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Steel Member Check for Seismic Loading[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: Steel Member Check for Seismic Loading
- From: 남윤호 <yhnam(--nospam--at)kopec.co.kr>
- Date: Thu, 3 May 2007 22:15:31 +0900
- Disposition-notification-to: 남윤호 <yhnam(--nospam--at)kopec.co.kr>
- Priority: normal
I have the old calculation(1984 made) of steel code check for seismic excitation loading.
In generally steel check for combined bending and axial stress interaction is as follows:
fa/Fa + fbx/Fbx + fby/Fby < 1.0 -----------(1)
However, the old calculation used the steel check formula under 2 directions horizontal seismic loading(1g each) as follows:
fa/Fa + root(fbx^2+fby^2)/Fbx < 1.0 -----------(2)
Is it reasonable using equation (2) that steel code checked under 2 directions horizontal seismic loading? If it is reasonable, why do you think using Eq. (2)?
Shaw Stone & Webster Nuclear
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