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Re: RE: A 36 steel vs A992

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I prefer the higher Fy and tighter control V Notch Charpies.

Pax e Gratia
Robert P. "Bob" Ross, P.E.
Civil-Structural Engineer
Washington Group International,Inc.
Industrial Processes
17320 Red Hill, Suite 300
Irvine, Ca. 92614
Mobile 562-254-4604
Office 949-222-3978
FAX 949-222-3985
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E-mail: Bob.Ross(--nospam--at)WGINT.com
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----- Original Message -----
From: "Carter, Charlie" <carter(--nospam--at)aisc.org>
Date: Tuesday, January 8, 2002 12:33 pm
Subject: RE: A 36 steel vs A992

> >I would like to get some opinions on the A36 and A992 issue in
> >seismic zone 4 from some of the steel folks. The fabricators are
> >in general are providing the A992 when notes indicate A36 steel
> >for all but most channels and angles. My question is in regard to
> >strength calculations for bracing. The yield for A992 vs. A36 can
> >have dramatic effects in connection design. Are you day to day
> >steel folks using A992 yield for strength calculations? Seems like
> >one would need to be tight with the fabricators at front end to see
> >what is being provided.
>
> For a while now, ASTM A36 has existed in name only for W-shapes.
> If you
> specify it, I'll all but guarantee you you will get a product that
> meetsASTM A992 as well. How could that be? ASTM A36 has no maximum
> yield.
> You can get further information on this topic here:
>
>    http://www.engr.psu.ed
>
> I strongly recommend that you base your wide-flange calcs on ASTM
> A992.
> Note that A36 is still a realistic material specification to use
> for plates,
> angles, channels, M-shapes, S-shapes and HP-shapes.
>
> Charlie
>
>
>
>
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