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RE: Seismic Drift Loading[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Seismic Drift Loading
- From: "Joshua Buckholt" <josh.buckholt(--nospam--at)gmail.com>
- Date: Mon, 7 Jan 2008 21:56:12 -0600
Thanks for your response. It makes sense to me.
The 1” drift is the seismic drift whereas there is a reduced (1/2” per floor) specified wind drift. Therefore, the seismic drift is controlling the design as far as the forces being created within the frame members from an applied displacement loading. That is why I wanted to understand if the 0.7E factor was appropriate for determining the forces within the frame from a displacement loading due to an earthquake or if the forces generated from the full displacement are required.
It sounds like your frame will
be dragged along with the main tower. With that said, the 0.7E is
appropriate so long as you are using the ASD load combinations. You are
complying with the "deformation compatibility" provisions. The
forces are only less on elements that can tolerate the movement through a slip
joint or have gone plastic themselves.
On Jan 7, 2008 1:56 PM, Josh Buckholt < josh.buckholt(--nospam--at)gmail.com> wrote:
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