Single Plate Connection

A single plate connection is a non-moment transfer connection (hear connection) that is bolted to the body of the profile and welded to the support. Bolt control, weld control and plate control are performed automatically according to the placement of the elements of the connection. Connection design with single plate is made automatically according to the Design AISC 360-16 (ASD and LRFD) regulations and the connection report is generated.

In the connection calculation with single plate, distance control between bolts, horizontal and vertical edge distance control, weld thickness control, mounting stability controls are made as geometry control. As a strength control, checks are made for shear in beam bolts, crushing in beam and plate bolt holes, plate shear yielding, beam and plate shear failure, plate block slip, plate bending buckling, plate bending yield, support welding strength.

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Connection Geometry

Geometry Checks

Spacing between bolts

s _min ≥ 3d	ÇYTHYEDY 13.3.6
s	79.5 mm
d	20 mm	s =79.5 mm > s_min = 3*20=60 mm	√

Horizontal Edge Distance

L _eh ≥ L _{e- min}	ÇYTHYEDY 13.3.7
L _eh	40 mm	L _eh ≥ 2d = 2 * 20 = 40 mm conformity check for application	√
L _{e- min}	26 mm	Minimum distance check according to Table 13.9	√

Vertical Edge Distance

L _ev ≥ L _{e- min}	ÇYTHYEDY 13.3.7
L _ev	40 mm	L _eh ≥ 2d = 2 * 20 = 40 mm conformity check for application	√
L _{e- min}	26 mm	Minimum distance check according to Table 13.9	√

Weld Thickness

a ≥ a _min	ÇYTHYEDY 13.3.7
a	9 mm		√
a _min	3.5 mm	Table 13.4	√

Erection Stability

L≥ h_b / 2	ÇYTHYEDY 13.3.7
L	239 mm
h_b	248.6 mm	L=239 > 248.6/2=124.3 mm	√

Strength Checks

Bolt Shear at Beam

Calculation is made using Elastic method, one of the methods selected in the steel analysis settings tab. For the details of this calculation, AISC Manual 14th 7-8 is used as a reference.
In this calculation, the operation is performed on half of the symmetry axis and it is calculated to form a force pair with the required force.

A_b
F_n
R_n
R_n / Ω

Required	Available	Ratio	Control
32,601 kN	56,549 kN	0.577	√

Bolt Bearing on Beam

d _h	20+2=22 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
R _n / Ω

Required	Available	Ratio	Control
64.748 kN	185,487 kN	0.349	√

Bolt Bearing on Plate

d _h	20+2=22 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
R _n / Ω

Required	Available	Ratio	Control
64.748 kN	284.75 kN	0.227	√

Plate Shear Yield

A _g
F _y	235.359 N/mm²
R_n		ÇYTHYEDY 13.17
R _n / Ω

Required	Available	Ratio	Control
64.748 kN	270 kN	0.240	√

Beam Shear Rupture

A_nv
F_u	362.846 N/mm²
R_n		ÇYTHYEDY 13.18
R_n / Ω

Required	Available	Ratio	Control
64.748 kN	176.213 kN	0.367	√

Plate Shear Rupture

A _nv
F _u	362.846 N/mm²
R_n		ÇYTHYEDY 13.18
R _n / Ω

Required	Available	Ratio	Control
64.748 kN	218.143 kN	0.297	√

Block Shear in Plate

A_g
A_nv
A_e.g.
F_y	235.359 N/mm²
F_u	362.846 N/mm²
U_bs	one

R_n		ÇYTHYEDY 13.19
R_n / Ω

Required	Available	Ratio	Control
64.748 kN	229.569 kN	0.282	√

Plate Flexural Buckling

F _y	235.359 N/mm²
t	12 mm
a	60 mm
L	239 mm
λ

Required	Available	Control
≤0.70	0.17	√

Plate Flexural Yield

d_p	239 mm
F _y	235.359 N/mm²
t _p	12 mm
a	60 mm
R_n
R _n / Ω

Required	Available	Ratio	Control
64.748 kN	223.92 kN	0.289	√

Weld Strength at Support

in	12.73 mm
F _E	480 N/mm²
l	239 mm
is	60 mm
R_n
R _n / Ω

Required	Available	Ratio	Control
64.748 kN	421.131 kN	0.154	√