Design of 8 Bolts Stiffened End Plate Connection

Connection Geometry

GEOMETRY CHECKS

Bolt Spacing

s_min ≥ 3d	ÇYTHYEDY 13.3.6
s	90 mm
d	24 mm	s =90 mm > s_min = 3*24=72 mm	√

Horizontal Edge Distance

L_eh ≥ L_{e- min}	ÇYTHYEDY 13.3.7
L_eh	42.5 mm
L_{e- min}	32 mm	Table 13.9	√

Vertical Edge Distance

L_ev ≥ L_{e- min}	ÇYTHYEDY 13.3.7
L_ev	35 mm
L_{e- min}	32 mm	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 Web Weld Size

a ≥ a_min
a	9 mm
a_min	4 mm	Table 13.4	√

Stiffener to End Plate Weld Size

a ≥ a_min
a	9 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	√

Continuity Plate to Column Web Weld Size

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

Prequalification Limits (TBDY Table 9B.1)

Beam span/Beam depth	8000mm /450mm=17.78	≥7.0
End plate thickness, t_p	25mm	18≤t _p ≤65
End plate width, b_p	215mm	B 215≤ _P ≤ 400
Horizontal distance between bolts, g	130mm	125≤g≤155
p_fi	40mm	40≤p _fi ≤50
p_fo	40mm	40≤p _fi ≤50
p_b	90mm	90≤p _b ≤100
Beam depth, d_b	450mm	450≤ d _b ≤ 950
Beam flange thickness, t_bf	14.6mm	14≤t _bf ≤35
Column depth	450	≤ 920mm
Bolt grade	10.9	8.8 - 10.9
Min yield stress of end plate material	275 MPa	235 /275/355 MPa
Flange plate weld	CJP	CJP

Strength Checks

Bolt Diameter

M_uc	810.184 kNm	AISC 358-16 (6.8-4)
F_t	750000 kN/m²
h₁
h₂
h₃
h₄
d_b

Required	Available	Ratio	Check
20.946 mm	24 mm	0.873	√

End Plate Thickness

M_uc	810.184 kNm	AISC 358-16 (6.8-5)
F_yp	275000 kN/m²
s
Y_p
Y_p	6228.788
t_p

Required	Available	Ratio	Check
22.913 mm	25 mm	0.917	√

End Plate Stiffener Thickness

t_bw	9.4 mm	AISC 358-16 (6.8-9)
F_yb	275000 kN/m²
F_ys	275000 kN/m²
t_s	15 mm

Required	Available	Ratio	Check
9.4 mm	15 mm	0.627	√

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	Ratio	Check
11 mm	15.102 mm	0.728	√

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	480000 kN/m²
w

Required	Available	Ratio	Check
8.103 mm	12.73 mm	0.637	√

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	480000 kN/m²
w

Required	Available	Ratio	Check
7.938 mm	8.487 mm	0.935	√

Bolt Shear at Support

A_b
F_n
R_n
ΦR_n

Required	Available	Ratio	Check
265.11 kN	1465.74 kN	0.181	√

Bolt Bearing on End Plate

d_h	24+2=26 mm
L_c,edge
R_n		ÇYTHYEDY 13.3.13 Eq. 13.14a and 13.14b
R_n-edge
L_c,spacing1
R_n-spacing1
L_c,spacing2
R_n-spacing2
R_n
ΦR_n

Required	Available	Ratio	Check
265.11 kN	3854.52 kN	0.069	√

Bolt Bearing on Column Flange

d_h	24+2=26 mm
R_n		ÇYTHYEDY 13.3.13 Eq. 13.14a and 13.14b
R_n-edge
L_c,spacing1
R_n-spacing1
L_c,spacing2
R_n-spacing2
R_n
ΦR_n

Required	Available	Ratio	Check
265.11 kN	5499.187	0.048	√

Beam Web to End Plate Weld Size

F_yp	275000 kN/m²	AISC 358-16 (6.7.6)3
t_bw	9.4 mm
F_e	480000 kN/m²
w

Required	Available	Ratio	Check
5.078 mm	7.072 mm	0.718	√

Column Flange Thickness

M_uc	810.184 kNm	AISC 358-16 (6.8-13)
F_yc	355000 kN/m²
s
Y_c
Y_c
t_cf

Required	Available	Ratio	Check
17.954 mm	26 mm	0.691	√

Panel Zone Thickness

t_min≥u/180		TBDY 2018 9.3.4.2b
t_min=t_w	14 mm
t_w	14 mm
u	1637.6 mm

Required	Available	Ratio	Check
9.098 mm	14 mm	0.65	√

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