Welded moment connection (beam to column flange)

Design standard: AISC - AISC Manual 16th Part 11 (directly welded flange FR connection); AISC 360-22 J2, J4, J10; AISC Design Guide 13; AISC 358-22 Ch. 8 WUF-W (seismic)

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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)

LRFD: factored loads (Mu, Vu, Pu); ASD: service-level combinations (Ma, Va, Pa). The flanges carry the moment (F = M/(d - tf) −/+ N/2); the web carries the shear.

The column axial force enters the panel zone strength (J10-10 / J10-12) and the AISC 341 moment ratio.

Mpr = 1.4RyFyZx at the column face (Sh = 0) is added as a load case: beam shear, single-plate welds, column local limit states at Pf = 0.85Mf/d*, continuity plates (tlim = bbf/6), panel zone (J10-11, φ = 1.0) and the column-beam moment ratio. CJP flange and web welds are required. The plate grade is the stiffener / plate grade (Stiffening tab).

Not in the catalogue - used in the plastic modulus (AISC 358 M<sub>pr</sub>) only; 0 ignores the root fillets.

AISC Shapes Database v16.0.

k = tcf + r for web yielding and h = dc - 2k for web buckling (use kdes from the Manual tables); 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. ASTM A992 (W), A572 Gr 50, A36 (AISC Manual Table 2-4); bolts ASTM F3125 Grades A325 / A490.

Design Guide 13: the stiffeners carry R<sub>u,st</sub> = P<sub>uf</sub> - &phi;R<sub>n,min</sub> of the J10 limit states (area, welds, shear lengths, J10.8 proportions).

Manual Part 11: CJP flange welds develop the flange; fillet alternatives are checked for P_uf (J2.4, 1.5 directional increase). The web welds carry the shear over d - 2tf - 2 x access hole.

Elevation

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