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RE: Beam restraint[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: RE: Beam restraint
- From: "Horning, Dick/CVO" <dhorning(--nospam--at)CH2M.com>
- Date: Thu, 3 Sep 1998 13:03:06 -0600
Seems very flexible. For comfort of the occupants, I would use at least L/180 if not L/240, and Live Load limits L/240 to L/360. My $.02 worth. > ---------- > From: Brian K. Smith[SMTP:smitheng(--nospam--at)dos.net] > Sent: Thursday, September 03, 1998 11:46 AM > To: seaint(--nospam--at)seaint.org > Subject: Beam restraint > > While we are on the subject of steel floor supports: > > I am working on a similar project, a multi-leveled equipment mezzanine > with checkered plate flooring. > > What is the general consensus regarding allowable deflection of the > framing. I am using L/120 for Dead plus Live. It appears as though > both the UBC and SBC deflection criteria in Chapter 16 are oriented > toward roof deflections with ceilings. > > Brian K. Smith, P.E. > > >
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