Skip to end of metadata
Go to start of metadata

You are viewing an old version of this page. View the current version.

Compare with Current View Page History

« Previous Version 6 Current »

Welded Web Connection is formed by joining column cap - beam cap with full penetration butt weld, column cap - beam body with welded and bolted plate. 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 Web 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. Connection detail application limits are checked according to TBDY Table 9B.5.

In the Welded Web Connection calculation, weld access hole length and height, slip plate column cap weld thickness, slip plate beam body weld thickness and continuity plate weld thickness are checked under geometry control. In the strength control, beam shear yield, slip plate column head weld strength, column panel region slip and slip region thickness control are performed.

Connection Geometry

Geometry Checks

Weld Access Hole Length

L ≥ max(1.5tw,40 mm)      

ÇYTHYEDY 13.1.6

 

L

50 mm

tw

9 mm

Weld Access Hole Height

H ≥ max(tw, 20 mm) , H≤50mm     

ÇYTHYEDY 13.1.6

 

H

30 mm

tw

9 mm

Shear Plate to Column Flange Weld Size

a ≥ a min     

 

 

 

a

9 mm

 

a min

3.5 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

Continuity Plate to Column Flange Weld Size

a ≥ a min     

 

 

 

a

8 mm

 

a min

4 mm

Table 13.4

Continuity Plate to Column Web Weld Size

a ≥ a min     

 

 

 

a

8 mm

 

a min

4 mm

Table 13.4

Connection Detail Prequalification Limits (TBDY Table 9B.3)

Beam span / Beam cross-section height

9144 mm /450 mm=20.32

≥9.0

Beam cross-section height, d b

450 mm

≤ 920

Beam flange thickness, t bf

15 mm

≤25

Column cross section height

650 mm

≤ 920 mm

Flange plate weld

CJP

CJP

tp

10 mm

≥9 mm TBDY 9B.4.7(a)

a

10 mm

6≤a≤12 TBDY 9B.4.7 (a)

d

50 mm

≥50 mm TBDY 9B.4.7(a)

Shear plate beam web weld thickness

6 mm

=6 mm TBDY 9B.4.7(c)

Flange plate weld

CJP

CJP

Strength Checks

Beam Shear Yield

Ag

 

F y

275 N/mm2

 

Rn

ÇYTHYEDY 13.17

ΦRn

 

Required

Available

Ratio

Control

209.62 kN

534.6 kN

0.392

Column Flange Weld Strength at Shear Plate

Fe

490000 kN/m2

ÇYTHYEDY 13.2

in

The weld thickness taken from the combination menu is 0.707 * w value. 9 / 0.707 = 12.73 mm

 

l

380 mm

 

R req

 

hp

380 mm

 

tp

10 mm

 

Ry

1.30

 

Fyp

275 N/mm2

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

815.1 kN

904.94 kN

0.901

Column Panel Zone Shear

P r

429,124 kN

ÇYTHYEDY 13.29a

Py

 

F y

275000 kN/m2

 

A g

28634.759 mm2

 

dc

650 mm

 

tw

16 mm

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

1497.795 kN

1716 kN

0.873

Panel Zone Thickness

t min ≥u / 180

TBDY 2018 9.3.4.2b

t min = t w

16 mm

 

tw

16 mm

 

u

2016 mm

 

Required

Available

Ratio

Control

11.2 mm

16 mm

0.700


  • No labels