I'm currently designing a proposal for a client. Its a MBS with a (3)100'span (300' wide building) and frames are at 40'oc. As you can imagine the loads are considerable. The client GA drawings require us to avoiding tie-beams or hairpins. In addition no slab will be installed until the client finds a tenant. Additionally, the only geotech info I have is a allowable bearing pressure of 3ksf.
Question: I see the only option (at this proposal phase) is to employ a ballasted footing design that depends on soil friction. I can likely get the column baseplate low to avoid any additional moment onto the footing. IBC provides some friction coefficients. However, this just doesn't to be "enough" in my opinion. These are rather large loads and I'm trying to design with some half-hearted info on soil condition, YET stay competitive.
In normal circumstances, our company stays clear of ballasted footings. We also avoid hairpins when spans get larger than 70'. However, this is above and beyond all of this.
Thanks,
Question: I see the only option (at this proposal phase) is to employ a ballasted footing design that depends on soil friction. I can likely get the column baseplate low to avoid any additional moment onto the footing. IBC provides some friction coefficients. However, this just doesn't to be "enough" in my opinion. These are rather large loads and I'm trying to design with some half-hearted info on soil condition, YET stay competitive.
In normal circumstances, our company stays clear of ballasted footings. We also avoid hairpins when spans get larger than 70'. However, this is above and beyond all of this.
Thanks,