Need a book? Engineering books recommendations...

Return to index: [Subject] [Thread] [Date] [Author]

RE: PEMB question - unbraced length

[Subject Prev][Subject Next][Thread Prev][Thread Next]
It depends on the section. The frames generally have additional bracing. The purlins and girts generally do not. With standing seam systems and for wind suction or uplift the compression flanges are not braced. What happens is that the PEMB people (like Butler Manufacturing) test the sections to validate wind loads on elements.

Harold Sprague

From: "Yi Yang" <YI(--nospam--at)>
Reply-To: <seaint(--nospam--at)>
To: <seaint(--nospam--at)>
Subject: PEMB question - unbraced length
Date: Wed, 1 Sep 2004 12:12:49 -0700

For those pre-engineered metal building experts out there, what would be
considered as the unbraced length for both axial and flexural strength
of the column / rafter in a metal building frame, if there is no flange
braces attached to the bottom / inside flange of the rafter / column?
Am I correct to assume that only the top / outside flange is considered
braced for flexural strength, and the weak axis is braced for axial
capacity?  Thanks for any comment.

Y i   Y a n g,   P. E.
Santa Rosa, California

Express yourself instantly with MSN Messenger! Download today - it's FREE! ht

******* ****** ******* ******** ******* ******* ******* ***
*   Read list FAQ at:
* * This email was sent to you via Structural Engineers * Association of Southern California (SEAOSC) server. To * subscribe (no fee) or UnSubscribe, please go to:
* Questions to seaint-ad(--nospam--at) Remember, any email you * send to the list is public domain and may be re-posted * without your permission. Make sure you visit our web * site at: ******* ****** ****** ****** ******* ****** ****** ********