How does ideCAD design Welded Flange Plate Connections according to AISC 360-16?
Design limit states of welded flange plate connections are calculated 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
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
Connection Geometry
GEOMETRY CHECK
Flange Plate to Beam Flange Weld Size
The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4
w ≥ wmin |
|
|
|
w | 11.315 mm |
| √ |
wmin | 6 mm | Table J2.4 | √ |
Shear Plate to Beam Web Weld Size
The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4
w ≥ wmin |
|
|
|
w | 11.315 mm |
| √ |
wmin | 5 mm | Table J2.4 | √ |
Shear Plate to Column Flange Weld Size
The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4
w ≥ wmin |
|
|
|
w | 11.315 mm |
| √ |
wmin | 5 mm | Table J2.4 | √ |
Continuity Plate to Column Flange Weld Size
The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4
w ≥ wmin |
|
|
|
w | 11.315 mm |
| √ |
wmin | 6 mm | Table J2.4 | √ |
Continuity Plate to Column Web Weld Size
The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4
w ≥ wmin |
|
|
|
w | 11.315 mm |
| √ |
wmin | 6 mm | Table J2.4 | √ |
STRENGTH CHECKS
Flange Plate to Beam Flange Weld Strength
The nominal and design strength of the weld is checked according to AISC 360-16
Lwı | 760 mm | AISC 360-16 J2.4(c) |
Lwt | 210 mm |
|
Fe | 490 N/mm2 |
|
Rnwl |  |
|
Rnwt |  |
|
Rnw |  |
|
w | 11.315 mm |
|
Fu-plate | 360 N/mm2 |
|
Fu flange | 360 N/mm2 |
|
tp | 16 mm |
|
tf | 17.2 mm |
|
RnBM |
 |
|
Rn |  |
|
ΦRn |  |
|
Required | Available | Ratio | Control |
|---|---|---|---|
505.682 kN | 1140.426 kN | 0.296 | √ |
Flange Plate Tension Yield
Ag |  |
|
Fy | 275 N/mm2 |
|
Rn |  | AISC 360-16 (J4-1) |
ΦRn |  |
|
Required | Available | Ratio | Control |
|---|---|---|---|
505.682 kN | 1108.8 kN | 0.456 | √ |
Flange Plate Tension Rupture
An |  |
|
Ae |  |
|
Fu | 410 N/mm2 |
|
U | 1.00 |
|
Rn |  | AISC 360-16 (J4-2) |
ΦRn |  |
|
Required | Available | Ratio | Control |
|---|---|---|---|
505.682 kN | 1377.6 kN | 0.367 | √ |
Flange Plate Block Shear
Ag |  |
|
Anv |  |
|
Ant |  |
|
Fy | 275 N/mm2 |
|
Fu | 410 N/mm2 |
|
Ubs | 1.0 |
|
|  |
|
Rn |  | AISC 360-16 (J4-5) |
ΦRn |  |
|
Required | Available | Ratio | Control |
|---|---|---|---|
505.682 kN | 2538 kN | 0.199 | √ |
Flange Plate Compression Yield
K | 0.65 |
|
L | 20 mm |
|
r | 4.619 mm |
|
KL / r | 2.81 |
|
F y | 275 N/mm2 |
|
A g | |
|
Rn | | AISC 360-16 (J4-6) |
ΦRn | |
|
Required | Available | Ratio | Control |
|---|---|---|---|
505.682 kN | 1108.8 kN | 0.456 | √ |
Shear Plate to Column Flange Weld Strength
w | 11.315 mm |
FE | 490 N/mm2 |
l | 260 mm |
e | 117.5 mm |
Rn |  |
ΦRn |  |
Required | Available | Ratio | Control |
|---|---|---|---|
135.975 kN | 498.69 kN | 0.273 | √ |
Shear Plate to Beam Web Weld Strength
Fe | 490000 kN/m2 | |
w | 11.315 mm | |
Fu | 360 N/mm2 | |
t | 11.1 mm | |
R nw |  | |
RnBM |  | AISC Manual 14th 8-12 |
Rn |  | |
ΦRn | 
|
Required | Available | Ratio | Control |
|---|---|---|---|
579.254 kN/m | 1764 kN/m | 0.328 | √ |
Web Plate Shear Yield
Ag |  |
|
F y | 275 N/mm2 |
|
Rn |  | AISC 360-16 J4-3 |
ΦRn |  |
|
Required | Available | Ratio | Control |
|---|---|---|---|
135.975 kN | 429 kN | 0.317 | √ |
Web Plate Shear Rupture
Anv |  |
|
Fu | 410 N/mm2 |
|
Rn |  | AISC 360-16 J4-3 |
ΦRn |  |
|
Required | Available | Ratio | Control |
|---|---|---|---|
135.975 kN | 372.69 kN | 0.365 | √ |
Web Plate Flexural Yield
dp | 260 mm |
Fy | 275 N/mm2 |
tp | 10 mm |
a | 117.5 mm |
Rn |  |
ΦRn |  |
Required | Available | Ratio | Control |
|---|---|---|---|
135.975 kN | 273.948 kN | 0.496 | √ |
Column Panel Zone Shear
Pr | 1621.397 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 |
|---|---|---|---|
56.746 kN | 1544.4 kN | 0.037 | √ |