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Bolted Flange Plate Connection is formed with header plates welded to the column head and bolted to the beam head. Bolt control, weld control, plate control and joint application limits control are performed automatically according to the placement of the elements of the joint. Head Plate Bolt Joint design is made automatically according to the Design, Calculation and Construction Principles of Steel Structures (ÇYTHYEDY) or AISC 360-16 regulations and a joint report is created. Joint detail application limits are checked according to TBDY Table 9B.2.

In the calculation of Head Plate Bolt Joint, horizontal and vertical bolt distances, butt plate weld thickness, continuity plate weld thickness and application limits are checked under geometry control. Bolt diameter in strength control, slip in cap and body bolts, crush in cap and body bolt hole, crush in beam cap bolt hole, head plate tensile yield and tensile failure, block slip in head plate and beam head, beam and body plate shear failure, block in body plate slip, body plate bending yield, slip plate column head weld strength, column panel region slip and slip region thickness control are performed.

Child pages (Children Display)

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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

Image Modified

 

d b

Image Modified

 

Required

Available

Ratio

Control

15.32 mm

27 mm

0.567

√

Bolt Shear at Flange

A b

Image Modified

Fn

Image Modified

Rn

Image Modified

ΦRn

Image Modified

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

Image Modified

 

Rn

Image Modified

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

Rn-edge

Image Modified

 

Lc,spacing

Image Modified

 

Rn-spacing

Image Modified

 

Rn

Image Modified

 

ΦRn

Image Modified

 

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

Image Modified

 

Rn

Image Modified

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

Rn-edge

Image Modified

 

Lc,spacing

Image Modified

 

Rn-spacing

Image Modified

 

Rn

Image Modified

 

ΦRn

Image Modified

 

Required

Available

Ratio

Control

1628.396 kN

279,455 kN

0.584

√

Flange Plate Tension Yield

A g

Image Modified

 

F y

275 N/mm2

 

Rn

Image Modified

ÇYTHYEDY 13.15

ΦRn

Image Modified

 

Required

Available

Ratio

Control

1628.396 kN

1848 kN

0.881

√

Flange Plate Tension Rupture

An

Image Modified

 

A e

Image Modified

 

F u

410 N/mm2

 

U

1.00

 

Rn

Image Modified

ÇYTHYEDY 13.16

ΦRn

Image Modified

 

Required

Available

Ratio

Control

1628.396 kN

1723.968 kN

0.945

√

Flange Plate Block Shear

A g

Image Modified

 

A nv

Image Modified

 

A e.g.

Image Modified

 

F y

275 N/mm2

 

F u

410 N/mm2

 

Ubs

1

 

 

Image Modified

 

Rn

Image Modified

ÇYTHYEDY 13.19

ΦRn

Image Modified

 

Required

Available

Ratio

Control

1628.396 kN

3636.864 kN

0.448

√

Beam Flange Block Shear

A g

Image Modified

 

A nv

Image Modified

 

A e.g.

Image Modified

 

F y

235.359 N/mm2

 

F u

362.846 N/mm2

 

Ubs

1

 

 

Image Modified

 

Rn

Image Modified

ÇYTHYEDY 13.19

ΦRn

Image Modified

 

Required

Available

Ratio

Control

1628.396 kN

1729.992 kN

0.941

√

Bolt Shear at Web

A b

Image Modified

Fn

Image Modified

Rn

Image Modified

ΦRn

Image Modified

Required

Available

Ratio

Control

89.994 kN

146,574 kN

0.614

√

Bolt Bearing on Beam Web

d h

24+2=26 mm

 

Rn

Image Modified

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

Lc,spacing

Image Modified

 

Rn-spacing

Image Modified

 

Rn

Image Modified

 

ΦRn

Image Modified

 

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

Image Modified

 

Rn

Image Modified

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

Rn-edge

Image Modified

 

Lc,spacing

Image Modified

 

Rn-spacing

Image Modified

 

 

Rn

Image Modified

 

ΦRn

Image Modified

 

Required

Available

Ratio

Control

246.43 kN

1227,442 kN

0.201

√

Web Plate Shear Yield

A g

Image Modified

 

F y

275 N/mm2

 

Rn

Image Modified

ÇYTHYEDY 13.17

ΦRn

Image Modified

 

Required

Available

Ratio

Control

246.43 kN

807.84 kN

0.305

√

Web Plate Shear Rupture

A nv

Image Modified

 

F u

410 N/mm2

 

Rn

Image Modified

ÇYTHYEDY 13.17

ΦRn

Image Modified

 

Required

Available

Rate

Control

246.43 kN

712,022 kN

0.346

√

Beam Shear Rupture

A nv

Image Modified

 

F u

410 N/mm2

 

Rn

Image Modified

ÇYTHYEDY 13.17

ΦRn

Image Modified

 

Required

Available

Ratio

Control

246.43 kN

891.709 kN

0.276

√

Web Plate Block Shear

A g

Image Modified

 

A nv

Image Modified

 

A e.g.

Image Modified

 

F y

275 N/mm2

 

F u

410 N/mm2

 

Ubs

1

 

 

Image Modified

 

Rn

Image Modified

ÇYTHYEDY 13.19

ΦRn

Image Modified

 

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

Image Modified

 

ΦRn

Image Modified

 

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

Image Modified

 

ΦRn

Image Modified

 

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

Image Modified

 

F y

275000 kN/m2

 

A g

28634.759 mm2

 

d c

650 mm

 

tw

16 mm

 

Rn

Image Modified

 

ΦRn

Image Modified

 

Required

Available

Ratio

Control

1379.649 kN

1716 kN

0.804

√

Panel Zone Thickness

t min ≥u / 180

Image Modified

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

√

...

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