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 wı | 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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