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Welded Flange Plate Connection Design

The Welded Flange Plate Connection is formed with butt welded welded head plates with cotton penetration to the column head and corner welded to the beam head. Body plate bolt control, welding control, plate control and connection application limits control are made automatically according to the placement of the elements of the connection. Welded Flange Plate Connection design is made automatically according to the Design, Calculation and Construction Principles of Steel Structures (ÇYTHYEDY) or AISC 360-16 regulations and a connection report is created.

In the calculation of the Welded Flange Plate Connection, the header plate and slip plate weld thickness, slip plate column head weld thickness, continuity plate - column head and body weld thickness are checked under geometry control. Head plate weld strength, header plate tensile failure, block slip at beam head, pressure plate leakage, slip plate weld strength, shear plate beam body strength, body plate shear failure, body plate bending yield, column panel region slippage are checked.

Connection Geometry

Geometry Checks

Flange Plate to Beam Flange Weld Size

a ≥ a min     

 

 

 

a

6 mm

 

a min

4 mm

Table 13.4

Shear Plate to Beam Web Weld Size

a ≥ a min     

 

 

 

a

6 mm

 

a min

3.5 mm

Table 13.4

Shear Plate to Column Flange 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

6 mm

 

a min

4 mm

Table 13.4

Continuity Plate to Column Web Weld Size

a ≥ a min     

 

 

 

a

6 mm

 

a min

4 mm

Table 13.4

Strength Checks

Flange Plate to Beam Flange Weld Strength

L

520 mm

 

L wt

280 mm

 

F e

490 N/mm2

 

R nwl

 

R nwt

 

R nw

 

in

8.487 mm

 

F u-plate

410 N/mm2

 

F u flange

410 N/mm2

 

t p

16 mm

 

tf

18 mm

 

RnBM

 

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

143.884 kN

1140.426 kN

0.126

Flange Plate Tension Yield

A g

 

F y

275 N/mm2

 

Rn

ÇYTHYEDY 13.15

ΦRn

 

Required

Available

Ratio

Control

143.884 kN

1108.8 kN

0.130

Flange Plate Tension Rupture

An

 

A e

 

F u

410 N/mm2

 

U

1.00

 

Rn

ÇYTHYEDY 13.16

ΦRn

 

Required

Available

Ratio

Control

143.884 kN

1377.6 kN

0.104

Beam Flange Block Shear

Ag

 

Anv

 

Ae.g.

 

Fy

275 N/mm2

 

Fu

410 N/mm2

 

Ubs

1

 

 

 

Rn

ÇYTHYEDY 13.19

ΦRn

 

Required

Available

Ratio

Control

143.884 kN

1269 kN

0.113

Flange Plate Compression Yield

TO

0.65

 

L

20 mm

 

r

4.619 mm

 

KL / r

2.81

 

F y

275 N/mm2

 

A g

 

Rn

ÇYTHYEDY 13.20

(KL/r<25)

ΦRn

 

Required

Available

Ratio

Control

143.884 kN

1108.8 kN

0.130

Shear Plate to Column Flange Weld Strength

in

8.487 mm

 

F E

490 N/mm2

 

l

260 mm

 

is

117.5 mm

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

15.529 kN

374.02 kN

0.042

Shear Plate to Column Flange Weld Strength

Fe

490000 kN/m2

in

The weld thickness taken from the combination menu is 0.707 * w value. 6 / 0.707 = 8.487 mm

Fu

410  N/mm2

t

10 mm

R nw

RnBM

Rn

ΦRn

 

Required

Available

Ratio

Control

66.153 kN/m

1323 kN/m

0.042

Web Plate Shear Yield

A g

 

F y

275 N/mm2

 

Rn

ÇYTHYEDY 13.17

ΦRn

 

Required

Available

Ratio

Control

15.529 kN

429 kN

0.036

Web Plate Shear Rupture

A nv

 

F u

410 N/mm2

 

Rn

ÇYTHYEDY 13.18

ΦRn

 

Required

Available

Ratio

Control

15.529 kN

376.38 kN

0.041

Web Plate Flexural Yield

dp

260 mm

 

F y

275 N/mm2

 

t p

10 mm

 

a

117.5 mm

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

15.529 kN

273.948 kN

0.057

Column Panel Zone Shear

P r

1621.397 kN

ÇYTHYEDY 13.29a

Py

 

F y

275000 kN/m2

 

A g

28634.759 mm2

 

d c

650 mm

 

tw

16 mm

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

103.141 kN

1544.4 kN

0.067


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