Steel Buildings in Europe

Part 11: Moment Connections 11 - 17 In Tables 4.10 to 4.39, the following information is given:  A detailed sketch of the connection  The basic parameters (profile, bolt size, bolt class, end plate thickness)  The main design resistances (moment resistance, axial resistance, shear resistance). The tables provide the following results:  The design moment resistance M j,Rd + for positive moment  The minimum span length L b,min for the connection to be considered as ‘rigid’, for positive moment  The design moment resistance M j,Rd – for negative moment  The minimum span length L b,min for the connection to be considered as ‘rigid’, for negative moment  The design axial resistance N t,j,Rd for tension  The design axial resistance N c,j,Rd for compression  The maximum shear resistance V j,Rd for which no interaction with bending moment needs to be considered. When a connection is subjected to a bending moment M Ed and an axial force N Ed , a linear interaction criterion should be applied from the above mentioned resistances: N Ed / N j,Rd + M Ed / M j,Rd ≤ 1,0 The interaction should use the appropriate design resistances, in the same direction as the internal forces:  N t,j,Rd or N c,j,Rd for the axial force (tension or compression)  M j,Rd + or M j,Rd – for the bending moment (positive or negative) 4.2 Main design assumptions The tables have been prepared using the PlatineX software available on the web site www.steelbizfrance.com. This software can be freely used online and allows the designer to deal with any configuration of connections – apex or eaves connection. The tables are based on the following design assumptions:  Calculations according to EN 1993-1-8  S235 end plate and stiffeners with S235 members, S275 otherwise  Bolt classes 8.8 and 10.9  Partial factors  M as recommended (not to any particular National Annex).