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Re: Foundation Tie Beam Splices[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Re: Foundation Tie Beam Splices
- From: David Handy <dhandy(--nospam--at)trg.ca>
- Date: Wed, 15 Sep 1999 16:14:16 -0400
In CSA-A23.3 (very similar to ACI) it says examples of tension tie members are arch ties, hangers and tension elements in a truss. It is my opinion that an arch ties would be the same as a tension ties for the base reaction of a moment frame such as a pre-engineered building. Because you do not require many bars to do it and the spreading out of the splices is not reasonable. I have used 3-30M bars in a similar situation coupled with tapered threaded couplers that achieved the 125% required capacity. David Handy, P.Eng. At 02:18 PM 9/15/99 -0500, you wrote: >I am designing a tension tie beam for a foundation to resist the horizontal >thrust from the moment frames. I have a Structural Engineering Handbook; >(by Gaylord) which says that lap splices for the tie beam reinforcement are >not permitted by Code. The handbook says to use mechanical splices, >Cadweld, or butt-welded splices and to stagger the splices by 30 inches. > >Does anyone know where this requirement is called out? Which Code? I've >been digging through the UBC and ACI but I haven't had much luck. Anyone >familiar with this requirement? > >Thanks, >John Connor >Kansas City, MO David Handy, P.Eng. dhandy(--nospam--at)trg.ca The Thompson Rosemount Group, Cornwall, Ont. Canada Opinions expressed are personal only.
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