From: "Drew A. Norman, SE" <DNorman(--nospam--at)dnormanse.com>
Date: Thu, 15 Feb 2001 15:46:39 -0800
If you look carefully, I think you will see that the formulae used to select
the shear forces the studs need to resist for composite action are based on
the unreduced (nominal) strengths of the steel and concrete. As I
understand the composite design methodology, the per stud shear strength
tabulated in the code for comparison to this demand is an ULTIMATE value.
Because shear failure of the weld at the base of the stud can be abrupt, a
safety factor of three is appropriate and the ALLOWABLE loads are thus 1/3
of those in the tables.
Anyway. that's how I have always understood it. Some one else will
presumably speak up if I've got it wrong.
Drew A. Norman, S.E.
Drew A. Norman and Associates
----- Original Message -----
From: "Mark Pemberton" <Markp(--nospam--at)lbdg.com>
Sent: Thursday, February 15, 2001 3:21 PM
Subject: Stud bolts
> Does anyone know the reason the 1998 CBC requires
> that you use only 1/3 of the tabulated allowable shear
> for stud bolts used for any purpose other than composite
> action? This seems a bit extreme. (2205A.13 page 2-272.2)
> Mark Pemberton