Welded moment connection (beam to column flange)

Design standard: EN1993 - SCI P398 (2013) Section 3 and Example F.1; BS EN 1993-1-8:2005 4.10, 6.2.6 and UK NA

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Design Parameters

Load cases (major-axis moment at the column face; beam axial + compression / - tension)

NameMoment (kNm)Shear (kN)Axial (kN)

Ultimate limit state design values. The flanges carry the moment (F = M/(d - tf) −/+ N/2); the web carries the shear.

The column axial stress sets k<sub>wc</sub> (6.2.6.2(2)).

Not in the catalogue - used in the plastic modulus only; 0 ignores the root fillets.

ArcelorMittal Orange Book (UKB / UKC to BS 4-1, IPE / HE to Euronorm 19-57 / 53-62, angles to BS EN 10056-1).

s = r for the dispersion widths, the web depth d and the shear area; not in the catalogue - 0 is conservative.

The beam flanges and web are welded to the column flange (major axis); the column is continuous through the joint. BS EN 10025-2 (S235 / S275 / S355, JR / J0 / J2); BS EN 10025-4 (S460M, sections and plate only); bolts BS EN ISO 898-1.

P398 Section 2 STEP 6A / 6B: tension stiffener net area and transfer to the web; compression stiffener as a cruciform strut (the whole beam flange becomes effective).

Full strength: throat &ge; 0.5t (S275) / 0.6t (S355) for a pair of fillets (P398 Table 3.1). Otherwise the flange welds are checked for the flange force over the effective width.

Elevation

Section

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