I'm working on a very preliminary analysis on a new single story structural steel building with a metal deck roof. My intentions for the building when I get into final design is to utilize horizontal roof bracing and vertical bracing in the walls. I don't want to use the metal deck as a...
"Yes, but the 4sqrt(E/Fy) slenderness limit does not apply for X-bracing, only for chevron"
True. But consider how a two-story brace is formed, by mirroring a chevron brace about a beam so that it forms an "X" over two-stories. In an X-braced frame, where the "X" is within each story, the...
Taking a shot in the dark....
Do you need the contribution from the concrete to make the columns work? Being that the building was constructed in the 50's, is it possible that the steel columns are robust enough to take the gravity and lateral loads themselves? Without adequate concrete...
Just my two cents...
I guess you can consider me a "youngster." I'm in my early thirties, but I'm no spring chicken, either. I echo the sentements of many of the engineers that have commented, including the engineers who are over 50.
I use computer analysis software almost on a daily basis...
I think the attached is what you are looking for...
http://www.ncmaetek.org/map_pages/state_finder.cfm
Also, the above website will take you to the the TEK manual. Just tell it what state you are in, pick a block mfr, and you should have access to the whole TEK...
FWIW...The pass rate for the first run of the 16hr SE exam is 27%
http://www.ncees.org/Exams/SE_exam.php
I think it's safe to say that the new SE exam isn't watered down and safe to use in CA, WA, OR, HI, IL, etc...
Also I wish to bid most of you (PMR06, Teguci, a2mfk, and others) an AMEN for...
I would think you could still use AISC design guide #9. The only thing is you would have to figure out what J and Cw are. I am not sure if they are in the 13th edition manual, but a descent software program that analyzes cross-sectional shapes should be able to give these to you.
The link below, I think, definitively answers this question. As long as you are using 300 series stainless steel anchors, you should be fine in terms of corrosion by dissimilar metals.
http://www.galvanizeit.org/images/uploads/drGalv/HDG_stainless_steel.pdf
Since this is such an interesting and polarizing topic with different opinions shared by everone here, I asked the AISC Steel Solution Center to see what they think. When I get a response, I will post it here.
I've used stainless fasteners to connect dissimilar metals before without any problems so you could use the stainless rods provided that you design the anchors properly.
As far as galvanizing the anchor rods and it's ability to bond to the epoxy...that may be a question for your local Hilti rep.
I think the issue is trying to resolve the shear flow in the flanges that's induced by torsion. The shear flow in flanges flow in opposite directions creating a couple acting about the shear center of the beam. In order to resist the torsion, you need to resist the shear flow couple that...
Could you fasten the HSS header to the underside of the WF outrigger bottom flange using a couple of Lindapter bolts instead of stripping the flange and field welding the plates to the WF? Also, could you use a larger angle that has a long enough leg to weld to the bottom of the HSS instead of...
