Welded Flange Plate Connection Design
Connection Geometry

Geometry Checks
Flange Plate to Beam Flange Weld Size
a ≥ a min |
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|
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a | 6 mm |
| √ |
a min | 4 mm | Table 13.4 | √ |
Shear Plate to Beam Web Weld Size
a ≥ a min |
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|
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a | 6 mm |
| √ |
a min | 3.5 mm | Table 13.4 | √ |
Shear Plate to Column Flange Weld Size
a ≥ a min |
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|
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a | 6 mm |
| √ |
a min | 3.5 mm | Table 13.4 | √ |
Continuity Plate to Column Flange Weld Size
a ≥ a min |
|
|
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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 |
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F e | 490 N/mm2 |
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R nwl | ![]() |
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R nwt | ![]() |
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R nw | ![]() |
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in | 8.487 mm |
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F u-plate | 410 N/mm2 |
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F u flange | 410 N/mm2 |
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t p | 16 mm |
|
tf | 18 mm |
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RnBM | ![]()
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Rn | ![]() |
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ΦRn | ![]() |
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Required | Available | Ratio | Control |
---|---|---|---|
143.884 kN | 1140.426 kN | 0.126 | √ |
Flange Plate Tension Yield
A g | ![]() |
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F y | 275 N/mm2 |
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Rn | ![]() | ÇYTHYEDY 13.15 |
ΦRn | ![]() |
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Required | Available | Ratio | Control |
---|---|---|---|
143.884 kN | 1108.8 kN | 0.130 | √ |
Flange Plate Tension Rupture
An | ![]() |
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A e | ![]() |
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F u | 410 N/mm2 |
|
U | 1.00 |
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Rn | ![]() | ÇYTHYEDY 13.16 |
ΦRn | ![]() |
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Required | Available | Ratio | Control |
---|---|---|---|
143.884 kN | 1377.6 kN | 0.104 | √ |
Beam Flange Block Shear
Ag | ![]() |
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Anv | ![]() |
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Ae.g. | ![]() |
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Fy | 275 N/mm2 |
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Fu | 410 N/mm2 |
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Ubs | 1 |
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| ![]() |
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Rn | ![]() | ÇYTHYEDY 13.19 |
ΦRn | ![]() |
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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 |
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F y | 275 N/mm2 |
|
A g | ![]() |
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Rn | ![]() | ÇYTHYEDY 13.20 (KL/r<25) |
ΦRn | ![]() |
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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 |
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Rn | ![]() |
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ΦRn | ![]() |
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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 | ![]() |
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F y | 275 N/mm2 |
|
Rn | ![]() | ÇYTHYEDY 13.17 |
ΦRn | ![]() |
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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 | ![]() |
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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 | ![]() |
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ΦRn | ![]() |
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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 | ![]() |
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F y | 275000 kN/m2 |
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A g | 28634.759 mm2 |
|
d c | 650 mm |
|
tw | 16 mm |
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Rn | ![]() |
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ΦRn | ![]() |
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Required | Available | Ratio | Control |
---|---|---|---|
103.141 kN | 1544.4 kN | 0.067 | √ |