All bolted double angle connection in a coped beam
References
American Institute of Steel Construction. 2023. Companion to the AISC Steel Construction Manual Volume 1: Design Examples Version 16.0. Example II.A-4, p. IIA-67.
Details
From the reference:
Use AISC Manual Table 10-1 to verify the available strength of an all-bolted double-angle connection between an ASTM A992/A992M W18×50 beam and an ASTM A992/A992M W21×62 girder web, as shown in Figure II.A-4-1, to support the following beam end reactions: RD = 10 kips, RL = 30 kips. The beam top flange cope is 2 in deep by 4 in long, lev = 1 ¼ in, leh = 1 5/8 in. Use ASTM A572/A572M Grade 50 angles. Bolts are ¾” Group 120, thread condition N, standard holes. Angles are 2L5x3-1/2x1/4 SLBB. Refer to the figure in the reference for additional details.
Results
| Capacity | RAM Connection | Reference | Difference |
|---|---|---|---|
| Shear transfer strength at the bolt holes at beam web (kip) | 73.35 | 73.5 | < 1% |
| Available shear transfer strength at the bolt holes at girder web (kip) | 96.28 | 96.4 | < 1% |
| Flexural local buckling of coped web (kip) | 373.39 | 374 | < 1% |
| Shear strength of beam web - yielding (kip) | 170.4 | 170 | < 1% |
| Block shear rupture of beam web (kip) | 68.79 | 68.6 | < 1% |