ast in short column

huangyhg

ast in short column?
i've been doing a lot of steel buildings lately where the prefab steel column sits on a pier (short column).  aci 10.9.1 says i need .01ag of steel.  well my client is saying that his other engineer specifies half the reinforcement that i do.  is there some provision i'm not seeing or is the other engineer in the fault??
check out our whitepaper library.
see section 1.1.5.
a pier is more along the lines of a continuously supported column and does not behave as a column.
we use them all the time.
the 1/2% min reinforcement is a very common geotech recommendation (unless you need more for uplift)
aci 10.8.4 effectively allows 0.5% reinforcing in low seismic.
willisv; i read that part too, however i'm right on a fault line and definetely high siesmic.
frv; i agree, often times these piers are even connected to a foundation wall, however, are you familiar with any part in the code that allows this?  
thanks for the quick responses.
tonyes..
i don't think it's so much a matter of the code "allowing" this as it is a matter of the code (318 anyway) not dealing with it.
the commentary will point you toward publications that deal with piers and piles (to this day i don't know the difference).
i have no idea how this would be affected by being in a seismic zone, but i can tell you from experience the 1/2% is very common in non-seismic zones.