D. Matthew Stuart, P.E., S.E., F.ASCE, SECB
Senior Project Manager
Structural Department
Associate
Engineers and Consultants - CMX
200 Route 9
Manalapan, NJ 07726
732-577-9000 (Ext. 308)
908-309-8657 (Cell)
732-298-9441 (Fax)
mstuart@CMXEngineering.com
-----Original Message-----
From: Mark Johnson [mailto:markajohn@yahoo.com]
Sent: Thursday, July 30, 2009 11:38 PM
To: seaint@seaint.org
Subject: RE: metal buildings
Or, put it back on the PEMB guy (the strut at eve ht.), how bad does he want the job?
Regards,
MJ
--- On Thu, 7/30/09, Stuart, Matthew <mStuart@cmxengineering.com> wrote:
> From: Stuart, Matthew <mStuart@cmxengineering.com>
> Subject: RE: metal buildings
> To: seaint@seaint.org
> 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@harmonydesigninc.com]
> Sent: Thu 7/30/2009 7:42 PM
> To: seaint@seaint.org
> 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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