Soicey75
Civil/Environmental
- Sep 17, 2018
- 7
The probable moments get sway is stated in the linked picture below. I use equation a) from the axial moment diagram using the max nominal moment the column experiences. It gave a pretty high shear that would take a decent amount of ties. equation b) says it not be greater than the equation which uses the moment capacity of the connecting beams. The problem is that my connections are column to slab and I wanted to see if I can apply equation b) with the moment capacity of the slab even thought it is for a beam and is uses stiffness factors. Has anyone used this equation with slab criteria ? and if so did they use a certain stiffness factor? This is from chapter 19 of wight/macgregor reinf concrete book
