (  1 =  2 = 8,5°) 1,04 kN/m 2  Case (i) 0,52 kN/m 2 1,04 kN/m 2 Case (ii) 1,04 kN/m 2 0,52 kN/m 2 Case (iii) Figure A.3 Snow load arrangements on the upper roof in accidental design situation  Accidental design situations – exceptional drift:  This case is not applicable. There are no parapets or valleys.