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Download ideCAD for Splice Connection Design according to AISC 360-16 |
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Connection Geometry
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Geometry Checks
Bolt Spacing at Flange
s min ≥ 3d | ÇYTHYEDY 13.3.6 |
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s | 72 mm |
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d | 24 mm | s =79.5 mm > smin = 3*24=72 mm | √ |
Horizontal Edge Distance at Flange
L eh ≥ L e- min | ÇYTHYEDY 13.3.7 |
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L eh | 75 mm | L eh ≥ 2d = 2 * 24 = 48 mm conformity check for application | √ |
L e- min | 32 mm | Minimum distance check according to Table 13.9 | √ |
Vertical Edge Distance at Flange
L ev ≥ L e- min | ÇYTHYEDY 13.3.7 |
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L ev | 35 mm |
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L e- min | 32 mm | Minimum distance check according to Table 13.9 | √ |
Bolt Spacing at Web
s min ≥ 3d | ÇYTHYEDY 13.3.6 |
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s | 112.5 mm |
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d | 32 mm | s =112.5 mm > smin = 3*24=72 mm | √ |
Horizontal Edge Distance at Web
L eh ≥ L e- min | ÇYTHYEDY 13.3.7 |
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L eh | 55 mm | L eh ≥ 2d = 2 * 24 = 48 mm conformity check for application | √ |
L e- min | 32 mm | Minimum distance check according to Table 13.9 | √ |
Vertical Edge Distance at Web
L ev ≥ L e- min | ÇYTHYEDY 13.3.7 |
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L ev | 50 mm | L eh ≥ 2d = 2 * 24 = 48 mm conformity check for application | √ |
L e- min | 32 mm | Minimum distance check according to Table 13.9 | √ |
Strength Checks
Bolt Shear at Flange
A b |  |
Fn |  |
Rn |  |
ΦRn | 
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Required | Available | Ratio | Control |
|---|---|---|---|
315,683 kN | 732.87 kN | 0.431 | √ |
Bolt Bearing on Flange Plate
d h | 24+2=26 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 | Available | Ratio | Control |
|---|---|---|---|
315,683 kN | 1371.558 kN | 0.230 | √ |
Bolt Bearing on Beam Flange
d h | 24+2=26 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 | Available | Ratio | Control |
|---|---|---|---|
315,683 kN | 1234,402 kN | 0.256 | √ |
Flange Plate Shear Yield
A g |  |
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F y | 235.359 N/mm2 |
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Rn |  | ÇYTHYEDY 13.15 |
ΦRn |  |
Required | Available | Ratio | Control |
|---|---|---|---|
281.974 kN | 571.92 kN | 0.493 | √ |
Flange Plate Tensile Rupture
An |  |
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A e |  |
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F u | 362.846 N/mm2 |
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U | 1.00 |
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Rn |  | ÇYTHYEDY 13.16 |
ΦRn |  |
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Required | Available | Ratio | Control |
|---|---|---|---|
281.974 kN | 506.17 kN | 0.557 | √ |
FlangFlange Plate Block Shear
A g |  |
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A nv |  |
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A e.g. |  |
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F y | 235.359 N/mm2 |
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F u | 362.846 N/mm2 |
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Ubs | one |
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Rn |  | ÇYTHYEDY 13.19 |
ΦRn |  |
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Required | Available | Ratio | Control |
|---|---|---|---|
281.974 kN | 867,285 kN | 0.325 | √ |
Flange Plate Block Shear
A g |  |
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A nv |  |
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A e.g. |  |
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F y | 235.359 N/mm2 |
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F u | 362.846 N/mm2 |
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Ubs | one |
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Rn |  | ÇYTHYEDY 13.19 |
ΦRn |  |
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Required | Available | Ratio | Control |
|---|---|---|---|
281.974 kN | 780.55 kN | 0.361 | √ |
Beam Flange Block Shear
TO | 0.65 |
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L | 150 mm |
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r | 4.33 mm |
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KL / r | 22.52 |
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F y | 235.359 N/mm2 |
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A g | |
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Rn |  | ÇYTHYEDY 13.19 |
ΦRn |  |
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Required | Available | Ratio | Control |
|---|---|---|---|
315,683 kN | 571.92 kN | 0.552 | √ |
Bolt Shear at Web
A b | |
Fn | |
Rn |  |
ΦRn |  |
Required | Available | Ratio | Control |
|---|---|---|---|
0.458 kN | 244.29 kN | 0.002 | √ |
Bolt Bearing on Web Plate
d h | 24+2=26 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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Rn |  |
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ΦRn |  |
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Required | Available | Ratio | Control |
|---|---|---|---|
0.458 kN | 241.656 kN | 0.002 | √ |
Bolt Bearing on Beam Web
d h | 24+2=26 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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Rn |  |
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ΦRn |  |
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Required | Available | Ratio | Control |
|---|---|---|---|
0.458 kN | 117.954 kN | 0.004 | √ |
Web Plate Shear Yield
A g |  |
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F y | 235.359 N/mm2 |
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Rn |  | ÇYTHYEDY 13.17 |
ΦRn |  |
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Required | Available | Ratio | Control |
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1,108 kN | 917.9 kN | 0.001 | √ |
Web Plate Shear Rupture
A nv |  |
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A e |  |
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F u | 362.846 N/mm2 |
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Rn |  | ÇYTHYEDY 13.17 |
ΦRn |  |
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Required | Available | Ratio | Control |
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1,108 kN | 787,013 kN | 0.001 | √ |
Beam Shear Rupture
A nv |  |
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A e |  |
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F u | 362.846 N/mm2 |
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Rn |  | ÇYTHYEDY 13.17 |
ΦRn |  |
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Required | Available | Ratio | Control |
|---|---|---|---|
1,108 kN | 443,732 kN | 0.002 | √ |
Web Plate Block Shear
A g |  |
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A nv |  |
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A e.g. |  |
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F y | 235.359 N/mm2 |
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F u | 362.846 N/mm2 |
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Ubs | one |
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|  |
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Rn |  | ÇYTHYEDY 13.19 |
ΦRn |  |
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| Panel | ||||||
|---|---|---|---|---|---|---|
| ||||||
Download ideCAD for Splice Connection Design according to AISC 360-16 |
...