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Re: Baseplate Anchorage

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Why don't you specify A-706 weldable rebar or headed studs?  Seems like something you might be able to find in your PCI manual.

 "M. David Finley, P.E." <pec(--nospam--at)isgroup.net> wrote:

Roger,

Acutally they will be constructing a frame to hold the "new" plates in
position. I agree with your concerns about stabbing anchors into plastic
concrete. I also anticipate requiring c couple of holes in the baseplate to
allow trapped air to escape and help ensure proper concrete consolidation.

I had envisioned endplates on the angles or channels - a similar concept to
headed anchors. If I use anchor rods, I would probably use ASTM F1554
grade 55. How is the weldability supplement speicified? ASTM F1554, Grade
55 with weldability supplement? or is there a slightly more formal
phrasing? Of course, my initial concern was just how good a welded tension
connection could be made between the anchor rod and the bottom of the new
baseplate.

M. David Finley, P.E.
2086 SW Main Boulevard - Suite 111
Lake City, FL 32025
386-752-6400

----- Original Message -----
From: "Roger Turk" <73527.1356(--nospam--at)compuserve.com>
To:
Sent: Tuesday, October 29, 2002 9:50 AM
Subject: Baseplate Anchorage


> Dave,
>
> It sounds like they want to "punch" the anchors into plastic concrete. My
> GSN specifically prohibits this as it always leaves a void above whatever
> projection the anchor uses to engage the concrete.
>
> With 75 kips uplift, you have to engage 750 cu. ft. of concrete to provide
> uplift resistance and I wouldn't want to take the chance of a void being
> above or alongside any anchor. Nor would I want to rely on bond on
> vertically oriented angles for this amount of uplift.
>
> HTH
>
> A. Roger Turk, P.E.(Structural)
> Tucson, Arizona
>
> David Finley wrote:
>
> . > I've got a project where some industrial equipment is being relocated.
> . > Rather than cut the baseplates loose, the owner wants to cut off the
> . > existing anchor bolts and then move the equipment to the new location.
The
> . > supporting legs, with baseplates still welded on, will then be set
onto
> . > new (larger) baseplates and the 2 plates welded together.
>
> . > For the new baseplate, they want to weld "j-hooks" to the bottom of
the
> . > plate to eliminate any projection through the baseplate. I'm somewhat
> . > concerned about whether they will actually use weldable material (no
> . > matter what I spec) and how good a weld can really be achieved this
way.
> . > Obivously there is no way to inspect the assembly after the concrete
has
> . > been cast.
>
> . > In lieu of anchor bolts, I'm considering using vertically oriented
angles
> . > or channels so that the weld length is substantially longer. Any
> . > thoughts or other suggestions? Each leg is subject to about 75 kips
of
> . > uplift (service load).
>
> . > M. David Finley, P.E.
>
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Tripp Howard



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