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Design of supported floor for AASHTO loading

Design of supported floor for AASHTO loading

Design of supported floor for AASHTO loading

(OP)
In the near future, I will be designing a county garage building on horrible soil conditions.  The building will need to be on piles, grade beams, etc.  The architect also wants to use precast floor members.

I believe the trucks will fall under the H-20 load conditions, but I'll have to check that.

I haven't worked much with AASHTO loadings in the past, but I basically know the procedure.  I don't think a high impact factor is warranted, since the trucks will be pulling in slowly and parking, but I'm unsure of a factor to use.  Maybe, 20% to 25%?  Also, is there some approximate equivalent uniform load to match AASHTO H-20 loading to check my design?  Much of the space will not be heavily loaded, except in the parking stalls, but the middle is a traffic lane, and there are no live load reductions for such heavy loads.  I hate to penalize the number of piles required by considering a large, unreducible live load over the entire area, when much of the building is typically empty, (ie. the drive lane).

Any thoughts or ideas?

RE: Design of supported floor for AASHTO loading

Confirm with your client that you do not have to support a fire truck inside the building. I very rarely need to use AASHTO so will let others more familiar with it comment on your other concerns.

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