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

A_g: Gross area
A_n: Net cross-section area
A_e: Effective net cross-sectional area
A_vg: Gross area under shear stress
A_nv: Net area under shear stress
A_nt: Net area under tensile stress
A_w: Cross-section web area
b_bf = width of beam flange, in. (mm)
b_p = width of end-plate, in. (mm)
d = depth of connecting beam, in. (mm)
g = horizontal distance between bolts, in. (mm)
d_h: Bolt hole diameter
F_y: Structural steel characteristic yield strength
F_u: Structural steel characteristic tensile strength
n_sp: Number of slip planes
K: Effective length factor
L: Connector distance
t_bf = thickness of beam flange, in. (mm)
t_p = thickness of end-plate, in. (mm)
w = Size of weld leg, in. (mm)
R_n: Characteristic strength
R_nwl: Total nominal strength of longitudinally loaded fillet welds
R_nwt: 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( 1.5t_w, 38 mm )	AISC 360-16 J1.7
L	50 mm	√
t_w	9 mm	√

Weld Access Hole Height

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

H ≥ max( t_w, 19 mm ) , H≤50mm	AISC 360-16 J1.6
H	30 mm	√
t_w	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≥ w_min
w	12.73 mm		√
w_min	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≥ w_min
w	8.487 mm		√
w_min	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≥ w_min
w	11.315 mm		√
w_min	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≥ w_min
w	11.315 mm		√
w_min	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, t_bf	15 mm	≤25
Column cross-section height	650 mm	≤ 920 mm
Flange plate weld	CJP	CJP
t_p	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

A_g
F_y	275 N/mm²
R_n		AISC 360-16 J4-3
ΦR_n

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

F_e	490000 kN/m²	AISC 360-16 J2-3
w	12.73 mm
l	380 mm
R_req
h_p	380 mm
t_p	10 mm
R_y	1.30
F_yp	275 N/mm²
R_n
ΦR_n

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 stateis checked according to AISC 360-16.

P_r	429.124 kN	AISC 360-16 J10-9
P_y
F _y	275000 kN/m²
A _g	28634.759 mm²
d_c	650 mm
t_w	16 mm
R_n
ΦR_n

Required	Available	Ratio	Control
1497.795 kN	1716 kN	0.873	√

Panel Zone Thickness

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

t_min ≥u / 180
t_min = t_w	16 mm
t_w	16 mm
u	2016 mm

Required	Available	Ratio	Control
11.2 mm	16 mm	0.700	√

Next Topic

Welded Web Connection (WUF-W Moment Connection) Design Report

Related Topics