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RE: steel joist web member K value[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: steel joist web member K value
- From: "Joseph R. Grill" <vveng(--nospam--at)cableone.net>
- Date: Tue, 19 Jan 2010 12:52:00 -0700
Thanks for the reply. If I was doing the design, I would use K=1.0. In this case it’s more of why the joist failed and at what superimposed snow load it failed in addition compare to what would have been a more realistic “code” level design. There isn’t a decking system to restrain the top chord, but it appears that the web members were the first to go by compression web buckling. I will note that the restraint at the top chord (1/3 points) appears a bit shaky, but must have worked, because without it, it would appear the joists would have failed at the top chord much sooner. Also, there had to have been some end condition, “fixity” at the web members, or they would have buckled much sooner. Which “K” value is picked is kind of a backwards judgment to kind of fit the failure at the approximate load at failure. Hope that all “makes some sense”
I am helping another engineer do an investigation of some steel joists. They are not from a major mfg. such as Vulcraft probably shop built.
The web members are round rods welded to the web members which are HSS sections. There was a failure with the joists due to heavy snow loading and the webs failed (buckled out of plane) as an analysis would indicate. I will have to contact my associate, but I think in most cases the welds did not fail. He did mention one in particular, but I think the majority of the welds were OK and if anything that one failure was probably to the weld but at the HSS wall at the weld.
I would like to check the joist using a K=.85 at these web members. I think that is more that reasonable. Does anybody think otherwise?
Joseph R. Grill, PE
Verde Valley Engineering, PLLC
2220 Sky Drive
Clarkdale, AZ 86324
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