MCurry
Structural
- Mar 19, 2003
- 34
Is there a 'best practices' approach to designing columns using Risa Floor and 3-D? I work on relatively straightforward low-rise buildings for the most part, but the axial loads can get up to 200 kips for columns at the lowest levels. Risa floor provides column sizes based on axial loading being applied with zero eccentricity I believe, so the columns that are sized do not expect any offset loads.
When I check the columns that Risa Floor has sized, they are 'maxed out' with respect to bending stresses (99% of capacity for example), with zero eccentricity. I know that if I use a simple shear plate connection for connected beams, and allow for 3" between the face of the column and the connection bolt line, that the column suggested by Risa Floor won't work. Is there a quick-ish way that anyone has come up with to account for this and get the columns properly designed?
When I check the columns that Risa Floor has sized, they are 'maxed out' with respect to bending stresses (99% of capacity for example), with zero eccentricity. I know that if I use a simple shear plate connection for connected beams, and allow for 3" between the face of the column and the connection bolt line, that the column suggested by Risa Floor won't work. Is there a quick-ish way that anyone has come up with to account for this and get the columns properly designed?