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

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

Horizontal Edge Distance

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

Vertical Edge Distance

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

Weld Thickness

ÇYTHYEDY 13.3.7
9 mm		√
3.5 mm	Table 13.4	√

Erection Stability

	ÇYTHYEDY 13.3.7
L	239 mm
	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.

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

Bolt Bearing on Beam

	20+2=22 mm

		ÇYTHYEDY 13.3.13 Equation 13.14a and13.14b

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

Bolt Bearing on Plate

	20+2=22 mm

		ÇYTHYEDY 13.3.13 Equation 13.14a and13.14b

Required	Available	Ratio	Control
64.748 kN	284.75 kN	0.227	√

Plate Shear Yield


	235.359 N/mm²
		ÇYTHYEDY 13.17

Required	Available	Ratio	Control
64.748 kN	270 kN	0.240	√

Beam Shear Rupture


	362.846 N/mm²
		ÇYTHYEDY 13.18

Required	Available	Ratio	Control
64.748 kN	176.213 kN	0.367	√

Plate Shear Rupture


	362.846 N/mm²
		ÇYTHYEDY 13.18

Required	Available	Ratio	Control
64.748 kN	218.143 kN	0.297	√

Block Shear in Plate




	235.359 N/mm²
	362.846 N/mm²
	one

		ÇYTHYEDY 13.19

Required	Available	Ratio	Control
64.748 kN	229.569 kN	0.282	√

Plate Flexural Buckling

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

Required	Available	Control
≤0.70	0.17	√

Plate Flexural Yield

	239 mm
	235.359 N/mm²
	12 mm
	60 mm

Required	Available	Ratio	Control
64.748 kN	223.92 kN	0.289	√

Weld Strength at Support

in	12.73 mm
	480 N/mm²
l	239 mm
is	60 mm

Required	Available	Ratio	Control
64.748 kN	421.131 kN	0.154	√