Steel Buildings in Europe

Part 4: Detailed Design 4 – 32 End Bending criterion verified ? Calculate internal forces and moments Span length Load combination Start V Ed , M Ed Choose beam section, concrete parameters, connectors Calculate Effective width of concrete flange EN 1994 1-1 § 5.4.1.2 (5) EN 1994 1-1 § 6.6.3 Number of shear connectors per half span ( n ) Cross section data Steel grade Connectors data b eff V Rd Yes V Ed ≤ V Rd No No Longitudinal shear criteria verified ? Yes Yes No When the beam is not fully propped during construction, it has also to be checked for the construction condition without contribution of concrete slab (see SF016) and taking account of lateral torsional buckling EN 1994 1-1 § 6.6.6.2 Verification of bending resistance Calculate vertical shear resistance Verification of longitudinal shear resistance of the slab SN022 from www.access-steel.com EN 1994 1-1 § 6.2.1.2 EN 1994 1-1 § 6.2.2.2 Determine number of shear connectors per half span ( n ) using t Rd c . k P n N  or Rd c . k P n N   SLS verified ? Verify that the beam satisfies the Serviceability Limit State Yes No EN 1994 1-1 § 7.3 EN 1993 1-1 § 6.2.6 Increase transverse reinforcement? Yes No To A To A To A A To A EN 1994 1-1 § 6.6.4 Figure 5.5 Design of simply supported composite beams with full shear connection and Class 1 or 2 steel beams Partial interaction Where the size of the steel beam is defined either by the unpropped construction condition or by the serviceability of the completed structure, it will have excess resistance for the ultimate limit state of the composite section. In such cases, adopting partial shear connection is likely to be more economic. In this case, Figure 5.6 to Figure 5.9 present the overall procedure and detailed sub-processes for design.