8-Bolts Stiffened End Plate Connection Design

Joint Geometry

GEOMETRY CHECKS

Bolts Spacing

s_min ≥ 3d	AISC 360-16 J3.3
s	90 mm
d	30 mm	s =90 mm > s_min = 3*30=90 mm	√

Horizontal Edge Distance

L_eh ≥ L_{e- min}	AISC 360-16 J3.4
L_eh	70 mm	L _eh ≥ 2d = 2 * 30 = 60 mm conformity check for application	√
L_{e- min}	38 mm	Minimum distance check according to Table J3.4	√

Vertical Edge Distance

L_ev ≥ L _{e- min}	AISC 360-16 J3.4
L_ev	70 mm	L_eh ≥ 2d = 2 * 30 = 60 mm conformity check for application	√
L_{e- min}	38 mm	Minimum distance check according to Table J3.4	√

Beam Web to End Plate Weld Size

w ≥ w_min
w	7.072 mm		√
w_min	5 mm	Table J2.4	√

Stiffener to Beam Flange Weld Size

w ≥ w_min
w	8.487 mm		√
w_min	6 mm	Table J2.4	√

Stiffener to End Plate Weld Size

w ≥ w_min
w	8.487 mm		√
w_min	6 mm	Table J2.4	√

Continuity Plate to Column Flange Weld Size

w ≥ w_min
w	11.315 mm		√
w_min	6 mm	Table J2.4	√

Continuity Plate to Column Web Weld Size

w ≥ w_min
w	11.315 mm		√
w_min	6 mm	Table J2.4	√

PREQUALIFICATION LIMITS (TBDY Tablo 9B.1)

Beam span / Beam cross-section height	9144 mm /450 mm=20.32	≥7.0
End plate thickness, t_p	30 mm	19≤t_p ≤64
End plate width, b_p	280 mm	229≤ b_p ≤ 381
Horizontal distance between bolts, g	140 mm	127≤g≤152
p_fi	50 mm	41≤p_fi ≤51
p_fo	50 mm	41≤p_fo ≤51
p_b	90	89≤p_fo ≤95
Beam depth, d_b	450 mm	457≤d_b≤914
Beam flange thickness, t_bf	15 mm	14≤t_bf ≤25
Beam flange width, b_bf	190	190≤b_bf ≤311
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	861.35 kNm	AISC 358-16 (6.8-4)
F_t	750000 kN/m²
h₁
h₂
h₃
h₄
d_b

Required	Available	Ratio	Control
21.607 mm	30 mm	0.720	√

End Plate Thickness

M_uc	861.35 kNm	AISC 358-16 (6.8-5)
F_yp	275000 kN/m²
s
Y_p
Y_p
t_p

Required	Available	Ratio	Control
23.395 mm	30 mm	0.780	√

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	15 mm

Required	Available	Ratio	Control
9 mm	15 mm	0.600	√

End Plate Stiffener Local Buckling

h_s	210 mm	AISC 358-16 (6.8-10)
t_s	15 mm
E	20000000 kN/m²
F_ys	275000 kN/m²

Required	Available	Ratio	Control
14 mm	15.102 mm	0.927	√

Stiffener to Beam Flange Weld Size

F_ys	275000 kN/m²	AISC DG 4-2^nd 3.2.10
t_s	15 mm
F_e	490000 kN/m²
w

Required	Available	Ratio	Control
7.938 mm	8.487 mm	0.935	√

Stiffener to End Plate Weld Size

F_ys	275000 kN/m²	AISC DG 4-2^nd 3.2.10
t_s	15 mm
F_e	490000 kN/m²
w

Required	Available	Ratio	Control
7.938 mm	8.487 mm	0.935	√

Slip on Support Bolt

A_b		AISC 358-16 6.8-11
F_n
R_n
ΦR_n

Required	Available	Ratio	Control
272.371 kN	2290.22 kN	0.119	√

Bolt Bearing on End Plate

d_h	30+3=33 mm
L_c,edge
R_n		AISC 358-16 6.8-12
R_n-edge
L_c,spacing1
R_n-spacing1
L_c,spacing2
R_n-spacing2
R_n
ΦR_n

Required	Available	Ratio	Control
272.371 kN	6044.22 kN	0.045	√

Bolt Bearing on Column Flange

d_h	30+3=33 mm
R_n		AISC 358-16 6.8-12
R_n-edge
L_c,spacing1
R_n-spacing1
L_c,spacing2
R_n-spacing2
R_n
ΦR_n

Required	Available	Ratio	Control
272.371 kN	6424.142	0.042	√

Beam Body Butt Plate Welding Thickness

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

Required	Available	Ratio	Control
22.137 mm	31 mm	0.714	√

Column Panel Zone Shear

P_r	625.405 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
1754.043 kN	1716 kN	1.022	ꭓ

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	√