Parking Structure- One column and four beams
Parking Structure- One column and four beams
(OP)
I am new to the forum.
I am designing a two level parking structure. In the middle of it, I have four steel beams coming to one concrete column on the same level. With that many beams, do I need to have corbels to support them and if so, is it possible to have two corbels supporting two beams and the other two beams connect directly to the column with some steel to concrete type connections?
I am designing a two level parking structure. In the middle of it, I have four steel beams coming to one concrete column on the same level. With that many beams, do I need to have corbels to support them and if so, is it possible to have two corbels supporting two beams and the other two beams connect directly to the column with some steel to concrete type connections?
RE: Parking Structure- One column and four beams
RE: Parking Structure- One column and four beams
Perhaps giving some beam sizes/reactions and column size/reinforcement might offer some further insight on the best arrangement?
Obviously at the uppermost level you could consider taking the beams onto the top of the column, or have one direction of beams continuous over the column with the others framing into the sides of the first beam. But at the first level things are a bit more complicated but having some idea of the proportions and other constraints will help guide a solution.
RE: Parking Structure- One column and four beams
RE: Parking Structure- One column and four beams
Precast columns? A precaster will likely be able to provide corbels on all four sides and that would probably have durability advantages. That said, on two of the column sides, the corbels may wind up being secondary pour elements which always makes me a bit nervous for high load applications.
RE: Parking Structure- One column and four beams
The other way I've seen it done locally is a welded hollow square plate sleeve with studs internally between longitudinal column bars, with web plate type connections welded onto the column on site. This is also quite good form a tolerance perspective as you can vary the length of the fin plate to suit the final set out or add slotted holes to suit. Using loose link ties you can build the column shear reinforcement through the plate zone without clashing with the studs (cannot slot full stirrup sets down into the sleeve depth without hitting the studs). Hopefully that makes sense, if not I can draw a sketch.