4 Bolts Stiffened End Plate Connection Design

The 4 Bolts Stiffened End Plate Connection is a type of moment-transmitting connection (rigid connection) which is bolted to the columns and welded to the beam and is a stiffening plate. Bolt control, weld control, plate control and connection application limits control are performed automatically according to the placement of the elements of the connection. The 4 Bolts Stiffened End Plate Connection Design is made automatically according to the Design, Calculation and Construction Principles of Steel Structures (ÇYTHYEDY) or AISC 360-16 regulations and the connection report is created. Connection detail application limits are checked according to TBDY Table 9B.1.

In the calculation of the 4 Bolts Stiffened End Plate Connection, the horizontal and vertical bolt distances, end plate weld thickness, continuity plate weld thickness and application limits are checked under geometry control. In strength checks, bolt diameter, end plate thickness, end plate shear yield, end plate shear failure, reinforcement plate weld thickness, slip on support bolts, bolt hole crush on end plate, bolt hole crush on column head, butt plate weld thickness, column head thickness, column panel zone slip and slip zone thickness control.

Connection Geometry

Geometry Checks

Horizontal Edge Distance

L_eh ≥ L_{e- min}	ÇYTHYEDY 13.3.7
L_eh	72 mm	L _eh ≥ 2d = 2 * 30 = 60 mm conformity check for application	√
L_{e- min}	48 mm	Minimum distance check according to Table 13.9	√

Vertical Edge Distance

L_ev ≥ L_{e- min}	ÇYTHYEDY 13.3.7
L_ev	72 mm	L _eh ≥ 2d = 2 * 30 = 60 mm conformity check for application	√
L_{e- min}	48 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	5 mm		√
a_min	3.5 mm	Table 13.4	√

Stiffener to End Plate Weld Size

a ≥ a_min
a	5 mm		√
a_min	3.5 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 Prequalification 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	12≤t _p ≤40
Flange plate width, b_p	298 mm	160≤ b _p ≤ 300
Horizontal distance between bolts, g	154 mm	100≤g≤155
p_fi	72 mm	45≤p _fi ≤140
p_fo	72 mm	45 p _fo ≤145
Beam cross-section height, d_b	450 mm	270≤ d _b ≤ 610
Beam flange thickness, t_bf	15 mm	10≤t _bf ≤25
Column cross-section height	650	≤ 920 mm
Bolt class	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	803.836 kNm	AISC 358-16 (6.8-3)
F_t	750000 kN/m²
h_o
h₁
d_b

Required	Available	Ratio	Control

Required	Available	Ratio	Control
29.52 mm	36 mm	0.820	√

End Plate Thickness

M_uc	803.836 kNm	AISC 358-16 (6.8-5)
F_yp	275000 kN/m²
s
Y_p
Y_p
t_p

Required	Available	Ratio	Control

Required	Available	Ratio	Control
27.027 mm	30 mm	0.901	√

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

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	205939650 kN/m²
F_ys	275000 kN/m²

Required	Available	Rate	Control

Required	Available	Rate	Control
12	15.325	0.783	√

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

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

Required	Available	Ratio	Control
6.35	7.072	0.898	√

Bolt Shear at Support

A_b
F_n
R_n
ΦR_n

Required	Available	Ratio	Control

Required	Available	Ratio	Control
214.84 kN	1648.959 kN	0.130	√

Bolt Bearing on End Plate

d_h	36+3=39 mm
L_c,edge
R_n		ÇYTHYEDY 13.3.13 Equation 13.14a and13.14b
R_n-edge
L_c,spacing
R_n-spacing
R_n
ΦR_n

Required	Available	Ratio	Control

Required	Available	Ratio	Control
214.84 kN	3307.716 kN	0.065	√

Bolt Bearing on Column Flange

d_b	36 mm
R_n		ÇYTHYEDY 13.3.13 Equation 13.14a and13.14b
R_n-edge
L_c,spacing
R_n-spacing
R_n
ΦR_n

Required	Available	Ratio	Control

Required	Available	Ratio	Control
214.84 kN	3953.318 kN	0.054	√

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

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

Required	Available	Ratio	Control
25.336 mm	31 mm	0.817	√

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

Required	Available	Ratio	Control
1636.918 kN	1716 kN	0.954	√

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

Required	Available	Ratio	Control
11.2 mm	16 mm	0.700	√

Next Topic

4 Bolt Stiffened End Plate Connection

Related Topics