Regards,
Harold Sprague
>From: Tom.Hunt@fluor.com
>Reply-To: <seaint@seaint.org>
>To: <seaint@seaint.org>
>Subject: Re: Large Bay 'X' Bracing
>Date: Tue, 29 May 2007 16:21:18 -0700
>
>Rich,
>
>Assuming you are comfortable with tension only bracing then you might
>consider a different section type such as double angles, WTs, or HSS
>tubes.
>
>Thomas Hunt, S.E.
>Fluor
>
>
>
>
>
>"Rich Lewis" <seaint04@lewisengineering.com>
>05/29/2007 04:00 PM
>Please respond to seaint
>
>To
><seaint@seaint.org>
>cc
>
>Subject
>Large Bay 'X' Bracing
>
>
>
>
>
>
>
>I have a warehouse condition of a ‘X’ braced bay that is 31 feet high
>and
>42 feet wide. The diagonal length is over 51 feet. I’m wondering if I
>should try to use the bracing as one large bay, or add a wind column in
>the middle and have two smaller bays. The bracing is tension only for
>wind loads. The load in the diagonal is about 21 kips. What makes me
>most uneasy is the slenderness ratio of the brace. If I try to limit the
>L/r ratio of the out of plane axis to 300 then I get extremely large
>angles. If I ad a column I add almost 50% more bracing length, plus
>column and footing.
>
>Thanks for your insight.
>
>Rich
>
>
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