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The most common are A and C (D could also be used).  B might help but have
not seen it much myself.  Typically the "desired" web thickness will dictate
whether the "diagonal stiffener" is required or not.  The diagonal stiffener
can be used to minimize the web thickness required in the knee area.  If you
need more specific examples for help in determining which case might work
the best then reply with the steel code you use... I have some examples for
ASD and CSA S16.1-94 (Canadian Spec) that I could site some references or
places in the code to refer to...  As far as typical for metal building
companies, Butler Manufacturing will typicaly do case A,  VP (used to be
Varco-Pruden) Buildings will typically do case C with the occasional use of
A as required for connections, etc.  Other PEMB vary also.  Some might use a
diagonal splice instead of a horizontal (splice plate is horiz. on top of
column), sloped (splice plate follows the slope of the inside flange of the
roof beam), or vertical splice (splice plate is vertical on the column).

Greg Effland, P.E.

-----Original Message-----
From: Juan José Treff De la Mora [mailto:jjtreff(--nospam--at)]
Sent: Thursday, February 01, 2001 2:13 PM
To: seaint(--nospam--at)

I have seen a lot of "knee" connections of rafters and columns in metal
buildings with rigid frames and tapered members. Some of them have (see
drawing for public access at

a) No stiffener
b) A vertical one
c) A diagonal one from left to right
d) A diagonal one from right to left

Which one is the correct criteria?


Juan Jose

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