Welded Web Connection Design
- Kemalcan Struja (Unlicensed)
- Zeynep Aladağ
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 | √ |