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Re: ??Reinforcing DL's in compression??[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: Re: ??Reinforcing DL's in compression??
- From: "Michael Donoghue" <cmd(--nospam--at)ibm.net>
- Date: Fri, 9 Oct 1998 05:50:14 -0500
Ghassem, I guess its obvious, but don't forget to check the shears associated with the increased moment capacity. You usually want to force plastic moment failure before a shear failure. cmd -----Original Message----- From: Harold Sprague <harold.sprague(--nospam--at)neenan.com> To: 'seaint(--nospam--at)seaint.org' <seaint(--nospam--at)seaint.org> Date: 08 October, 1998 4:05 PM 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)neenan.com > > >-----Original Message----- >From: Khosrownia, Ghassem NWS >[mailto:Ghassem.Khosrownia(--nospam--at)NWS02.usace.army.mil] >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. > > >
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