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RE: clip angles with tension
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- Subject: RE: clip angles with tension
- From: "Brian K. Smith" <smithegr(--nospam--at)bellsouth.net>
- Date: Fri, 27 Dec 2002 09:45:00 -0600
I am not sure about your block shear question. Unless I am missing something, you should be able to check this condition using standard AISC formulas. For the welds on the clips: Assume the welds to consist of lines. Determine the Area of the welds per thickness which is the length. Determine the moment on the welds. If the resultant passes through the centroid of the welds, this will be zero. However, if you are using the uniform force method for designing the connection, it prob. will not. Determine S for the welds as a function of thickness (in^3/in thickness). Determine the bending stress in the welds fb = M/S. This will give you stress/in of length. Determine the normal stress in the welds, fn = Prying Force/A, stress per inch. Determine the shear stress on the welds, fv = Shear/A, stress per inch. Determine the resultant force on the welds, which is sqrt((fb + fv)^2 + fn^2). This will give you the average stress per unit length of weld. You can then determine the throat thickness of the fillet weld. If you can get a copy of "Solutions to Design of Weldments" by the James F. Lincoln Arc Welding Foundation this explanation may make more sense. There are a number of examples in the book as well as equations for determining the properties of welds treated as lines. Brian K. Smith, P.E. > -----Original Message----- > From: j.grill(--nospam--at)attbi.com [mailto:j.grill(--nospam--at)attbi.com] > Sent: Thursday, December 26, 2002 6:35 PM > To: seaint(--nospam--at)seaint.org > Subject: clip angles with tension > > > I have a gusset to column connection consisting of a gusset attached to a > double clip angle. The clip angles are welded to the supporting > member and > bolted to the gusset. The loads to the gusset are from diagonal bracing, > therefore, I have both shear and tension on the clip angles. I > guess I have > two questions. First, how do I resolve the block shear > requirements (tension > and shear) at the bolted legs? I seem to remember a thread concerning > something like this but I can't find it. The second question is > how would the > design of the welds to the supporting member be done with both shear and > tension on the weld group. The angles welded on three sides with > some prying > action is what I am seeing now, but my brain is a little foggy from the > holidays and can't quite get the design straight in my mind. > > Thanks, > Joseph R. Grill, PE > > ******* ****** ******* ******** ******* ******* ******* *** > * 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 ******* ****** ****** ****** ******* ****** ****** ********
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