Steel Buildings in Europe

Part 11: Moment Connections 11 - 20 4.3.2 Eaves connections The minimum span length to consider the eaves connection as fully rigid is relatively low when a haunch is provided, and in practice these connections will always be used for portal frames with a span length greater than this minimum value. The connections may therefore be considered as rigid. Without a haunch, the bending resistance is lower and the connection might be classified as semi-rigid. Therefore it is good practice to design the eaves connections with a haunch, so that the overall depth is at least 1,5 times the depth of the rafter. The shear resistance of the column web is often the critical criterion. For the eaves connections, the shear force is significant but the verification is generally not critical for the design. Table 4.7 Eaves connections (S235 members) – Moment resistances (kNm) Profile End plate t p (mm) Bolt size Bolt class Haunch ½ haunch No haunch IPE 300 15 M16 8.8 177,2 134,7 87,4 15 10.9 136,4 20 8.8 134,7 IPE 400 20 M20 8.8 388,0 291,2 186,6 20 10.9 293,9 25 8.8 291,2 IPE 500 25 M24 8.8 683,3 511,0 327,8 25 10.9 514,9 20 8.8 500,2 Table 4.8 Eaves connections (S275 members) – Moment resistances (kNm) Profile End plate t p (mm) Bolt size Bolt class Haunch ½ haunch No haunch IPE 300 15 M16 8.8 204,1 154,3 98,9 15 10.9 158,2 20 8.8 154,3 IPE 400 20 M20 8.8 451,8 338,3 214,8 20 10.9 341,6 25 8.8 338,3 IPE 500 25 M24 8.8 795,8 593,9 379,0 25 10.9 599,2 20 8.8 580,9