Tek-Tips is the largest IT community on the Internet today!

Members share and learn making Tek-Tips Forums the best source of peer-reviewed technical information on the Internet!

  • Congratulations MintJulep on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Reinforced Concrete column tie under axial tension load

Status
Not open for further replies.

Chebab

Structural
Joined
Dec 26, 2012
Messages
2
Location
KW
Is it possible to splice (lap steel reinforcement ) the steel reinforcement in concrete column tie under tension load only , the splice length will meet the ACI codes . i.e no welding or mechanical connection to be used.
 
Apparently not per ACI 318, paragraph 12.15.5.
But you knew that. Why do you ask?
 
Because the designer requested to do splicing, and here in Kuwait it is very hard to find either a mechanical connection to splice existing steel reinf to a new longer bar or to find a good reliable welder.
The only choice is to do splicing in traditional way , but if we did not follow the code in this case, what is the consequances ?????
 
I guess it's your judgement. Is the tie required to resist a permanent load (is it always in tension?) or is it some kind of seismic or wind load? As far as consequences, there are none as long as it works. If it doesn't work, no one is going to remember the pickle you're in, just that you didn't follow code.
Back in my previous life, we used to use Cadwelds ( a lot. They are pretty slick and it says they don't need any special skills. Plus they're pretty cool when they're ignited. I'm sure you could get them if you order ahead.
 
If the column is under tension such as a column holding down the backspan in a cantilever than I think it would be prudent to have plenty of vertical steel with mechanical splices. I would also provide plenty of ties for crack control.

I would not provide a lapped splice under a direct tension load. Being a column it is very much a uniform stress field in one direction, without small compression struts developing in the concrete to transfer force for one reinforcing bar to the next than a lapped splice cannot be achieved.
 
You ask the question "...if we did not follow the code in this case, what is the consequances ?????"
The answer is that the tie could fail suddenly and catastrophically. The reason for requiring positive splicing in tension tie members is to assure that a brittle failure of cover or bond doesn't result in sudden structural failure.
 
Status
Not open for further replies.

Part and Inventory Search

Sponsor

Back
Top