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RE: Precast Column Base Connection[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Precast Column Base Connection
- From: "Mark Remmetter" <MarkR(--nospam--at)sai-engineers.com>
- Date: Tue, 3 Oct 2006 14:25:57 -0400
From: Jake Watson [mailto:jake.watson1(--nospam--at)gmail.com]
Sent: Tuesday, October 03, 2006 9:17 AM
Subject: Re: Precast Column Base Connection
When pushed, we sometimes allow an anchor bolt substitution. Weld column vertical steel to a heavy base plate. Block out the bottom corners of the column to allow for anchor bolt nuts. This should only be used when there is no chance for moment or tension on the column.
Also if you oversize the splice sleeve, you have more "slop" with the splice sleeve than with anchor bolts.
Jake Watson, P.E.
Salt Lake City, UT
We have gotten involved in a project which requires the use of some precast concrete columns. Is there some design criteria other than ACI 184.108.40.206a (200Ag tension force requirement) which addresses the design forces for the column base connection? We have designed a connection that meets the requirements of ACI but compared to connections we have seen on other projects, our connection design looks to be much stronger. On the other precast projects the base connection used by the precaster seemed relatively light, although I did not verify the actual connection capacity.How is this connection typically designed by the precaster?Thanks,Mark Remmetter, P.E.
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