Steel Buildings in Europe

Title A.3 Worked Example – Simply supported, secondary composite beam 10 of 10 4 – 80 For the permanent action: n = 2 E a / E cm = 19,08 for permanent loads ( G k )  b equ = 1,875 / 19,06 = 0,0984 m The second moment of area is calculated as: I y = 18 900 cm 4 The deflection can be obtained by combining the second moment of area for the variable and the permanent actions as follows: 10 24540 7 50 10 18900 9 80 210000 384 5 7 5 8 8 4                , , , w 16 mm EN 1994-1-1 § 5.4.2.2(11) The deflection under ( G k + Q k ) is L /469 EN 1994-1-1 § 7.3.1 Note 1: The deflection limits should be specified by the client and the National Annex may specify some limits. Note 2: The National Annex may specify limits concerning the frequency of vibration. EN 1994-1-1 § 7.3.2