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Connection Geometry
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Geometry Checks
Horizontal Edge Distance
Leh ≥ L e- min | ÇYTHYEDY 13.3.7 |
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Leh | 70 mm | L eh ≥ 2d = 2 * 30 = 60 mm conformity check for application | √ |
Le- min | 40 mm | Minimum distance check according to Table 13.9 | √ |
Vertical Edge Distance
Lev ≥ L e- min | ÇYTHYEDY 13.3.7 |
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Lev | 85 mm | L eh ≥ 2d = 2 * 30 = 60 mm conformity check for application | √ |
Le- min | 40 mm | Minimum distance check according to Table 13.9 | √ |
Beam
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Web to End Plate Weld Size
a ≥ a min |
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a | 6 mm |
| √ |
a min | 3.5 mm | Table 13.4 | √ |
Continuity Plate
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to Column Flange Weld Size
a ≥ amin |
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a | 8 mm |
| √ |
amin | 4 mm | Table 13.4 | √ |
Continuity Plate
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to Column Web Weld Size
a ≥ amin |
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a | 8 mm |
| √ |
a min | 4 mm | Table 13.4 | √ |
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Connection Detail Application Limits (TBDY Table 9B.1)
Beam span / Beam cross-section height | 9144 mm /450 mm=20.32 | ≥7.0 |
Butt End plate thickness, tp | 32 mm | 12≤t p ≤60 |
Head plate width, bp | 290 mm | 160≤ b p ≤ 300 |
Horizontal distance between bolts, g | 150 mm | 100≤g≤155 |
pfi | 60 mm | 40≤p fi ≤115 |
pfo | 60 mm | 40 p fo ≤115 |
Beam cross-section height, db | 450 mm | 270≤ d b ≤ 1400 |
Beam head flange thickness, tbf | 15 mm | 10≤t bf ≤25 |
Column cross-section height | 650 | ≤ 920 mm |
Bolt class | 10.9 | 8.8 - 10.9 |
Min yield stress of the frontal end plate material | 275 MPa | 235 /275 / 355 MPa |
Title Flange plate welding | CJP | CJP |
Strength
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Checks
Bolt diameter
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Muc | 783.345 kNm | AISC 358-16 (6.8-3) |
Ft | 750000 kN/m2 |
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ho |  |
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x1 |  |
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db |  |
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Required | Ready | RateRatio | Control |
|---|---|---|---|
29.141 mm | 30 mm | 0.971 | √ |
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End Plate Thickness
Muc | 783.345 kNm | AISC 358-16 (6.8-5) |
Fyp | 275000 kN/m2 |
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s |  |
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Yp |  |
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Yp |  |
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tp |  |
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Required | ReadyAvailable | RateRatio | Control |
|---|---|---|---|
30.74 mm | 32 mm | 0.961 | √ |
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End Plate Shear
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Yield
M uc | 783.345 kNm | AISC 358-16 (6.8-7) |
F f |  |
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R req = F f / 2 |  |
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Fyp | 275000 kN/m2 |
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bp | 290 mm |
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tp | 32 mm |
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d | 450 mm |
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tbf | 15 mm |
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Rn |  |
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Required | ReadyAvailable | RateRatio | Control |
|---|---|---|---|
900,396 kN | 1531.2 kN | 0.588 | √ |
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End Plate Shear
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Rupture
Muc | 783.345 kNm | AISC 358-16 (6.8-7) |
Ff | |
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Rreq = F f / 2 | |
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Fup | 410000 kN/m2 |
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An |  |
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d | 450 mm |
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tbf | 15 mm |
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Rn |  |
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ΦRn |  |
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Required | ReadyAvailable | RateRatio | Control |
|---|---|---|---|
900,396 kN | 1027.3 kN | 0.876 | √ |
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Bolt Shear at Support
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Ab |  |
Fn |  |
Rn |  |
ΦRn |  |
Required | ReadyAvailable | RateRatio | Control |
|---|---|---|---|
212.57 kN | 1145.11 kN | 0.186 | √ |
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Bolt Bearing on End Plate
dh | 30+3=33 mm |
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Lc,edge |  |
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Rn |  | ÇYTHYEDY 13.3.13 Equation 13.14a and13.14b |
Rn-edge |  |
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Lc,spacing |  |
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Rn-spacing |  |
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Rn |  |
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ΦRn |  |
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Required | ReadyAvailable | RateRatio | Control |
|---|---|---|---|
212.57 kN | 3400.704 kN | 0.063 | √ |
Bolt
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Bearing on Column Flange
d h | 30+3=33 mm |
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Rn | | ÇYTHYEDY 13.3.13 Equation 13.14a and13.14b |
Rn-edge |  |
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Lc,spacing | |
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Rn-spacing |  |
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Rn |  |
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ΦRn |  |
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Required | ReadyAvailable | RateRatio | Control |
|---|---|---|---|
212.57 kN | 3294.432 kN | 0.065 | √ |
Beam
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Web to End Plate Weld Strength
Fyp | 275000 kN/m2 | AISC 358-16 (6.7.6) 3 |
tbw | 9 mm |
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Fe | 490000 kN/m2 |
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inw |  |
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Required | ReadyAvailable | RateRatio | Control |
|---|---|---|---|
4.763 mm | 8.487 mm | 0.561 | √ |
Column
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Flange Thickness
Muc | 783.345 kNm | AISC 358-16 (6.8-5) |
Fyp | 275000 kN/m2 |
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s |  |
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c |  |
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And Yc |  |
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And Yc |  |
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tcf |  |
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Required | ReadyAvailable | RateRatio | Control |
|---|---|---|---|
24.324 mm | 31 mm | 0.785 | √ |
Column Panel
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Zone Shear
Pr | 429,.124 kN | ÇYTHYEDY 13.29a |
Py |  |
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Fy | 275000 kN/m2 |
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Ag | 28634.759 mm2 |
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dc | 650 mm |
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tw | 16 mm |
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Rn |  |
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ΦRn |  |
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Required | Ready | RateRatio | Control |
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1595.191 kN | 1716 kN | 0.930 | √ |
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Shear Zone Thickness(!!)
tmin ≥u / 180 |  | TBDY 2018 9.3.4.2b |
tmin = tw | 16 mm |
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tw | 16 mm |
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u | 2016 mm |
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Required | ReadyAvailable | RateRatio | Control |
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11.2 mm | 16 mm | 0.700 | √ |