Just for fun, I spoke with a buddy who runs a local steel shop and asked
him to pull some mill tests for me. Here's what he found:
For a group of W14x34's - Fy range was from 53.6 to 55.8 ksi and Fu
range was from 66 to 70 ksi
For a group of W21x50's - Fy range was from 57.8 to 58 ksi and Fu went
as high as 75.7 ksi
I guess this shows that somebody knows what they're doing with the code
> -----Original Message-----
> From: Scott E Maxwell [SMTP:smaxwell(--nospam--at)engin.umich.edu]
> Sent: Wednesday, June 28, 2000 5:35 PM
> To: SEAOC List Server (E-mail)
> Subject: Re: Expected Yield Strength of Steel?
> I assume that BOCA 1999 references the 1997 AISC Seismic provisions.
> Thus, my response is based off that assumption.
> Per section 6.2 of part I of the 1997 AISC Seismic provisions, the
> expected yield strength is Ry*Fy, where Fy is minimum yield for the
> material (50 ksi in your case) and Ry is 1.5 for A36, 1.3 for A572 gr
> and 1.1 for other grades for rolled sections. Thus, your expected
> should be 50*1.1=55 ksi.
> The seismic provisions were created and based off of LRFD principles.
> However, there is part III which is the ASD alternative. It basically
> modifies the LRFD provisions in Part I to an ASD-like approach.
> Hope this helps,
> Scott Maxwell, PE, SE
> On Wed, 28 Jun 2000, Ritter, Mike wrote:
> > Friends,
> > We are working on a steel building design, and the code (BOCA-99)
> > directed us to use the AISC Seismic Provisions, Part 1 and 3.
> > it looks like we're getting re-directed into something that looks
> > well, like LRFD. Anyway, for the moment connection design we now
> > to the "expected yield strength" of the steel. We are specifying
> > A992 (Fy= 50 ksi). Does anybody have the answer? Is this supposed
> > be case by case or can we just say we "expect" it to be around XXX
> > Do we need to do something, and then verify it with mill test
> > Thanks for the help, Mike