4-Bolts Stiffened End Plate Connection Design

Joint Geometry

GEOMETRY CHECKS

Horizontal Edge Distance

L_eh ≥ L _{e- min}	AISC 360-16 J3.4
L_eh	72 mm	L_eh ≥ 2d = 2 * 30 = 60 mm conformity check for application	√
L_{e- min}	46 mm	Minimum distance check according to Table J3.4	√

Vertical Edge Distance

L_ev ≥ L _{e- min}	AISC 360-16 J3.4
L_ev	72 mm	L_ev ≥ 2d = 2 * 30 = 60 mm conformity check for application	√
L_{e- min}	46 mm	Minimum distance check according to Table J3.4	√

Beam Web to End Plate Weld Size

w ≥ w_min	AISC 360-16
w	7.072 mm		√
w_min	5 mm	Table J2.4	√

Stiffener to Beam Flange Weld Size

w ≥ w_min	AISC 360-16
w	7.072 mm		√
w_min	5 mm	Table J2.4	√

Stiffener to End Plate Weld Size

w ≥ w_min	AISC 360-16
w	7.072 mm		√
w_min	5 mm	Table J2.4	√

Continuity Plate to Column Flange Weld Size

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

Continuity Plate to Column Web Weld Size

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

Prequalification Limits (AISC 358-16 Table 6.1)

Beam span / Beam cross-section height	9144 mm /450 mm=20.32	≥7.0
End plate thickness, t_p	32 mm	13≤t_p ≤38
End plate width, b_p	290 mm	178≤ b_p ≤ 273
Horizontal distance between bolts, g	150 mm	83≤g≤152
p_fi	60 mm	44≤p_fi ≤140
p_fo	60 mm	44≤p_fo ≤140
Beam depth, d_b	450 mm	349≤d_b≤610
Beam flange thickness, t_bf	15 mm	10≤t_bf ≤19
Beam flange width, b_bf	190	152≤b_bf ≤229
Column depth	650	≤ 920 mm
Bolt grade	10.9	8.8 - 10.9
Min yield stress of the end plate material	275 MPa	235 /275 / 355 MPa
Flange plate weld	CJP	CJP

STRENGTH CHECKS

Bolt diameter

M_uc	820.562 kNm	AISC 358-16 (6.8-3)
F_t	750000 kN/m²
h_o
h₁
d_b

Required	Available	Ratio	Control
29.825 mm	36 mm	0.828	√

End Plate Thickness

M_uc	820.562 kNm	AISC 358-16 (6.8-5)
F_yp	275000 kN/m²
s
Y_p
Y_p
t_p

Required	Available	Ratio	Control
27.306 mm	30 mm	0.910	√

End Plate Stiffener Thickness

t_bw	9 mm	AISC 358-16 (6.8-9)
F_yb	275000 kN/m²
F _ys	275000 kN/m²
t_s	12 mm

Required	Available	Ratio	Control
9 mm	12 mm	0.750	√

End Plate Stiffener Local Buckling

h_s	144 mm	AISC 358-16 (6.8-10)
t_s	12 mm
E	200000000 kN/m²
F_ys	275000 kN/m²

Required	Available	Ratio	Control
12	15.102	0.795	√

Stiffener to Beam Flange Weld Size

F_ys	275000 kN/m²	AISC DG 4-2 ^nd 3.2.10
t_s	12 mm
F_e	490000 kN/m²
w

Required	Available	Ratio	Control
6.35	7.072	0.898	√

Stiffener to End Plate Weld Size

F_ys	275000 kN/m²	AISC DG 4-2 ^nd 3.2.10
t_s	12 mm
F_e	490000 kN/m²
w

Required	Available	Ratio	Control
6.35	7.072	0.898	√

Bolt Shear at Support

A_b		AISC 358-16 6.8.11
F_n
R_n
ΦR_n

Required	Available	Ratio	Control
267.436 kN	1648.959 kN	0.162	√

Bolt Bearing on End Plate

d_h	36+3=39 mm
L_c,edge
R_n		AISC 358-16 6.8-12
R_n-edge
L_c,spacing
R_n-spacing
R_n
ΦR_n

Required	Available	Ratio	Control
267.436 kN	3307.716 kN	0.081	√

Bolt Bearing on Column Flange

d_b	36 mm
R_n		AISC 358-16 6.8-12
R_n-edge
L_c,spacing
R_n-spacing
R_n
ΦR_n

Required	Available	Ratio	Control
267.436 kN	3953.318 kN	0.068	√

Beam Web to End Plate Weld Size

F_yp	275000 kN/m²	AISC 358-16 (6.7.6) 3
t_bw	9 mm
F _e	490000 kN/m²
w

Required	Available	Ratio	Control
4.763 mm	7.072 mm	0.673	√

Column Flange Thickness

M_uc	803.836 kNm	AISC 358-16 (6.8-13)
F_yp	275000 kN/m²
s
c
Y_c
Y_c
t_cf

Required	Available	Ratio	Control
25.58 mm	31 mm	0.825	√

Column Panel Zone Shear

P_r	994.743 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
3202.18 kN	1716 kN	1.866	√

Panel Zone Thickness

t_min ≥u / 180		TBDY 2018 9.3.4.2b
t _min = t_w	16 mm
t_w	16 mm
u	2016 mm

Required	Available	Ratio	Control
11.2 mm	16 mm	0.700	√