Steel Buildings in Europe

Title A.2 Worked Example – Simply supported beam with intermediate lateral restraints 7 of 7 4 – 70 2.6.2. Deflection due to G k + Q s : 82,10 mm 10 23130 210000 384 (15000) 5 6,05 384 ) 5 ( 4 4 y 4 s tot          E I w G Q L w c = 30 mm pre-camber w max = w tot – w c = 82,10 – 30 = 52,10 mm The deflection under ( G k + Q s ) is L /288. EN 1990 § A1.4.3 2.6.3. Deflection due to Q s : 48,90 mm 10 23130 210000 384 (15000) 5 3,60 384 5 4 4 y 4 3         E I w (Q ) L s The deflection under Q s is L /307. Note : The limits of deflection should be specified by the client. The National Annex may specify some limits. EN 1993-1-1 § 7.2.1