How does ideCAD design eight bolts stiffened end plate connection according to AISC 360-16 & AISC 358-16?
Eight-bolts stiffened end plate connection is designed automatically according to the AISC 358-16 by the ideCAD Structural.
Symbols
Ab: Non-threaded bolt web characteristic cross-sectional area
Ag: Gross area
An: Net cross-section area
Ae: Effective net cross-sectional area
Avg: Gross area under shear stress
Anv: Net area under shear stress
Ant: Net area under tensile stress
Aw: Cross-section web area
bbf = width of beam flange, in. (mm)
bp = width of end-plate, in. (mm)
d = depth of connecting beam, in. (mm)
g = horizontal distance between bolts, in. (mm)
dh: Bolt hole diameter
Fy: Structural steel characteristic yield strength
Fu: Structural steel characteristic tensile strength
Fyb: Bolt characteristic yield strength
Fub: Bolt characteristic tensile strength
nsp: Number of slip planes
s: Distance between bolt-hole centers
L: Connector distance
Lc: The clear distance between bolt holes
Le: The distance from the center of the bolt hole to the edge of the assembled element
Leh: The horizontal distance from the center of the bolt hole to the edge of the assembled element
Lev: The vertical distance from the center of the bolt hole to the edge of the assembled element
pb = vertical distance between the inner and outer row of bolts in an eight-bolt stiffened connection, in. (mm)
pfi = vertical distance from the inside of a beam tension flange to the nearest inside bolt row, in. (mm)
pfo = vertical distance from the outside of a beam tension flange to the nearest outside bolt row, in. (mm)
tbf = thickness of beam flange, in. (mm)
tp = thickness of end-plate, in. (mm)
Rn: Characteristic strength
Rnt: Characteristic tensile strength
Rnv: Characteristic shear strength
Connection Geometry
GEOMETRY CHECKS
Bolts Spacing
smin ≥ 3d | AISC 360-16 J3.3 |
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s | 90 mm |
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d | 30 mm | s =90 mm > smin = 3*30=90 mm | √ |
Horizontal Edge Distance
Leh ≥ Le- min | AISC 360-16 J3.4 |
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|
Leh | 70 mm | L eh ≥ 2d = 2 * 30 = 60 mm conformity check for application | √ |
Le- min | 38 mm | Minimum distance check according to Table J3.4 | √ |
Vertical Edge Distance
Lev ≥ L e- min | AISC 360-16 J3.4 |
|
|
Lev | 70 mm | Leh ≥ 2d = 2 * 30 = 60 mm conformity check for application | √ |
Le- min | 38 mm | Minimum distance check according to Table J3.4 | √ |
Beam Web to End Plate Weld Size
w ≥ wmin |
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|
|
w | 7.072 mm |
| √ |
wmin | 5 mm | Table J2.4 | √ |
Stiffener to Beam Flange Weld Size
w ≥ wmin |
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|
|
w | 8.487 mm |
| √ |
wmin | 6 mm | Table J2.4 | √ |
Stiffener to End Plate Weld Size
w ≥ wmin |
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|
|
w | 8.487 mm |
| √ |
wmin | 6 mm | Table J2.4 | √ |
Continuity Plate to Column Flange Weld Size
w ≥ wmin |
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|
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w | 11.315 mm |
| √ |
wmin | 6 mm | Table J2.4 | √ |
Continuity Plate to Column Web Weld Size
w ≥ wmin |
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|
|
w | 11.315 mm |
| √ |
wmin | 6 mm | Table J2.4 | √ |
PREQUALIFICATION LIMITS (TBDY Tablo 9B.1)
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 |
STRENGTH CHECKS
Bolt Diameter
Muc | 861.35 kNm | AISC 358-16 (6.8-4) |
Ft | 750000 kN/m2 |
|
h1 |  |
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h2 |  |
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h3 |  |
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h4 |  |
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db |  |
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Required | Available | Ratio | Control |
|---|---|---|---|
21.607 mm | 30 mm | 0.720 | √ |
End Plate Thickness
Muc | 861.35 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 | Available | Ratio | Control |
|---|---|---|---|
23.395 mm | 30 mm | 0.780 | √ |
End Plate Stiffener Thickness
tbw | 9 mm | AISC 358-16 (6.8-9) |
Fyb | 275000 kN/m2 |
|
Fys | 275000 kN/m2 |
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ts | 15 mm |
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|  |
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| 
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Required | Available | Ratio | Control |
|---|---|---|---|
9 mm | 15 mm | 0.600 | √ |
End Plate Stiffener Local Buckling
hs | 210 mm | AISC 358-16 (6.8-10) |
ts | 15 mm |
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E | 20000000 kN/m2 |
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Fys | 275000 kN/m2 |
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|  |
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|  |
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Required | Available | Ratio | Control |
|---|---|---|---|
14 mm | 15.102 mm | 0.927 | √ |
Stiffener to Beam Flange Weld Size
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
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 | √ |
Slip on Support Bolt
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
dh | 30+3=33 mm |
|
Lc,edge |  |
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Rn |  | AISC 358-16 6.8-12 |
Rn-edge |  |
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Lc,spacing1 |  |
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Rn-spacing1 |  |
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Lc,spacing2 |  |
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Rn-spacing2 |  |
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Rn |  |
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ΦRn |  |
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Required | Available | Ratio | Control |
|---|---|---|---|
272.371 kN | 6044.22 kN | 0.045 | √ |
Bolt Bearing on Column Flange
dh | 30+3=33 mm |
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Rn | | AISC 358-16 6.8-12 |
Rn-edge |  |
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Lc,spacing1 | |
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Rn-spacing1 |  |
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Lc,spacing2 | |
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Rn-spacing2 |  |
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Rn |  |
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ΦRn |  |
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Required | Available | Ratio | Control |
|---|---|---|---|
272.371 kN | 6424.142 | 0.042 | √ |
Beam Body Butt Plate Welding Thickness
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
Muc | 861.352 kNm | AISC 358-16 (6.8-13) |
Fyp | 275000 kN/m2 |
|
s |  |
|
c |  |
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Yc |  |
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Yc |  |
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tcf |  |
Required | Available | Ratio | Control |
|---|---|---|---|
22.137 mm | 31 mm | 0.714 | √ |
Column Panel Zone Shear
Pr | 625.405 kN | AISC 360-16 J10-9 |
Py |  |
|
Fy | 275000 kN/m2 |
|
Ag | 28634.759 mm2 |
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dc | 650 mm |
|
tw | 16 mm |
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Rn |  |
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ΦRn |  |
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Required | Available | Ratio | Control |
|---|---|---|---|
1754.043 kN | 1716 kN | 1.022 | ꭓ |
Panel Zone Thickness
tmin ≥u / 180 |  | TBDY 2018 9.3.4.2b |
tmin = t w | 16 mm |
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tw | 16 mm |
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u | 2016 mm |
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Required | Available | Ratio | Control |
|---|---|---|---|
11.2 mm | 16 mm | 0.700 | √ |