Need a book? Engineering books recommendations...

Return to index: [Subject] [Thread] [Date] [Author]

RE: Stainless Steel

[Subject Prev][Subject Next][Thread Prev][Thread Next]
Jason,
I would not give the contractor any latitude in selecting stainless steel materials. The engineer is the one that knows the application. The engineer should determine what is available, and specify what is required based on the intended performance. Stainless steel should be selected with proper diligence that only the engineer should dictate. The contractor will select what is cheapest for him.

Maybe I investigated too many stainless steel failures. There have been deaths due to improper selection of stainless steel. Chloride from a pool corroded some rods and dropped a roof some years ago killing many people. Expensive critical machinery was severely damaged due to improper selection of stainless steel. The engineer in those applications did not specify the proper stainless steel. The engineer was at fault.

Do not leave it up to the contractor. Stainless steels are not all the same. Either do the homework or consult with a chemical / corrosion engineer.

Regards,
Harold Sprague


From: "Jason W. Kilgore" <jkilgore(--nospam--at)leok.com>
Reply-To: <seaint(--nospam--at)seaint.org>
To: <seaint(--nospam--at)seaint.org>
Subject: RE: Stainless Steel
Date: Wed, 18 Aug 2004 11:38:05 -0500

Thanks for all the quick responses.  I'm going to give the contactor the
options of:
Use a 1.5" dia. rod at 30 ksi,
Use a 1.0" dia. rod with a gusset plate, or
Come up with a harder material.

---
Jason Kilgore
Leigh & O'Kane, LLC
Kansas City, Missouri

> -----Original Message-----
> From: Kieran K-S [mailto:kieranks(--nospam--at)gmail.com]
> Sent: Wednesday, August 18, 2004 10:54 AM
> To: seaint(--nospam--at)seaint.org
> Subject: Re: Stainless Steel
>
> Jason- It depends on the condition of the rod - Cold Worked, Annealed etc.
>
> This info comes from ASCE 8-02 Specification for the design of Cold
> Formed Stainless Steel Structural Members.
>
> Yield stress of Annealed SS304 is 30 ksi except for longitudinal
> compression, in which case it is 28 ksi (ref table A1).  If checking
> by ASD, use a safety factor of 1.85 against yielding in tension and
> for bending also a safety factor of 1.85 against uielding and
> buckling. (ref table D).
>
> For other treatment conditions:
> 1/16 Hard  45 /45 /45/ 41ksi (Long. Tens./Transv. Tens./Transv.
> Comp./Long. Comp)
> 1/4 Hard  75 /75 /90 /50 ksi (Long. Tens./Transv. Tens./Transv.
> Comp./Long. Comp)
> 1/2 Hard 110 /110 /120 /65 ksi (Long. Tens./Transv. Tens./Transv.
> Comp./Long. Comp)
>
> Regards,
> Kieran K-S
>
> Marina del Rey, CA
>
>
> ----- Original Message -----
> From: Jason W. Kilgore <jkilgore(--nospam--at)leok.com>
> Date: Wed, 18 Aug 2004 10:22:02 -0500
> Subject: Stainless Steel
> To: seaint(--nospam--at)seaint.org
>
>
>
>
> Does anyone know the yield stress for an A304 stainless steel rod?  I
> thought we had it in our library, but I can't find it, the people I
> would ask are out.
>
>
>
> I've got a situation with a bolt in bending (5.10 in-k) and tension (0.6
> k).
>
>
>
>
>
> ---
>
> Jason Kilgore
>
> Leigh & O'Kane, LLC
>
> Kansas City, Missouri
>
> ******* ****** ******* ******** ******* ******* ******* ***
> *   Read list FAQ at: http://www.seaint.org/list_FAQ.asp
> *
> *   This email was sent to you via Structural Engineers
> *   Association of Southern California (SEAOSC) server. To
> *   subscribe (no fee) or UnSubscribe, please go to:
> *
> *   http://www.seaint.org/sealist1.asp
> *
> *   Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you
> *   send to the list is public domain and may be re-posted
> *   without your permission. Make sure you visit our web
> *   site at: http://www.seaint.org
> ******* ****** ****** ****** ******* ****** ****** ********



******* ****** ******* ******** ******* ******* ******* ***
*   Read list FAQ at: http://www.seaint.org/list_FAQ.asp
*
*   This email was sent to you via Structural Engineers
*   Association of Southern California (SEAOSC) server. To
*   subscribe (no fee) or UnSubscribe, please go to:
*
*   http://www.seaint.org/sealist1.asp
*
*   Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you
*   send to the list is public domain and may be re-posted
*   without your permission. Make sure you visit our web
*   site at: http://www.seaint.org
******* ****** ****** ****** ******* ****** ****** ********

_________________________________________________________________
Don?t just search. Find. Check out the new MSN Search! http://search.msn.click-url.com/go/onm00200636ave/direct/01/


******* ****** ******* ******** ******* ******* ******* ***
*   Read list FAQ at: http://www.seaint.org/list_FAQ.asp
* * This email was sent to you via Structural Engineers * Association of Southern California (SEAOSC) server. To * subscribe (no fee) or UnSubscribe, please go to:
*
*   http://www.seaint.org/sealist1.asp
*
* Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you * send to the list is public domain and may be re-posted * without your permission. Make sure you visit our web * site at: http://www.seaint.org ******* ****** ****** ****** ******* ****** ****** ********