You could try using a drilled pier to resist the lateral load. See
equation 18-1 in the 2006 IBC for an embedment depth formula. 65 kips
is a substantial load to be resisted by a hairpin. It would take a lot
of frictional resistance from the slab to overcome that amount of force.
I design a lot of electric substations with significant overturning
moments and no slab on grade. Drilled piers are almost always used on
these projects and are generally pretty economical.
--
Adam Vakiener, P.E.
Structural Engineer
Southern A&E, LLC
>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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