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Welded flange plate moment connections consist of plates welded with CJP groove welds to column flanges and welded to beam flanges.

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Symbols

A_b: Non-threaded bolt web characteristic cross-sectional area
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
F_yb: Bolt characteristic yield strength
F_ub: Bolt characteristic tensile strength
n_sp: Number of slip planes
s: Distance between bolt-holecentersK: Effective length factor
L: Connector distance
L_c: The clear distance between bolt holes
L_e: The distance from the center of the bolt hole to the edge of the assembled element
L_eh: The horizontal distance from the center of the bolt hole to the edge of the assembled element
L_ev: The vertical distance from the center of the bolt hole to the edge of the assembled element
p_b = vertical distance between the inner and outer row of bolts in an eight-bolt stiffened connection, in. (mm)
p_fi = vertical distance from the inside of a beam tension flange to the nearest inside bolt rowt_bf = thickness of beam flange, in. (mm)
p_fo = vertical distance from the outside of a beam tension flange to the nearest outside bolt row, in. (mm)
t_bf t_p = thickness of beam flangeend-plate, in. (mm)
t_p w = thickness of end-plateSize 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,

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Connection Geometry

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GEOMETRY CHECK

Flange Plate to Beam Flange Weld Size

The minimum size of fillet welds is checked according to 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

Shear Plate to Column Flange Weld Size

The minimum size of fillet welds is checked according to 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

Continuity Plate to Column Web Weld Size

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

STRENGTH CHECKS

Flange Plate to Beam Flange Weld Strength

The nominal and design strength of the weld is checked according to AISC 360-16.

Lwı	760 mm	AISC 360-16 J2.4(c)
Lwt	210 mm
Fe	490 N/mm2
Rnwl Image Removed	Mathinline body --uriencoded--$$ \normalsize R_%7Bnwl%7D = min ( R_%7Bnw%7D , R_%7BnBM%7D ) L_%7Bwl%7D = 2352 \times 760 \times 10%5e%7B-3%7D =1787.52\; \mathrm%7BkN%7D $$
Rnwt Image Removed	Mathinline body --uriencoded--$$ \normalsize R_%7Bnwt%7D = min ( R_%7Bnw%7D , R_%7BnBM%7D ) L_%7Bwt%7D = 2352 \times 210 \times 10%5e%7B-3%7D =493.92\; \mathrm%7BkN%7D $$
Rnw Image Removed	Mathinline body --uriencoded--$$ \normalsize R_%7Bnw%7D = 0.6 F_E 0.707 w = 0.6 \times 490 \times 0.707 \times 11.315 =2352\; \mathrm%7BkN%7D $$
w	11.315 mm
Fu-plate	360 N/mm2
Fu-flange	360 N/mm2
tp	16 mm
tf	17.2 mm
RnBM   Image Removed	Mathinline body --uriencoded--$$ \normalsize R_%7BnBM%7D = min ( 0.6 F_%7Bu-plate%7D \times t_p , 0.6F_%7Bu-flange%7D ) $$ Mathinline body --uriencoded--$$ \normalsize R_%7BnBM%7D = (0.6 \times 360 \times 16; 0.6 \times 360 \times 17.2 ) = 3456\; \mathrm%7BkN%7D $$
Rn Image Removed	Mathinline body --uriencoded--$$ \normalsize R_%7Bn%7D = max ( R_%7Bnwl%7D + R_%7Bnwt%7D , 0.85R_%7Bnwl%7D + 1.5R_%7Bnwt%7D ) = 2281.44\; \mathrm%7BkN%7D $$
ΦRn Image Removed	Mathinline body --uriencoded--$$ \normalsize \varphi R_n = 0.75 \times 2281.44 = 1711.08 \; \mathrm%7BkN%7D $$

Flange Plate Tension Yield

The limit state of tension plate yield is checked according to AISC 360-16.

Ag Image Removed	Mathinline body --uriencoded--$$ \normalsize A_%7Bg%7D = h_p t_p = 280 \times 16 = 4480 \; \mathrm%7Bmm%5e2%7D $$
Fy	275 N/mm2
Rn Image Removed	Mathinline body --uriencoded--$$ \normalsize R_%7Bn%7D = F_y A_g = 275 \times 10%5e%7B-3%7D \times 4480 = 1232 \; \mathrm%7BkN%7D $$	AISC 360-16 (J4-1)
ΦRn Image Removed	Mathinline body --uriencoded--$$ \normalsize \varphi R_n = 0.90 \times 1232 = 1108.8 \; \mathrm%7BkN%7D $$

Flange Plate Tension Rupture

The limit state of the flange plate tension rupture is checked according to AISC 360-16.

An Image Removed	Mathinline body --uriencoded--$$ \normalsize A_%7Bg%7D = h_p t_p = 280 \times 16 = 4480 \; \mathrm%7Bmm%5e2%7D $$
Ae Image Removed	Mathinline body --uriencoded--$$ \normalsize A_%7Be%7D = A_%7Bn%7D U = 4480 \times 1.0 = 4480\; \mathrm%7Bmm%5e2%7D$$
Fu	410 N/mm2
U	1.00
Rn Image Removed	Mathinline body --uriencoded--$$ \normalsize R_%7Bn%7D = F_%7Bu%7D A_%7Be%7D = 410 \times 10%5e%7B-3%7D \times 4480 = 1836.8 \; \mathrm%7BkN%7D $$	AISC 360-16 (J4-2)
ΦRn Image Removed	Mathinline body --uriencoded--$$ \normalsize \varphi R_n = 0.75 \times 1836.8 = 1377.6 \; \mathrm%7BkN%7D $$

Flange Plate Block Shear

The block shear limit state is checked according to AISC 360-16.

Ag Image Removed	Mathinline body --uriencoded--$$ \normalsize A_%7Bg%7D = 2 \times 16 \times(400 - 20) = 12160 \; \mathrm%7Bmm%5e2%7D $$
Anv Image Removed	Mathinline body --uriencoded--$$ \normalsize A_%7Bnv%7D = 12160 - 0 = 12160 \; \mathrm%7Bmm%5e2%7D $$
Ant Image Removed	Mathinline body --uriencoded--$$ \normalsize A_%7Bnt%7D = 210 \times 16 = 3360 \; \mathrm%7Bmm%5e2%7D $$
Fy	275 N/mm2
Fu	410 N/mm2
Ubs	1.0
Image Removed	Mathinline body --uriencoded--$$ \normalsize U_%7Bbs%7D F_u A_%7Bnt%7D = 1 \times 410 \times 10%5e%7B-3%7D \times 3360 = 1377.6 $$ Mathinline body --uriencoded--$$ \normalsize 0.6 F_%7Bu%7D A_%7Bnv%7D = 0.6 \times 410 \times 10%5e%7B-3%7D \times 12160 = 2991.36 $$ Mathinline body --uriencoded--$$ \normalsize 0.6 F_%7By%7D A_%7Bg%7D = 0.6 \times 275 \times 10%5e%7B-3%7D \times 12160 = 2006.4 $$
Rn Image Removed	Mathinline body --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 0.6F_uA_%7Bnv%7D \\0.6F_yA_%7Bg%7D \end%7Bmatrix%7D\right] \end%7Baligned%7D + U_%7Bbs%7DF_uA_%7Bnt%7D Mathinline body --uriencoded--\normalsize R_%7Bn%7D =2006.4 + 1377.6 = 3384\; \mathrm%7BkN%7D	AISC 360-16 (J4-5)
ΦRn Image Removed	Mathinline body --uriencoded--$$ \normalsize \varphi R_n = 0.75 \times 3384 = 2538 \; \mathrm%7BkN%7D $$

Flange Plate Compression Yield

The limit state of compression plate yield is checked according to AISC 360-16.

K	0.65
L	20 mm
r	4.619 mm
KL / r	2.81
Fy	275 N/mm2
Ag Image Removed	Mathinline body --uriencoded--$$ \normalsize A_%7Bg%7D = h_p t_p = 280 \times 16 = 4480 \; \mathrm%7Bmm%5e2%7D $$
Rn Image Removed	Mathinline body --uriencoded--$$ \normalsize R_%7Bn%7D = F_%7By%7D A_%7Bg%7D = 275 \times 10%5e%7B-3%7D \times 4480 = 1232 \; \mathrm%7BkN%7D $$	AISC 360-16 (J4-6)
ΦRn Image Removed	Mathinline body --uriencoded--$$ \normalsize \varphi R_n = 0.90 \times 1232 = 1108.8 \; \mathrm%7BkN%7D $$

Shear Plate to Column Flange Weld Strength

The nominal and design strength of the weld is checked according to AISC 360-16

w	11.315 mm
FE	490 N/mm2
l	260 mm
e	117.5 mm
Rn	Image Removed	ΦRn	Image Removed	Mathinline body --uriencoded--$$ \normalsize R_n = \dfrac%7B w l F_E %7D%7B\sqrt %7B2.25 + 12 \left ( \dfrac%7Be%7D%7Bl%7D \right )%5e2 %7D %7D = \dfrac%7B 11.315 \times 260 \times 490 \times 10%5e%7B-3%7D %7D%7B\sqrt %7B2.25 + 12 \left ( \dfrac%7B117.5%7D%7B260%7D \right )%5e2 %7D %7D =664.86 \; \mathrm%7BkN%7D $$
ΦRn	Mathinline body --uriencoded--$$ \normalsize \varphi R_n = 0.75 \times 664.86 = 498.65 \; \mathrm%7BkN%7D $$

Shear Plate to Beam Web Weld Strength

The nominal and design strength of the weld is checked according to AISC 360-16

Fe	490000 kN490 N/mmm2
w	11.315 mm
Fu	360  N/mm2
t	11.1 mm
Rnw	Image Removed	RnBM	Image Removed	Mathinline body --uriencoded--$$ \normalsize R_%7Bnw%7D = 0.6 F_E 0.707 w $$ Mathinline body --uriencoded--$$ \normalsize R_%7Bnw%7D = 0.6 \times 490 \times 0.707 \times 11.315 \times 10%5e%7B-3%7D =2351.79 \; \mathrm%7BkN%7D $$
RnBM	Mathinline body --uriencoded--$$ \normalsize R_%7BnBM%7D = 0.6 F_u t = 0.6 \times 360 \times 11.1 =2397.6\; \mathrm%7BkN%7D $$	AISC Manual 14th 8-12
Rn	Image Removed Rn	Mathinline body --uriencoded--$$ \normalsize R_%7Bn%7D = min ( R_%7Bnw%7D , R_%7BnBM%7D ) =2351.79\; \mathrm%7BkN%7D $$
ΦRn	Image Removed    Mathinline body --uriencoded--$$ \normalsize \varphi R_n = 0.75 \times 2351.79 = 1764 \; \mathrm%7BkN%7D$$

Web Plate Shear Yield

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A_g

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

Ag	Mathinline body --uriencoded--$$ \normalsize A_%7Bg%7D = L_p t_p = (260 \times 10) = 2600 \; \mathrm%7Bmm%5e2%7D $$
Fy	275 N/mm2
Rn Image Removed	Mathinline body --uriencoded--$$ \normalsize R_%7Bn%7D = 0.6 F_y A_g = 0.6 \times 275 \times 10%5e%7B-3%7D \times 2600 =429\; \mathrm%7BkN%7D $$	AISC 360-16 J4-3
ΦRn Image Removed	Mathinline body --uriencoded--$$ \normalsize \varphi R_n = 1 \times 429 = 429 \; \mathrm%7BkN%7D $$

Web Plate Shear Rupture

The limit state of the web plate shear rupture is checked according to AISC 360-16.

Anv Image Removed	Mathinline body --uriencoded--$$ \normalsize A_%7Bnv%7D = t_p (d_b - n_b d_e) = 10 \times ( 260 - 2 \times 29 ) =2020 \; \mathrm%7Bmm%5e2%7D $$
Fu	410 N/mm2
Rn Image Removed	Mathinline body --uriencoded--$$ \normalsize R_%7Bn%7D = 0.6 F_u A_%7Bnv%7D = 0.6 \times 410 \times 10%5e%7B-3%7D \times 2020 =496.92 \; \mathrm%7BkN%7D $$	AISC 360-16 J4-3
ΦRn Image Removed	Mathinline body --uriencoded--$$ \normalsize \varphi R_n = 0.75 \times 496.92 = 372.69 \; \mathrm%7BkN%7D $$

Web Plate Flexural Yield

The limit state of the web plate shear yield is checked according to AISC 360-16.

dp	260 mm
Fy	275 N/mm2
tp	10 mm
a	117.5 mm
Rn	Image Removed	ΦRn	Image Removed Mathinline body --uriencoded--$$ \normalsize R_n = \dfrac%7B F_y d_p t_p %7D%7B\sqrt %7B2.25 + 16 \left ( \dfrac%7Ba%7D%7Bd_p%7D \right )%5e2 %7D %7D = \dfrac%7B 275 \times 10%5e%7B-3%7D \times 260 \times 10 %7D%7B\sqrt %7B2.25 + 16 \left ( \dfrac%7B117.5%7D%7B260%7D \right )%5e2 %7D %7D =304.387 \; \mathrm%7BkN%7D $$
ΦRn	Mathinline body --uriencoded--$$ \normalsize \varphi R_n = 0.90 \times 304.387 = 273.948 \; \mathrm%7BkN%7D $$

Column Panel Zone Shear

The welded flange plate connection's panel zone shear limit stateis checked according to AISC 360-16.

Pr	1621.397 kN	AISC 360-16 J10-9
Py Image Removed	Mathinline body --uriencoded--$$ \normalsize P_%7By%7D = F_y A_g = 275 \times 10%5e%7B-3%7D \times28634.759 = 7874.559 \; \mathrm%7BkN%7D $$
Fy	275000 kN/m2
Ag	28634.759 mm2
dc	650 mm
tw	16 mm
Rn Image Removed	Mathinline body --uriencoded--$$ \normalsize R_n = 0.6F_%7By%7D d_c t_w = 0.6 \times 275 \times 10%5e%7B-3%7D \times 650 \times 16 = 1716 \; \mathrm%7BkN%7D $$
ΦRn Image Removed	Mathinline body --uriencoded--$$ \normalsize \varphi R_n = 0.90 \times 1716 = 1544.4 \; \mathrm%7BkN%7D $$

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