All bolted double angle connection subject to axial and shear loading
References
American Institute of Steel Construction. 2023. Companion to the AISC Steel Construction Manual Volume 1: Design Examples Version 16.0. Example II.A-1B, p. IIA-14.
Details
From the reference:
Verify the available strength of an all-bolted double-angle connection for an ASTM A992/A992M W18×50 beam, as shown in Figure II.A-1B-1, to support the following beam end reactions: Vu = 75 kips, Nu = 60 kips. Use ASTM A572/A572M Grade 50 double angles. Bolts are 7/8” Group 120, thread condition N, standard holes. Angles are 2L5x3-1/2x5/8 SLBB. Refer to the figure in the reference for additional details.
Results
| Capacity | RAM Connection | Reference | Difference |
|---|---|---|---|
| Strength of the bolted connection - angles (kip) | 243.4 | 244 | < 1% |
| Bolt bearing on beam web (kip) | 181.72 | 182 | < 1% |
| Bolt shear and tension interaction – outstanding angle legs – prying action (kip) | 98.42 | 98.1 | < 1% |
| Shear strength of angles - yielding (kip) | 543.75 | 543 | < 1% |
| Shear strength of angles - rupture (kip) | 347.34 | 348 | < 1% |
| Tensile strength angles – yielding (kip) | 815.62 | 815 | < 1% |
| Tensile strength angles – rupture (kip) | 578.91 | 581 | < 1% |
| Block shear rupture of angles – Beam side (kip) | 365.63 | 368 | < 1% |
| Block shear rupture of angles for axial load – Beam side (kip) | 542.34 | 542 | < 1% |
| Block shear rupture of angles – Support side (kip) | 376.44 | 379 | < 1% |
| Shear strength of beam web (kip) | 191.7 | 192 | < 1% |