# Welded Web Moment (WUF-W) Connection Design per AISC 358-16 & AISC 360-16

How does ideCAD design Welded Web (WUF-W) Moment Connections according to AISC 358-16 & AISC 360-16?

Design limit states of welded web connections are calculated automatically according to AISC 358-16 and AISC 360-16.

Symbols

Ag: Gross area
An: Net cross-section area
Ae: Effective net cross-sectional area
Avg: Gross area under shear stress
Anv: Net area under shear stress
Ant: Net area under tensile stress
Aw: Cross-section web area
bbf = width of beam flange, in. (mm)
bp = width of end-plate, in. (mm)
d = depth of connecting beam, in. (mm)
g = horizontal distance between bolts, in. (mm)
dh: Bolt hole diameter
Fy: Structural steel characteristic yield strength
Fu: Structural steel characteristic tensile strength
nsp: Number of slip planes
K: Effective length factor
L: Connector distance
tbf = thickness of beam flange, in. (mm)
tp = thickness of end-plate, in. (mm)
w = Size of weld leg, in. (mm)
Rn: Characteristic strength
Rnwl: Total nominal strength of longitudinally loaded fillet welds
Rnwt: Total nominal strength of transversely loaded fillet welds,

### GEOMETRY CHECKS

#### Weld Access Hole Length

The maximum weld access hole length is checked per AISC 360-16.

 L ≥ max( 1.5tw, 38 mm ) AISC 360-16 J1.7 L 50 mm √ tw 9 mm √

#### Weld Access Hole Height

The maximum weld access hole height is checked per AISC 360-16.

 H ≥ max( tw, 19 mm ) , H≤50mm AISC 360-16 J1.6 H 30 mm √ tw 9 mm √

#### Shear Plate to Column Flange Weld Size

The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4

 w≥ wmin w 12.73 mm √ wmin 5 mm AISC 360-16 Table J2.4 √

#### Shear Plate to Beam Web Weld Size

The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4

 w≥ wmin w 8.487 mm √ wmin 5 mm AISC 360-16 Table J2.4 √

#### Continuity Plate to Column Flange Weld Size

The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4

 w≥ wmin w 11.315 mm √ wmin 6 mm AISC 360-16 Table J2.4 √

#### Continuity Plate - Column Body Welding Thickness

The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4

 w≥ wmin w 11.315 mm √ wmin 6 mm AISC 360-16 Table J2.4 √

### PREQUALIFICATION LIMITS

 Beam span / Beam cross-section height 9144 mm /450 mm=20.32 ≥9.0 Beam cross-section 450 mm ≤ 920 Beam head thickness, tbf 15 mm ≤25 Column cross-section height 650 mm ≤ 920 mm Flange plate weld CJP CJP tp 10 mm ≥9 mm a 10 mm 6≤a≤12 d 50 mm ≥50 mm Shear plate beam web weld size 6 mm =6 mm Flange plate weld CJP CJP

### STRENGTH CHECKS

#### Beam Shear Yield

The nominal and design yield strength of the web plate is checked according to AISC 360-16

 Ag Fy 275 N/mm2 Rn AISC 360-16 J4-3 ΦRn

Required

Available

Ratio

Control

265.569 kN

534.6 kN

0.497

#### Shear Plate to Column Flange Weld Strength

The nominal and design weld strength for the shear plate to column weld is checked according to AISC 360-16

 Fe 490000 kN/m2 AISC 360-16 J2-3 w 12.73 mm l 380 mm Rreq hp 380 mm tp 10 mm Ry 1.30 Fyp 275 N/mm2 Rn ΦRn

Required

Available

Ratio

Control

815.1 kN

904.94 kN

0.901

#### Column Panel Zone Shear

The welded web connection's panel zone shear limit state is checked according to AISC 360-16.

 Pr 429.124 kN AISC 360-16 J10-9 Py F y 275000 kN/m2 A g 28634.759 mm2 dc 650 mm tw 16 mm Rn ΦRn

Required

Available

Ratio

Control

1497.795 kN

1716 kN

0.873

#### Panel Zone Thickness

The required panel zone thickness for welded web connection is checked according to AISC 358-16.

 tmin ≥u / 180 tmin = tw 16 mm tw 16 mm u 2016 mm

Required

Available

Ratio

Control

11.2 mm

16 mm

0.700

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