Some Data on High Rise Buildings

[BigH]

Colleagues:
Just doing some research and am wondering if anyone can help. For high rise buildings, say, more than 6 stories, what would the "typical" vertical loading per floor be for (1) apartments, (2) office buildings? Include Dead and "live load" - but not wind and earthquake.
Secondly, in your locale, would you be able to provide some details on typical foundations used (raft, piled raft, spread footings, basements rafts (bouyancy foundations) and on what soil stratigraphy.
Any help over the next several weeks would be greatly appreciated.

 

[JAE]

Typical floor loading - for live loads simply look in Chapter 16 of the IBC or other applicable code. These live loads are independent of the number of stories other than with multiple stories your column/footing loads can have the live load reduced for the larger tributary areas.

For dead load - that varies considerably depending on the type of floor structural system used. For composite steel beam with metal deck/concrete - perhaps 50 to 75 psf. For concrete pan joists - 70 to 100 psf, for two-way flat slabs - 75 to 125 psf. Also depends on the use of lightweight concrete, the span lengths, etc.

 

[BigH]

JAE - thanks - I don't have access to too many "codes" out here. The Dead Load part is great - what would the typical live loads be? 50 psf to 75 psf?? One of the "reasons" I am looking into this is that I would like to develop a curve (for a presentation I am making) showing the "load" per storey (or 2 stories) and then the "reduction" for each level of basement as in bouyancy raft - to show how deep a bouyancy raft would have to be to counter, say a 20 storey or a 30 storey high rise.

 

[csd72]

Typical Live for apartments is 40 psf and for offices is 50psf. Retail and public corridors can be up to 100psf.

You also usually allow a partition load of 10 to 20psf to allow for moveable partitions e.t.c.

csd

 

[haynewp]

I think some engineers use 100 psf live load instead of 80 psf for concrete office buildings, I am not sure why but I remember reading somewhere in concrete international (or somewhere like that) it doesn't affect (effect?) the concrete cost a whole lot. I figured a one way reinf. concrete slab and PT beam system recently at around 130 psf. Add in column weights, cladding, and shearwalls if present also ...

 

[faromic]

don't forget to add 20 psf dead load for partitions in office. I typically add 10 psf for MEP in offices.