Garage loading?
Garage loading?
(OP)
I have a project where a client would like to park a “one ton dump truck” and a “backhoe” on top of a suspended slab. I believe the building will be used for “industrial condos” which are basically spaces which can be rented and can possibly be used to house such equipment. So final loading from the client is not really feasible. As of right now the project is preliminary in nature.
I am considering using a 125 psf live load or an 8,000 lb point load on the slab. Does this loading seem appropriate for this requirement? Typical garage loading of 40psf seems low and sidewalk loading of 250psf seems high.
I am considering using a 125 psf live load or an 8,000 lb point load on the slab. Does this loading seem appropriate for this requirement? Typical garage loading of 40psf seems low and sidewalk loading of 250psf seems high.






RE: Garage loading?
Would there be the possibility of a vehicle over 18kips in there? Also drives me to 250psf and a 12kip point load.
RE: Garage loading?
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Garage loading?
RE: Garage loading?
RE: Garage loading?
RE: Garage loading?
However, if they are only looking to store vehicles in this facility, I would suggest considering AASHTO's H20 or HS20 live loading. Depending on your requirements for the weights of the vehicles you are looking to accommodate, you may also be able to reduce these loads down to a H5 or H10 loading. Section 1607.6 of IBC 2009 discusses how to apply these loads.
RE: Garage loading?
RE: Garage loading?
Thanks for the help.
RE: Garage loading?
RE: Garage loading?
RE: Garage loading?
RE: Garage loading?
I've used 350 psf for fire trucks / trash trucks in the past. Whatever you do, put a max load sign on the building. No trucks over ####.
When I am working on a problem, I never think about beauty but when I have finished, if the solution is not beautiful, I know it is wrong.
-R. Buckminster Fuller
RE: Garage loading?
RE: Garage loading?
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Garage loading?
RE: Garage loading?
Also, I would recommend using epoxy coated rebar in the deck and applying a penetrating sealer such as boiled linseed oil on the finished floor to help protect against the deicing chemicals.
RE: Garage loading?
RE: Garage loading?
RE: Garage loading?
Certainly, I would recommend providing drains and drainage a as well.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Garage loading?
RE: Garage loading?
RE: Garage loading?
So, using steel form deck as a form is not suggested because it may rust out in the future leaving a slab which has currently been designed to support the load w/o the deck? I don't understand the logic. Or maybe it will look bad.
Industrial condos should have a load of 250psf because the word industrial was used? The building is 100'x60'. The intent is to rent out 20'x60' spaces to landscapers, contractors, steel erectors and people who need spaces to store their work equipment. The client requested the slab to support a 1 ton dump truck which is a glorified pick up truck in line with what the occupancy is expected to be. Regular parking structures are 30psf with a 3,000# conc. load. I selected 125psf with a 6,000# conc. load.
FYI, this isn't a parking garage that will see thousands of cars per day drive in and out.
I get the point about drainage and we have the potential to slope the floor which will probably be the best most cost effective solution.
RE: Garage loading?
@SteelPE: while flipping through AISC's parking structure design guide, I saw a lot of durability tips that might be useful here. I do realize, however, that this isn't a true parking structure and that you are treating your deck as sacrificial formwork.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Garage loading?
This is done for a number of reasons:
1.) It is more conservative. So when/if the forms do happen to corrode away, the bridge still has it's full design section (unless there are other issues)
2.) During the design phase of the bridge you don't know what type of deck pans the contractor is going to use, if he uses any.
Going back to the corrosion issue. They could make things worse because the perforated deck would allow water to drain directly onto the beams as opposed to a drainage system that would help to keep the water away from the beams entirely. Plus I'm pretty sure you wouldn't want to be walking through a parking garage (or industrial condo) and have water dripping on you
@SteelPE: If you have access to the 1992 AASHTO, you could consider using their distribution factors to help reduce your design forces.