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GEOMETRY CHECKS
Bolt Spacing
smin ≥ 3d | ÇYTHYEDY 13.3.6 |
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s | 90 mm |
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d | 24 mm | s =90 mm > smin = 3*24=72 mm | √ |
Horizontal Edge Distance
Leh ≥ Le- min | ÇYTHYEDY 13.3.7 |
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Leh | 42.5 mm | ||
Le- min | 32 mm | Table 13.9 | √ |
Vertical Edge Distance
Lev ≥ Le- min | ÇYTHYEDY 13.3.7 |
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Lev | 35 mm | ||
Le- min | 32 mm | Table 13.9 | √ |
Beam Web to End Plate Weld Size
a ≥ amin |
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a | 5 mm |
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amin | 3.5 mm | Table 13.4 | √ |
Stiffener to Beam Web Weld Size
a ≥ amin |
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a | 9 mm |
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amin | 4 mm | Table 13.4 | √ |
Stiffener to End Plate Weld Size
a ≥ amin |
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a | 9 mm |
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amin | 4 mm | Table 13.4 | √ |
Continuity Plate to Column Web Weld Size
a ≥ amin |
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a | 8 mm |
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amin | 4 mm | Table 13.4 | √ |
Continuity Plate to Column Web Weld Size
a ≥ amin |
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a | 8 mm |
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amin | 4 mm | Table 13.4 | √ |
Prequalification Limits (TBDY Table 9B.1)
Beam span/Beam depth | 8000mm /450mm=17.78 | ≥7.0 |
End plate thickness, tp | 25mm | 18≤t p ≤65 |
End plate width, bp | 215mm | B 215≤ P ≤ 400 |
Horizontal distance between bolts, g | 130mm | 125≤g≤155 |
pfi | 40mm | 40≤p fi ≤50 |
pfo | 40mm | 40≤p fi ≤50 |
pb | 90mm | 90≤p b ≤100 |
Beam depth, db | 450mm | 450≤ d b ≤ 950 |
Beam flange thickness, tbf | 14.6mm | 14≤t bf ≤35 |
Column depth | 450 | ≤ 920mm |
Bolt grade | 10.9 | 8.8 - 10.9 |
Min yield stress of end plate material | 275 MPa | 235 /275/355 MPa |
Flange plate weld | CJP | CJP |
Strength Checks
Bolt Diameter
Muc | 810.184 kNm | AISC 358-16 (6.8-4) |
Ft | 750000 kN/m2 |
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h1 |
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h2 |
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h3 | ||
h4 | ||
db |
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Required | Available | Ratio | Check |
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20.946 mm | 24 mm | 0.873 | √ |
End Plate Thickness
Muc | 810.184 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 | 6228.788 |
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tp |
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Required | Available | Ratio | Check |
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22.913 mm | 25 mm | 0.917 | √ |
End Plate Stiffener Thickness
tbw | 9.4 mm | AISC 358-16 (6.8-9) |
Fyb | 275000 kN/m2 |
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Fys | 275000 kN/m2 |
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ts | 15 mm |
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Required | Available | Ratio | Check |
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9.4 mm | 15 mm | 0.627 | √ |
End Plate Stiffener Local Buckling
hs | 210 mm | AISC 358-16 (6.8-10) |
ts | 15 mm |
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E | 205939650 kN/m2 |
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Fys | 275000 kN/m2 |
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Required | Available | Ratio | Check |
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11 mm | 15.102 mm | 0.728 | √ |
Stiffener to Beam Flange Weld Size
Fys | 275000 kN/m2 | AISC DG 4-2nd 3.2.10 |
ts | 15 mm |
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Fe | 480000 kN/m2 |
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w |
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Required | Available | Ratio | Check |
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8.103 mm | 12.73 mm | 0.637 | √ |
Stiffener to End Plate Weld Size
Fys | 275000 kN/m2 | AISC DG 4-2nd 3.2.10 |
ts | 15 mm |
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Fe | 480000 kN/m2 |
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w |
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Required | Available | Ratio | Check |
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7.938 mm | 8.487 mm | 0.935 | √ |
Bolt Shear at Support
Ab | |
Fn | |
Rn | |
ΦRn |
Required | Available | Ratio | Check |
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265.11 kN | 1465.74 kN | 0.181 | √ |
Bolt Bearing on End Plate
dh | 24+2=26 mm |
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Lc,edge |
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Rn | ÇYTHYEDY 13.3.13 Eq. 13.14a and 13.14b | |
Rn-edge |
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Lc,spacing1 |
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Rn-spacing1 |
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Lc,spacing2 | ||
Rn-spacing2 | ||
Rn |
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ΦRn |
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Required | Available | Ratio | Check |
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265.11 kN | 3854.52 kN | 0.069 | √ |
Bolt Bearing on Column Flange
dh | 24+2=26 mm |
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Rn | ÇYTHYEDY 13.3.13 Eq. 13.14a and 13.14b | |
Rn-edge | ||
Lc,spacing1 |
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Rn-spacing1 |
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Lc,spacing2 | ||
Rn-spacing2 | ||
Rn |
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ΦRn |
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Required | Available | Ratio | Check |
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265.11 kN | 5499.187 | 0.048 | √ |
Beam Web to End Plate Weld Size
Fyp | 275000 kN/m2 | AISC 358-16 (6.7.6)3 |
tbw | 9.4 mm |
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Fe | 480000 kN/m2 |
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w |
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Required | Available | Ratio | Check |
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5.078 mm | 7.072 mm | 0.718 | √ |
Column Flange Thickness
Muc | 810.184 kNm | AISC 358-16 (6.8-13) |
Fyc | 355000 kN/m2 |
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s |
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Yc |
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Yc |
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tcf |
Required | Available | Ratio | Check |
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17.954 mm | 26 mm | 0.691 | √ |
Panel Zone Thickness
tmin≥u/180 | TBDY 2018 9.3.4.2b | |
tmin=tw | 14 mm |
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tw | 14 mm |
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u | 1637.6 mm |
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Required | Available | Ratio | Check |
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9.098 mm | 14 mm | 0.65 | √ |
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