8 Bolts Stiffened End Plate Connection Design

The 8 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 8 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 8 Bolts Stiffened End Plate Connection, 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

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 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	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

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

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

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

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

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

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

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

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

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

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
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

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

Required	Available	Ratio	Control
11.2 mm	16 mm	0.700	√

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8 Bolts Stiffened End Plate Connection

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