How does ideCAD design single plate connection according to AISC 360-16?
Single plate connection limit states checks and geometry checks are done automatically according to AISC 360-16?
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
Cv: Coefficient of reduction for shear buckling
d: Characteristic diameter of the stem of the bolt (the diameter of the non-threaded stem of the bolt)
dh: Bolt hole diameter
Fnt: Characteristic tensile strength
F'nt: Reduced characteristic tensile stress obtained by considering the shear force effect
Fnv: Characteristic shear stress strength
frv: The greatest shear stress in the characteristic web area of the bolt
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
Le: The distance from the center of the bolt hole to the edge of the assembled element
t: Plate thickness
Rnt: Characteristic tensile strength
Rnv: Characteristic shear strength
Ubs: A coefficient considering the spread of tensile stresses
Connection Geometry
Geometry Checks
Bolt Spacing
smin ≥ 3d | AISC 360-16 J3.3 |
|
|
s | 79.5 mm |
|
|
d | 20 mm | s =79.5 mm > smin = 3*20=60 mm | √ |
Horizontal Edge Distance
Leh ≥ Le-min | AISC 360-16 J3.4 |
|
|
Leh | 40 mm | Leh ≥ 2d = 2 * 20 = 40 mm conformity check for application | √ |
Le-min | 26 mm | Minimum distance check according to Table J3.4 | √ |
Vertical Edge Distance
Lev ≥ Le- min | AISC 360-16 J3.4 |
|
|
Lev | 40 mm | Leh ≥ 2d = 2 * 20 = 40 mm conformity check for application | √ |
Le- min | 26 mm | Minimum distance check according to Table J3.4 | √ |
Weld Size
w ≥ wmin | AISC 360-16 Table J2.4 |
|
|
w | 12.73 mm |
| √ |
wmin | 5 mm | Table J2.4 | √ |
Erection Stability
L ≥ hb / 2 |
|
| |
L | 239 mm |
|
|
hb | 248.6 mm | L=239 > 248.6/2=124.3 mm | √ |
Strength Checks
Bolt Shear at Beam
Calculation is made using Elastic method, one of the methods selected in the steel analysis settings tab. For the details of this check, AISC Manual 14th 7-8 is used as a reference.
In this check, the operation is performed on half of the symmetry axis and it is calculated to form a force pair with the required force.
Ab |  |
Fn | 
|
Rn | 
|
Rn / Ω | 
|
Required | Available | Check | Result |
|---|---|---|---|
34,318 kN | 56,549 kN | 0.607 | √ |
Bolt Bearing on Beam
dh | 20+2=22 mm |
|
Lc,edge |  |
|
Rn |  | AISC 360-16 J3-6a |
Rn-edge |  |
|
Lc,spacing |  |
|
Rn-spacing |  |
|
Rn | 
|
|
Rn / Ω |  |
|
Required | Available | Check | Result |
|---|---|---|---|
68,159 kN | 185,487 kN | 0.367 | √ |
Bolt Bearing on Plate
dh | 20+2=22 mm |
|
Lc,edge |  |
|
Rn | | AISC 360-16 J3-6a |
Rn-edge |  |
|
Lc,spacing |  |
|
Rn-spacing |  |
|
Rn |  |
|
R n / Ω |  |
|
Required | Available | Check | Result |
|---|---|---|---|
68,159 kN | 284,75 kN | 0.239 | √ |
Plate Shear Yield
Ag |  |
|
Fy | 235.359 N/mm2 |
|
Rn |  | AISC 360-16 J4-3 |
Rn / Ω |  |
|
Required | Available | Check | Result |
|---|---|---|---|
68,159 kN | 270 kN | 0.252 | √ |
Beam Shear Rupture
Anv |  |
|
Fu | 362.846 N/mm2 |
|
Rn |  | AISC 360-16 J4-4 |
Rn / Ω |  |
|
Required | Available | Check | Result |
|---|---|---|---|
68,159 kN | 176.213 kN | 0.387 | √ |
Plate Shear Rupture
Anv |  |
|
Fu | 362.846 N/mm2 |
|
Rn |  | AISC 360-16 J4-4 |
Rn / Ω |  |
|
Required | Available | Check | Result |
|---|---|---|---|
68,159 kN | 218.143 kN | 0.312 | √ |
Plate Block Shear Rupture
Ag |  |
|
Anv |  |
|
Ant |  |
|
Fy | 235.359 N/mm2 |
|
Fu | 362.846 N/mm2 |
|
Ubs | 1.0 |
|
|  |
|
Rn |  | AISC 360-16 J4-4 |
Rn / Ω |  |
|
Required | Available | Check | Result |
|---|---|---|---|
68,159 kN | 229.569 kN | 0.297 | √ |
Plate Flexural Buckling
Fy | 235.359 N/mm2 |
|
t | 12 mm |
|
a | 60 mm |
|
L | 239 mm |
|
λ |  |
|
Required | Available | Check |
|---|---|---|
≤0.70 | 0.17 | √ |
Plate Flexural Yield
dp | 239 mm |
|
Fy | 235.359 N/mm2 |
|
tp | 12 mm |
|
a | 60 mm |
|
Rn |  |
|
Rn / Ω |  |
|
Required | Available | Check | Result |
|---|---|---|---|
68,159 kN | 223.92 kN | 0.304 | √ |
Weld Strength at Support
w | 12.73 mm |
|
FE | 480 N/mm2 |
|
l | 239 mm |
|
e | 60 mm |
|
Rn |  |
|
Rn / Ω |  |
|
Required | Available | Check | Result |
|---|---|---|---|
68,159 kN | 421.131 kN | 0.162 | √ |
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