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RE: ??Reinforcing DL's in compression??

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Thanks for the reply, Harold. More and more I encounter situations that I
need to refer to the AISC journal now a days. And you know what....we don't
have a single copy in our library...we are not subscribed. The last time I
needed it for an article on WT design for flexture, I winded up asking
someone on the SEAOC list to fax me pages of that article (WT). This goes to
show you how hard it is to get stuff here.

Thanks again.


> -----Original Message-----
> From:	Harold Sprague [SMTP:harold.sprague(--nospam--at)]
> Sent:	Thursday, October 08, 1998 2:00 PM
> To:	'seaint(--nospam--at)'
> Subject:	RE: ??Reinforcing DL's in compression??
> Ghassem,
> The master for this type of problem is Ray Tide at Wiss, Janney & Elstner.
> He has written several articles on reinforcing steel elements under load.
> I
> have reinforced steel members also by welding reinforcing elements under
> load.  You need to evaluate your existing load, the final load on the
> element, and the effect of welding.  
> I generally like to develop a welding procedure to minimize heat input.
> The
> element will deform due to the welding process.  I don't think that I know
> enough about your problem to advise you on a final solution.  
> Additional questions are:
> Is it a case of adding section to increase area to drop the stresses?
> Are you adding section to increase the radius of gyration
> Is the end connection adequate?
> Re: 
> 1.	AISC Engineering Journal, 4th quarter, Reinforcing Steel Members and
> the Effects of Welding, by R. H. R. Tide.  
> 2.	Proceedings, AISC National Engineering Conference, New Orleans,
> April 1987, Basic Considerations When Reinforcing Existing Steel
> Structures,
> R. H. R. Tide.
> Regards,
> Harold Sprague, P.E.
> The Neenan Company
> harold.sprague(--nospam--at)
> -----Original Message-----
> From: Khosrownia, Ghassem NWS
> [mailto:Ghassem.Khosrownia(--nospam--at)]
> Sent: Thursday, October 08, 1998 9:05 AM
> To: 'SEAOC List Server'
> Subject: ??Reinforcing DL's in compression??
> I have a consultant who proposes to reinforce an underdesigned DL truss
> diagonal by welding additional plate to their projecting legs. The area of
> steel required is based on the required additional capacity needed. For
> welding design, the consultant is using the full axial load in the
> combined
> section in order to determine the length of weld. While this may produce
> conservative results, I feel like the approach is not logical. I think the
> plate should be attached to the hosting DL's in such a manner to be stable
> in compression and to be able to contribute the lacking strength. If the
> plate should provide 10 kips of additional capacity, then its weld spacing
> should be determined based on stability of the plate in compression, and
> allowable compressive stresses associated to that.
> What do you think?
> I appreciate all comments.
> Ghassem.