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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.

2009-09-07, 01:40 PM	#1
huangyhg 超级版主注册日期: 04-03 帖子: 18592 精华: 36 现金: 249466 标准币资产: 1080358888 标准币	ast in short column 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. __________________ 借用达朗贝尔的名言：前进吧，你会得到信心! [url="http://www.dimcax.com"]几何尺寸与公差标准[/url]