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Re: Stainless steel design code?

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In addition to what has been offered:

The Nickel Development Inst http://www.nidi.org/ produces many technical resources including the Design Manual for Structural Stainless Steel. http://www.nickelinstitute.org/index.cfm/ci_id/10653/la_id/1.htm

Then there is Specialty Steel INdustry of North America http://www.ssina.com/ which produces a series of design guides like http://www.ssina.com/download_a_file/designguidelines.pdf.

The AISI produced the Stainless Steel Cold-Formed Structural Design Manual at one time. But I don't think they produce it any longer.

Regards,
Harold Sprague

From: THunt(--nospam--at)absconsulting.com
Reply-To: <seaint(--nospam--at)seaint.org>
To: <seaint(--nospam--at)seaint.org>
Subject: Re: Stainless steel design code?
Date: Tue, 22 Jun 2004 15:21:23 -0700

James,

The welds should be in conformance with AWS D1.6, Structural Welding Code
- Stainless Steel.  The material properties are probably in (although I
have not actually looked)  ASTM A276, Standard Specification for Stainless
Steel Bar and Shapes.  I am not aware of a design code specific to
stainless steel but below is a previous response to the question from Rick
Drake.

Thomas Hunt, S.E.
ABS Consulting

You could safely use the ASD (or LRFD) Manual as long as you understand
the
technical basis behind each design equation and make appropriate
adjustments to them.  Conservative factors of safety would be good.

For example, stainless steel does not have the same stress-strain curve
shape as carbon steels.  The stress-strain curve is not linear.  Therefore
the modulus of elasticity is determined based on offset methods, much as
it
is with very high strength carbon steel.  In addition, the published
stainless steel yield stress values are almost meaningless, since the
stress strain curve usually has no flat plateau.  Therefore any ASD (Or
LRFD) design equation that includes either E or F-sub-y must be used with
great caution.  This includes limiting b/t and h/t ratios that are defined
in terms of F-sub-y.

Equations that involve inelastic buckling include considerations of
residual stresses, and are often calibrated against full-scale test
results
of rolled-sections.  If you build up w-shapes out of plates, you will have
larger residual stresses.  You need to adjust the compression member and
flexural member equations to account for larger residual stresses.

I'd also be careful about bolted connection bearing equations.  They are
actually based on elongation of the bolt holes, not material fracture.
Welded connections should be designed in accordance with AWS not AISC.

Rick Drake, SE
Fluor Daniel, Aliso Viejo, CA





Jim Wilson <wilsonengineers(--nospam--at)yahoo.com>
06/22/2004 02:14 PM
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Subject
Stainless steel design code?






SEAINT,

What code does the design of stainless steel (gr 304) angles and welds
fall under?  Can AISC be used with proper material properties?

TIA,

James Wilson, PE
wilsonengineers(--nospam--at)yahoo.com
Stroudsburg, PA
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