Adding 1.1 kips of equipment load on a stadium's balcony

[sstructural]

Hi,

I'm checking options for adding a skid on top of a stadium's balcony. The rebars, thickness of slab are uknown. I'm proposing the skid to be placed on top of a minimum 24" deep beam (measured from the lower level). The beam is spanned out 30 ft between two columns. The total load adds up to 1.1 kips. I know this might be a simple problem, but adding that much load to a balcony seems a little too much to me. How would you approach this?

 

[BAretired]

Does the location of the skid prevent live load from occupying that space? What is the area of the skid? Does the new load divided by the area of the skid exceed design live load for the balcony (probably 100 psf)?

BA

 

[spieng89]

1.1 kips is not much load especially if distributed over a given area. But it can exceed what the balcony is designed for. You say you want to place it on a 24" beam...is this 1.1 kips a point load where it will only rest on one beam? What's the framing design for the balcony? What's the purpose for the balcony? If you add this load, can the balcony be used as originally intended?

 

[LittleInch]

Needs a sketch to take this forward. "balcony" is too vague as is "spanned out". Do you mean spans between or cantilevers out?

24" concrete beam or steel beam?

Remember - More details = better answers
Also: If you get a response it's polite to respond to it.

 

[sstructural]

Thanks for the replies. Please see the attachment for an overview. This is more of a rooftop than a balcony since there is no public access to it, so I don't think it's designed for 100 psf (maybe I'm mistaken). Everything is concrete. The footprint of the skid is two 16"x4'-0" trays.

The beam shown is running on north side direction, connecting to the main beam and then the load transfers to the column. The balcony/ rooftop spans out about 7'-0".

What do you think the best approach is?

 

[BAretired]

Not enough information to provide an opinion.

BA