Steel Buildings in Europe

Part 5: Joint Design 5 – 62 4.2.5 Local stability of the notched beam n h h n n d d d nt nt nb l l l b b When the beam is restrained against lateral torsional buckling, no account need be taken of notch stability provided the following conditions are met: For one flange notched, basic requirement: [5],[6] d nt  h b / 2 and: l n  h b for h b / t w  54,3 (S275 steel) l n    3 b w b / 160000 h t h for h b / t w > 54,3 (S275 steel) l n  h b for h b / t w  48,0 (S355 steel) l n    3 b w b / 110000 h t h for h b / t w > 48,0 (S355 steel) For both flanges notched, basic requirement: [7] max (d nt ; d nb )  h b / 5 and: l n  h b for h b / t w  54,3 (S275 steel) l n    3 b w b 160000 h t h for h b / t w > 54,3 (S275 steel) l n  h b for h b / t w  48,0 (S355 steel) l n    3 b w b 110000 h t h for h b / t w > 48,0 (S355 steel) Where the notch length l n exceeds these limits, either suitable stiffening should be provided or the notch should be checked to References 5, 6 and 7. For S235 and S460 members see References 5, 6 and 7.