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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 > 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 13.3.13

Equation 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 13.3.13

Equation 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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