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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,

Connection Geometry

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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