8 Bolts Stiffened End Plate Connection Design

Connection Geometry

Geometry Checks

Bolt Spacing

s_min ≥ 3d	ÇYTHYEDY 13.3.6
s	90 mm
d	30 mm	s =90 mm > s_min = 3*30=90 mm	√

Horizontal Edge Distance

L_eh ≥ L_{e- min}	ÇYTHYEDY 13.3.7
L_eh	60 mm	L _eh ≥ 2d = 2 * 30 = 60 mm conformity check for application	√
L_{e- min}	40 mm	Minimum distance check according to Table 13.9	√

Vertical Edge Distance

L_ev ≥ L_{e- min}	ÇYTHYEDY 13.3.7
L_ev	60 mm	L _eh ≥ 2d = 2 * 30 = 60 mm conformity check for application	√
L_{e- min}	40 mm	Minimum distance check according to Table 13.9	√

Beam Web to End Plate Weld Size

a ≥ a_min
a	5 mm		√
a_min	3.5 mm	Table 13.4	√

Stiffener to Beam Flange Weld Size

a ≥ a_min
a	6 mm		√
a_min	4 mm	Table 13.4	√

Stiffener to End Plate Weld Size

a ≥ a_min
a	6 mm		√
a_min	4 mm	Table 13.4	√

Continuity Plate to Column Flange Weld Size

a ≥ a_min
a	8 mm		√
a_min	4 mm	Table 13.4	√

Continuity Plate to Column Web Weld Size

a ≥ a_min
a	8 mm		√
a_min	4 mm	Table 13.4	√

Connection Detail Application Limits (TBDY Table 9B.1)

Beam span / Beam cross-section height	9144 mm /450 mm=20.32	≥7.0
End plate thickness, t_p	30 mm	18≤t _p ≤65
Flange plate width, b_p	298 mm	215≤ b _p ≤ 400
Horizontal distance between bolts, g	154 mm	125≤g≤155
p_fi	72 mm	40≤p _fi ≤50
p_fo	72 mm	40≤p _fi ≤50
Beam cross section height, d_b	450 mm	450≤ d _b ≤ 950
Beam head thickness, t_bf	15 mm	14≤t _bf ≤35
Column cross section height	650	≤ 920 mm
Bolt class	10.9	8.8 - 10.9
Min yield stress of the frontal plate material	275 MPa	235 /275/355 MPa
Flange plate weld	CJP	CJP

Strength Checks

Bolt Diameter

M_uc	833.213 kNm	AISC 358-16 (6.8-4)
F_t	750000 kN/m²
h₁
h₂
h₃
h₄
d_b

Required	Available	Rate	Control
22.252 mm	30 mm	0.708	√

End Plate Thickness

M_uc	833.213 kNm	AISC 358-16 (6.8-5)
F_yp	275000 kN/m²
s
Y_p
Y_p
t_p

Required	Available	Ratio	Control
23.01 mm	30 mm	0.767	√

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	15 mm	0.600	√

End Plate Stiffener Local Buckling

h_s	210 mm	AISC 358-16 (6.8-10)
t_s	15 mm
E	205939650 kN/m²
F_ys	275000 kN/m²

Required	Available	Rate	Control
14 mm	15.325 mm	0.914	√

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	√

Bolt Shear at Support

A_b
F_n
R_n
ΦR_n

Required	Available	Ratio	Control
211.464 kN	2290.22 kN	0.092	√

Bolt Bearing on End Plate

d_h	30+3=33 mm
L_c,edge
R_n		ÇYTHYEDY 13.3.13 Equation 13.14a and13.14b
R_n-edge
L_c,spacing1
R_n-spacing1
L_c,spacing2
R_n-spacing2
R_n
ΦR_n

Required	Available	Ratio	Control
211.464 kN	6044.22 kN	0.035	√

Bolt Bearing on Column Flange

d_h	30+3=33 mm
R_n		ÇYTHYEDY 13.3.13 Equation 13.14a and13.14b
R_n-edge
L_c,spacing1
R_n-spacing1
L_c,spacing2
R_n-spacing2
R_n
ΦR_n

Required	Available	Ratio	Control
211.464 kN	6424.142	0.033	√

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
21.772mm	31 mm	0.702	√

Column Panel Zone Shear

P_r	429,124 kN	ÇYTHYEDY 13.29a
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
1696.742 kN	1716 kN	0.989	√

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	√