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4 bolt unstiffened end plate connection is a moment-resisting connection (rigid connection) that is connected to the columns' flange to the beams. Bolt control, weld control, plate control and connection application limits control are performed automatically according to the placement of the elements of the connection. 4 bolt unstiffened end plate connection 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 generated. Connection detail application limits are checked according to TBDY Table 9B.1.

In the calculation of the 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, etc. are checked and reported.

Child pages (Children Display)

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Connection Geometry

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Geometry Checks

Horizontal Edge Distance

L_eh ≥ L _{e- min}	ÇYTHYEDY 13.3.7
L_eh	70 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	85 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	6 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		√
_min	4 mm	Table 13.4	√

Connection Detail

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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	32 mm	12≤t _p ≤60
Head plate width, b_p	290 mm	160≤ b _p ≤ 300
Horizontal distance between bolts, g	150 mm	100≤g≤155
p_fi	60 mm	40≤p _fi ≤115
p_fo	60 mm	40 p _fo ≤115
Beam cross-section height, d_b	450 mm	270≤ d _b ≤ 1400
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 welding	CJP	CJP

Strength Checks

Bolt diameter

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M_uc	783.345 kNm	AISC 358-16 (6.8-3)
F_t	750000 kN/m²
h_o	Image Modified
x₁	Image Modified
d_b	Image Modified

Required	Ready	Ratio	Control
29.141 mm	30 mm	0.971	√

End Plate Thickness

M_uc	783.345 kNm	AISC 358-16 (6.8-5)
F_yp	275000 kN/m²
s	Image Modified
Y_p	Image Modified
Y_p	Image Modified
t_p	Image Modified

Required	Available	Ratio	Control
30.74 mm	32 mm	0.961	√

End Plate Shear Yield

M _uc	783.345 kNm	AISC 358-16 (6.8-7)
F _f	Image Modified
R _req = F _f / 2	Image Modified
F_yp	275000 kN/m²
b_p	290 mm
t_p	32 mm
d	450 mm
t_bf	15 mm
R_n	Image Modified

Required	Available	Ratio	Control
900,396 kN	1531.2 kN	0.588	√

End Plate Shear Rupture

M_uc	783.345 kNm	AISC 358-16 (6.8-7)
F_f	Image Modified
R_req = F _f / 2	Image Modified
F_up	410000 kN/m²
A_n	Image Modified
d	450 mm
t_bf	15 mm
R_n	Image Modified
ΦR_n	Image Modified

Required	Available	Ratio	Control
900,396 kN	1027.3 kN	0.876	√

Bolt Shear at Support

A_b	Image Modified
F_n	Image Modified
R_n	Image Modified
ΦR_n	Image Modified

Required	Available	Ratio	Control
212.57 kN	1145.11 kN	0.186	√

Bolt Bearing on End Plate

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

Required	Available	Ratio	Control
212.57 kN	3400.704 kN	0.063	√

Bolt Bearing on Column Flange

d _h	30+3=33 mm
R_n	Image Modified	ÇYTHYEDY 13.3.13 Equation 13.14a and13.14b
R_n-edge	Image Modified
L_c,spacing	Image Modified
R_n-spacing	Image Modified
R_n	Image Modified
ΦR_n	Image Modified