RattlinBog
Structural
- May 27, 2022
- 185
Assuming a typical flange plate moment connection of one beam connecting to a column flange:
When you draw your shear force diagram for web panel zone shear (AISC 360-16 J10.6), do you ever include the vertical shear demand from the beam into the web panel zone shear demand? Or can we safely assume the vertical beam shear simply becomes axial force in the column and does not affect panel zone shear?
See attached 2 pg pdf for an example. This is not an actual design--just going through a made up connection problem to practice.
When you draw your shear force diagram for web panel zone shear (AISC 360-16 J10.6), do you ever include the vertical shear demand from the beam into the web panel zone shear demand? Or can we safely assume the vertical beam shear simply becomes axial force in the column and does not affect panel zone shear?
See attached 2 pg pdf for an example. This is not an actual design--just going through a made up connection problem to practice.