] [Thread] [Date] [Author]

[Francois Rambau <Francois.Rambau(--nospam--at)StarBuildings.net>]

Title: RE: "Zee"-Shape Purlins Resisting Uplift Loads

I have seen two types of solutions:

1) A series of "old wives" tales about specific discrete bracing locations,
   by strapping, Sag angles, rods, etc... but not supported by any tests
   or AISI methodology.

2) Or applying the prescriptions of AISI (Chapter C3). This can be overwhelming
   at first but it does provide for engineering results in line with the most
   recent testings. (Note the different chapters for the cases where the deck
   is or is not fastened to the compression flange).
   There is also chapter C3.1.4 for Standing Seam.
 
 Note that most "system companies" may have done some proprietary tests to justify
 their methodology.  
    
 Francois Rambau
 Star Building Systems

-----Original Message-----
From: Bill Polhemus [mailto:bill(--nospam--at)polhemus.cc]
Sent: Wednesday, June 12, 2002 11:33 AM
To: seaint(--nospam--at)seaint.org
Subject: "Zee"-Shape Purlins Resisting Uplift Loads

Has anyone here (maybe you who work in the metal building world) had
experience with resisting uplift on zees used as purlins? I'm wondering
about the "usual and customary" method of bracing the bottom flange of the
zee against lateral torsional buckling due to wind uplift.

William L. Polhemus, Jr. P.E.
Polhemus Engineering Company
Katy, TX, USA
Phone (281) 492-2251
FAX (281) 492-8203
email bill(--nospam--at)polhemus.cc

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