# 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, Calculation and Construction Principles of Steel Structures (ÇYTHYEDY) (GKT and YDKT) or 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.

### Geometry Checks

#### Spacing between bolts

 s min ≥ 3d ÇYTHYEDY 13.3.6 s 79.5 mm d 20 mm s =79.5 mm > smin = 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 ≥ hb /  2 ÇYTHYEDY 13.3.7 L 239 mm hb 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.

 Ab Fn Rn Rn / Ω

Required

Available

Ratio

Control

32,601 kN

56,549 kN

0.577

#### Bolt Bearing on Beam

 d h 20+2=22 mm Lc,edge Rn ÇYTHYEDY 13.3.13Equation 13.14a and13.14b Rn-edge Lc,spacing Rn-spacing Rn 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 Lc,edge Rn ÇYTHYEDY 13.3.13Equation 13.14a and13.14b Rn-edge Lc,spacing Rn-spacing Rn 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 Rn ÇYTHYEDY 13.17 R n / Ω

Required

Available

Ratio

Control

64.748 kN

270 kN

0.240

#### Beam Shear Rupture

 Anv Fu 362.846 N/mm2 Rn ÇYTHYEDY 13.18 Rn / Ω

Required

Available

Ratio

Control

64.748 kN

176.213 kN

0.367

#### Plate Shear Rupture

 A nv F u 362.846 N/mm2 Rn ÇYTHYEDY 13.18 R n / Ω

Required

Available

Ratio

Control

64.748 kN

218.143 kN

0.297

#### Block Shear in Plate

 Ag Anv Ae.g. Fy 235.359 N/mm2 Fu 362.846 N/mm2 Ubs one Rn ÇYTHYEDY 13.19 Rn / 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

 dp 239 mm F y 235.359 N/mm2 t p 12 mm a 60 mm Rn 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 Rn R n / Ω

Required

Available

Ratio

Control

64.748 kN

421.131 kN

0.154

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