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Re: metal buildings[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Re: metal buildings
- From: alex1961(--nospam--at)telus.net
- Date: Thu, 30 Jul 2009 22:51:39 -0600 (MDT)
Another idea would be to use passive earth pressures acting on a rectangular column below ground with a square slab on grade to prevent movement of column near the ground surface. This was an example for a tall commercial sign footing from a steel design textbook. I could not remember the author.
On Jul 30, 2009, Gordon Goodell <GordonGoodell(--nospam--at)harmonydesigninc.com> wrote:
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-hingrches, 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?
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