A single-storey industrial building uses a portal frame with 8m eaves height and 36m rafter span. The haunched beam-to-column moment connection at the windward corner carries a design moment M_Ed = 287 kNm and a co-existent shear V_Ed = 95 kN from the combination of dead, imposed and wind loads per EN 1991. The designer selected M24 8.8 preloaded bolts with a flexible extended endplate, IPE 400 beam in S355, HEB 300 column in S355. Verify per EN 1993-1-8 §6.2.6 and §6.2.7.
| Beam section | IPE 400 |
| Column section | HEB 300 |
| Steel grade | S355 (fy = 355 MPa) |
| Bolt class | 8.8 (fub = 800 MPa) |
| Bolt diameter | M24 (d = 24 mm, As = 353 mm²) |
| Bolt arrangement | 4-row extended endplate, 8 bolts |
| Endplate | 300 × 250 × 30 mm, S355 |
| M_Ed | 287 kNm |
| V_Ed | 95 kN |
| γ_M2 | 1.25 |
| γ_M0 | 1.00 |
| Check | Status | Util. | Value |
|---|---|---|---|
| Bolt group — tension side | PASS |
|
287 kNm ≤ 388 kNm |
| Bolt group — shear side | PASS |
|
95 kN ≤ 164 kN |
| Column web panel shear | PASS |
|
285 kN ≤ 402 kN |
| Endplate in bending (T-stub) | PASS |
|
M_Ed = 287 kNm — governing |
| Weld — beam web to endplate | PASS |
|
a = 6 mm, fvw,d = 207 MPa |
| Block tearing — tension zone | PASS |
|
V_eff,Rd = 412 kN > 287 kN |
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