Single plate connection subject to axial and shear loading (beam-to-column flange)
References
American Institute of Steel Construction. 2023. Companion to the AISC Steel Construction Manual Volume 1: Design Examples Version 16.0. Example II.A-17B, p. IIA-180.
Details
From the reference:
Verify the available strength of a single-plate connection for an ASTM A992/A992M W18×50 beam connected to an ASTM A992/A992M W14×90 column flange, as shown in Figure II.A-17B-1, to support the following beam end reactions: Vu = 75 kips, Nu = 60 kips. Use 70-ksi electrodes and an ASTM A572/A572M Grade 50 plate. The beam is assumed to be braced against rotation about the longitudinal axis. Bolts are 7/8” Group 120, thread condition N, standard holes. Refer to the figure in the reference for additional details.
Results
| Capacity | RAM Connection | Reference | Difference |
|---|---|---|---|
| Strength of the bolted connection (kip) | 98.81 | 98.9 | < 1% |
| Shear strength of supporting column flange (kip) | 602.26 | 602 | < 1% |
| Shear yielding strength of the plate (kip) | 217.5 | 218 | < 1% |
| Tensile yielding strength of the plate (kip) | 326.25 | 327 | < 1% |
| Flexural yielding of the plate (kip-ft) | 98.55 | 98.33 | < 1% |
| Shear rupture strength of the plate (kip) | 138.94 | 139 | < 1% |
| Tensile rupture strength of the plate(kip) | 231.56 | 232 | < 1% |
| Block shear rupture strength of the plate (kip) | 176.72 | 177 | < 1% |
| Block shear rupture of the plate for axial load (kip) | 241.41 | 242 | < 1% |
| Shear strength of beam web (kip) | 191.7 | 192 | < 1% |
| Tensile strength of beam web - yielding (kip) | 661.5 | 662 | < 1% |
| Tensile strength of beam web - rupture (kip) | 256.55 | 256 | < 1% |