Welded Moment Connection (WUF-W)
Design a fully welded beam-to-column moment connection (WUF-W type) per AISC 358-22. Sizes complete joint penetration (CJP) flange welds to develop the probable maximum moment at the beam plastic hinge, designs web attachment welds, and checks column panel zone shear capacity. Verifies strong-column/weak-beam ratio and continuity plate requirements.
What this calculates
Probable maximum moment at the plastic hinge Mpr = Cpr·Ry·Fy·Zx (where Cpr = 1.2), demand at the column face accounting for shear from gravity loads, flange force Ff = Mpr/dm, CJP flange weld demand, web weld size, panel zone shear demand Ru,pz = ΣMf/db − Vgravity, and panel zone shear capacity φRv per AISC 360-22 Equation J10-9.
Inputs
Beam plastic section modulus
Beam depth
Beam flange thickness
Beam steel minimum yield stress
Ratio of expected yield to minimum yield (1.1 for A992)
Column section depth
Column web thickness
Column flange thickness
Column flange width
Column steel minimum yield stress
Outputs
Probable maximum moment at plastic hinge
Flange force demand for weld design
Panel zone shear demand
Panel zone shear design strength
Panel zone demand-to-capacity ratio
SCWB ratio — must be > 1.0
Methodology
Per AISC 358-22 Section 8 (WUF-W): Probable maximum moment Mpr = Cpr·Ry·Fy·Zx at the plastic hinge location. Demand at the column face Mf = Mpr + Vp·sh where sh is the distance from the column face to the plastic hinge (approximately db/2). Flange CJP groove weld demand = Mf/(db − tbf). Web attachment: CJP groove weld or fillet welds sized for web contribution to flexure. Panel zone shear per AISC 360-22 Section J10.6: φRv = 0.60·Fy·dc·tw·(1 + 3bcf·tcf²/(db·dc·tw)) with φ = 1.0. Strong-column/weak-beam: ΣMpc*/ΣMpb* > 1.0 per AISC 341 Section E3.4a.
Code References
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