Connection Geometry

Geometry Checks

Bolt Spacing at Flange

s min ≥ 3d       

ÇYTHYEDY 13.3.6

 

 

s

84 mm

 

 

d

27 mm

s =84 mm > smin = 3*27=81 mm

Horizontal Edge Distance at Flange

L e ≥ L e- min     

ÇYTHYEDY 13.3.7

 

 

The e

60 mm

L e ≥ 2d = 2 * 27 = 54 mm conformity check for application

L e- min

36 mm

Minimum distance check according to Table 13.9

Vertical Edge Distance at Flange

L e ≥ L e- min     

ÇYTHYEDY 13.3.7

 

 

L e

50 mm

Check suitability for L e ≥ 2d = 2 * 27 = mm application

L e- min

36 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

Bolt Spacing at Web

s min ≥ 3d       

ÇYTHYEDY 13.3.6

 

 

s

72 mm

 

 

d

24 mm

s =7 mm > smin = 3*24=72 mm

Horizontal Edge Distance at Web

L e ≥ L e- min     

ÇYTHYEDY 13.3.7

 

 

The e

90 mm

Conformity check for L e ≥ 2d = 2 * 24 = 48 mm application

L e- min

32 mm

Minimum distance check according to Table 13.9

Vertical Edge Distance at Web

L e ≥ L e- min     

ÇYTHYEDY 13.3.7

 

 

The e

60 mm

L eh ≥ 2d = 2 * 24 = 48 mm conformity check for application

L e- min

32 mm

Minimum distance check according to Table 13.9

Shear Plate to Column Flange Weld Size

a ≥ a min     

ÇYTHYEDY 13.3.7

 

 

a

8 mm

 

a min

3.5 mm

Table 13.4

Continuity Plate to Column Flange Weld Size

a ≥ a min     

ÇYTHYEDY 13.3.7

 

 

a

8 mm

 

a min

4 mm

Table 13.4

Continuity Plate to Column Web Weld Size

a ≥ a min     

ÇYTHYEDY 13.3.7

 

 

a

8 mm

 

a min

4 mm

Table 13.4

Connection Detail Prequalification Limits (TBDY Table 9B.2)

Beam span / Beam cross-section height

9144 mm /550 mm=16.63

≥9.0

Beam cross-section height, d b

550 mm

≤ 920

Beam head thickness, t bf

17.2 mm

≤25

Column cross section height

650 mm

≤ 920 mm

Bolt class

8.8

8.8 - 10.9

Bolt size

M27

≤ M27

Min yield stress of header plate material

275 MPa

235 /275 / 355 MPa

Title plate welding

CJP

CJP

Strength Checks

Bolt diameter

bf

210 mm

Table 9B.3

R y

1.40

 

F y

235.359 N/mm2

 

Rt

1.10

 

F u

362.846 N/mm2

 

d b

 

d b

 

Required

Available

Ratio

Control

15.32 mm

27 mm

0.567

Bolt Shear at Flange

A b

Fn

Rn

ΦRn

Required

Available

Ratio

Control

1628.396 kN

1855.079 kN

0.878

Bolt Bearing on Flange Plate

d h

27+3=30 mm

 

Lc,edge

 

Rn

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

Rn-edge

 

Lc,spacing

 

Rn-spacing

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

1628.396 kN

5866.214 kN

0.278

Bolt Bearing on Beam Flange

d h

27+3=30 mm

 

Lc,edge

 

Rn

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

Rn-edge

 

Lc,spacing

 

Rn-spacing

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

1628.396 kN

279,455 kN

0.584

Flange Plate Tension Yield

A g

 

F y

275 N/mm2

 

Rn

ÇYTHYEDY 13.15

ΦRn

 

Required

Available

Ratio

Control

1628.396 kN

1848 kN

0.881

Flange Plate Tension Rupture

An

 

A e

 

F u

410 N/mm2

 

U

1.00

 

Rn

ÇYTHYEDY 13.16

ΦRn

 

Required

Available

Ratio

Control

1628.396 kN

1723.968 kN

0.945

Flange Plate Block Shear

A g

 

A nv

 

A e.g.

 

F y

275 N/mm2

 

F u

410 N/mm2

 

Ubs

1

 

 

 

Rn

ÇYTHYEDY 13.19

ΦRn

 

Required

Available

Ratio

Control

1628.396 kN

3636.864 kN

0.448

Beam Flange Block Shear

A g

 

A nv

 

A e.g.

 

F y

235.359 N/mm2

 

F u

362.846 N/mm2

 

Ubs

1

 

 

 

Rn

ÇYTHYEDY 13.19

ΦRn

 

Required

Available

Ratio

Control

1628.396 kN

1729.992 kN

0.941

Bolt Shear at Web

A b

Fn

Rn

ΦRn

Required

Available

Ratio

Control

89.994 kN

146,574 kN

0.614

Bolt Bearing on Beam Web

d h

24+2=26 mm

 

Rn

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

Lc,spacing

 

Rn-spacing

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

246.43 kN

1000.454 kN

0.246

Bolt Bearing on Web Plate

d h

24+2=26 mm

 

Lc,edge

 

Rn

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

Rn-edge

 

Lc,spacing

 

Rn-spacing

 

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

246.43 kN

1227,442 kN

0.201

Web Plate Shear Yield

A g

 

F y

275 N/mm2

 

Rn

ÇYTHYEDY 13.17

ΦRn

 

Required

Available

Ratio

Control

246.43 kN

807.84 kN

0.305

Web Plate Shear Rupture

A nv

 

F u

410 N/mm2

 

Rn

ÇYTHYEDY 13.17

ΦRn

 

Required

Available

Rate

Control

246.43 kN

712,022 kN

0.346

Beam Shear Rupture

A nv

 

F u

410 N/mm2

 

Rn

ÇYTHYEDY 13.17

ΦRn

 

Required

Available

Ratio

Control

246.43 kN

891.709 kN

0.276

Web Plate Block Shear

A g

 

A nv

 

A e.g.

 

F y

275 N/mm2

 

F u

410 N/mm2

 

Ubs

1

 

 

 

Rn

ÇYTHYEDY 13.19

ΦRn

 

Required

Available

Ratio

Control

246.43 kN

926,338 kN

0.266

Web Plate Flexural Yield

dp

408 mm

 

F y

275 N/mm2

 

t p

12 mm

 

a

110 mm

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

246.43 kN

728,794 kN

0.338

Shear Plate to Column Flange Weld Strength

in

11.315 mm

 

F E

490 N/mm2

 

l

408 mm

 

is

110 mm

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

246.43 kN

1152.2 kN

0.214

Column Panel Zone Shear

P r

429,124 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

1379.649 kN

1716 kN

0.804

Panel Zone Thickness

t min ≥u / 180

TBDY 2018 9.3.4.2b

t min = t w

16 mm

 

tw

16 mm

 

u

2207.2 mm

 

Required

Available

Ratio

Control

12.262 mm

16 mm

0.766