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RE: metal buildings

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Or, put it back on the PEMB guy (the strut at eve ht.), how bad does he want the job?


--- On Thu, 7/30/09, Stuart, Matthew <mStuart(--nospam--at)> wrote:

> From: Stuart, Matthew <mStuart(--nospam--at)>
> Subject: RE: metal buildings
> To: seaint(--nospam--at)
> Date: Thursday, July 30, 2009, 5:06 PM
> Size the isolated spread footing for
> the overturning and sliding induced by the kickout force and
> then size a tie rod encased in PVC as an alternate solution.
> Give both solutions to the Owner to have them priced and
> tell him it's one or the other, there are no free lunches.
> ________________________________
> From: Gordon Goodell [mailto:GordonGoodell(--nospam--at)]
> Sent: Thu 7/30/2009 7:42 PM
> To: seaint(--nospam--at)
> Subject: metal buildings
> Hi,
> I've got a large (100'x140') pre-fab steel building for an
> ice rink that I'm doing the foundations for.  It's
> basically seven 3-hinged arches, 100' wide.  I just
> found out that the foundation has to be designed without a
> slab (which won't be built maybe for years, until the budget
> allows).  So I've got ~65 kips of out-thrust at the
> base of each column, and no opportunity for a hairpin into
> the slab.  And the budget also does not allow at this
> time for the strip footing/stemwall to be built between the
> piers.  So I told the client that he's going to have to
> connect the base of each arch with a concrete/rebar tie
> underground, and he flipped out.  This is a non-profit
> community effort to get covered ice here (which we all
> want), and the budget doesn't appear to have an extra $50 in
> it, let alone what it would take to probably account for the
> foundation forces.
> The steel building manufacturer is not interested in trying
> to resolve the horizontal force higher up; his steel
> sections will not handle a cable tie at eave level. 
> Other than an abutment or a tension tie, I'm at a
> loss.  Does anyone have other ideas for how to deal
> with this?
> thanks,
> Gordon Goodell
> Alta, WY

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