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Beam span / Beam cross-section height | 9144 mm /450 mm=20.32 | ≥7.0 |
End plate thickness, tp | 30 mm | 19≤tp ≤64 |
End plate width, bp | 280 mm | 229≤ bp ≤ 381 |
Horizontal distance between bolts, g | 140 mm | 127≤g≤152 |
pfi | 50 mm | 41≤pfi ≤51 |
pfo | 50 mm | 41≤pfo ≤51 |
pb | 90 | 89≤pfo ≤95 |
Beam depth, db | 450 mm | 457≤db≤914 |
Beam flange thickness, tbf | 15 mm | 14≤tbf ≤25 |
Beam flange width, bbf | 190 | 190≤bbf ≤311 |
Column depth | 650 | ≤ 920 mm |
Bolt grade | 10.9 | 8.8 - 10.9 |
Min yield stress of the end plate material | 275 MPa | 235 /275 / 355 MPa |
Flange plate weld | CJP | CJP |
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Strength Checks
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Bolt Diameter
The required bolt diameter, db, for Eight bolts unstiffened end plate connection is checked according to AISC 358-16 §6.8
Muc | 861.35 kNm | AISC 358-16 (6.8-4) |
Ft | 750000 kN/m2 |
|
h1 |  |
|
h2 |  |
|
h3 |  |
|
h4 |  |
|
db |  |
|
Required | Available | Ratio | Control |
|---|---|---|---|
21.607 mm | 30 mm | 0.720 | √ |
End Plate Thickness
The required end plate thickness, tb, for eight bolts stiffened end plate connection is checked according to AISC 358-16 §6.8
Muc | 861.35 kNm | AISC 358-16 (6.8-5) |
Fyp | 275000 kN/m2 |
|
s |  |
|
Yp |  |
|
Yp |  |
|
tp |  |
|
Required | Available | Ratio | Control |
|---|---|---|---|
23.395 mm | 30 mm | 0.780 | √ |
End Plate Stiffener Thickness
The required stiffener thickness, tb, for eight bolts stiffened end plate connection is checked according to AISC 358-16 §6.8
tbw | 9 mm | AISC 358-16 (6.8-9) |
Fyb | 275000 kN/m2 |
|
Fys | 275000 kN/m2 |
|
ts | 15 mm |
|
|  |
|
| 
|
|
Required | Available | Ratio | Control |
|---|---|---|---|
9 mm | 15 mm | 0.600 | √ |
End Plate Stiffener Local Buckling
Stiffener local buckling limit statefor eight bolts stiffened end plate connection is checked according to AISC 358-16 §6.8
hs | 210 mm | AISC 358-16 (6.8-10) |
ts | 15 mm |
|
E | 20000000 kN/m2 |
|
Fys | 275000 kN/m2 |
|
|  |
|
|  |
|
Required | Available | Ratio | Control |
|---|---|---|---|
14 mm | 15.102 mm | 0.927 | √ |
Stiffener to Beam Flange Weld Size
The required end weld sizefor eight bolts stiffened end plate connection is checked.
Fys | 275000 kN/m2 | AISC DG 4-2nd 3.2.10 |
ts | 15 mm |
|
Fe | 490000 kN/m2 |
|
w |  |
|
Required | Available | Ratio | Control |
|---|---|---|---|
7.938 mm | 8.487 mm | 0.935 | √ |
Stiffener to End Plate Weld Size
The required end weld sizefor eight bolts stiffened end plate connection is checked.
Fys | 275000 kN/m2 | AISC DG 4-2nd 3.2.10 |
ts | 15 mm |
|
Fe | 490000 kN/m2 |
|
w |  |
|
Required | Available | Ratio | Control |
|---|---|---|---|
7.938 mm | 8.487 mm | 0.935 | √ |
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Bolt Shear Rupture Check
The shear limit state of end plate bolts is checked according to AISC 360-16.
Ab |  | AISC 358-16 6.8-11 |
Fn |  | |
Rn |  | |
ΦRn |  |
Required | Available | Ratio | Control |
|---|---|---|---|
272.371 kN | 2290.22 kN | 0.119 | √ |
Bolt Bearing on End Plate
Bearing strength limit states of the connection plate that are “shear tear out” and “ovalization of bolt hole” for both end and inner bolts are checked according to AISC 360-16.
dh | 30+3=33 mm |
|
Lc,edge |  |
|
Rn |  | AISC 358-16 6.8-12 |
Rn-edge |  |
|
Lc,spacing1 |  |
|
Rn-spacing1 |  |
|
Lc,spacing2 |  |
|
Rn-spacing2 |  |
|
Rn |  |
|
ΦRn |  |
|
Required | Available | Ratio | Control |
|---|---|---|---|
272.371 kN | 6044.22 kN | 0.045 | √ |
Bolt Bearing on Column Flange
Bearing strength limit states of the connection plate that are “shear tear out” and “ovalization of bolt hole” for both end and inner bolts are checked according to AISC 360-16.
dh | 30+3=33 mm |
|
Rn | | AISC 358-16 6.8-12 |
Rn-edge |  |
|
Lc,spacing1 | |
|
Rn-spacing1 |  |
|
Lc,spacing2 | |
|
Rn-spacing2 |  |
|
Rn |  |
|
ΦRn |  |
|
Required | Available | Ratio | Control |
|---|---|---|---|
272.371 kN | 6424.142 | 0.042 | √ |
Beam
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Web to End Plate Weld Size
The required end weld size for eight bolts stiffened end plate connection is checked according to AISC 358-16 §6.7
Fyp | 275000 kN/m2 | AISC 358-16 6.7.6 (3) |
tbw | 9 mm |
|
Fe | 490000 kN/m2 |
|
w |  |
|
Required | Available | Ratio | Control |
|---|---|---|---|
4.763 mm | 7.072 mm | 0.673 | √ |
Column Flange Thickness
The required column flange thickness, tcf, for four bolts unstiffened end plate connection is checked according to AISC 358-16 §6.8
Muc | 861.352 kNm | AISC 358-16 (6.8-13) |
Fyp | 275000 kN/m2 |
|
s |  |
|
c |  |
|
Yc |  |
|
Yc |  |
|
tcf |  |
Required | Available | Ratio | Control |
|---|---|---|---|
22.137 mm | 31 mm | 0.714 | √ |
Column Panel Zone Shear
Yielding of the column panel zonefor eight bolts unstiffened end plate connection is checked according to AISC 360-16 §J.10
Pr | 625.405 kN | AISC 360-16 J10-9 |
Py |  |
|
Fy | 275000 kN/m2 |
|
Ag | 28634.759 mm2 |
|
dc | 650 mm |
|
tw | 16 mm |
|
Rn |  |
|
ΦRn |  |
|
Required | Available | Ratio | Control |
|---|---|---|---|
1754.043 kN | 1716 kN | 1.022 | ꭓ |
Panel Zone Thickness
The required panel zone thickness for eight bolts unstiffened end plate connection is checked according to AISC 358-16.
tmin ≥u / 180 |  | TBDY 2018 9.3.4.2b |
tmin = t w | 16 mm |
|
tw | 16 mm |
|
u | 2016 mm |
|
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