Steel Buildings in Europe

Title APPENDIX A. Worked Example: Snow load applied on a single-storey building 5 of 8 3 - 40 The recommended range is: 0,8   w  4 At ridge:   h / s k = 2  3/0,65 = 9,2  w = (10 + 40)/(2  3) = 8,3    h / s k  At eave:   h / s k = 2  4,25/0,65 = 13,1  w = (10 + 40)/(2  4,25) = 5,9    h / s k But  w should be maximum 4, so:  w = 4 Therefore: s = 4  0,65 = 2,60 kN/m 2 l s is the drift length determined as: l s = 2 h This drift length varies between 6 m at ridge to 8,50 m at eaves. The recommended restriction is: 5 m ≤ l s ≤ 15 m EN 1991-1-3 § 5.3.6(1) 2,60 kN/m 2 6,00 m 8,50 m 2,60 kN/m 2 0,52 kN/m 2 0,52 kN/m 2 Figure A.5 Drifted snow load arrangement on the lower roof in the case of abutting to taller construction works in persistent design situation EN 1991-1-3 Figure 5.7  Accidental design situations – exceptional load on the ground:  - Case (i): Undrifted load arrangement   1 (5,7°) = 0,8 s = 0,8  1,3 = 1,04 kN/m 2 The arrangement is the same as Figure A.4 with: s = 1,04 kN/m 2 - Case (ii): Drifted load arrangement The arrangement is the same as Figure A.5 with: s 1 = 1,04 kN/m 2