For built-up straight and tapered members, I can confirm that in the mid-90's American Buildings Co used 55 ksi yield flanges up through about 12" x 1". Larger than that was usually 50 ksi. I don't remember exactly where the split in web yield strengths was at but I think that all webs less...
No, you shouldn't use those factors if you don't have cladding. The Spec also has a list of criteria that the cladding has to meet in order to be able to use the factors. If you don't have cladding for your situation I assume you will have some type of bridging between the purlins?
The AISI Specs have procedures on how to design a zee or cee for uplift loads when there are through-fastened cladding panels attached to the outside (tension) flange. For example, for an 8" deep simple span zee there is a reduction factor of 0.65. More than likely the purlin manufacturer used...
When splicing a pipe column I've seen (actually I haven't seen this but I have heard of it) weld shops cut off a short piece of the pipe (maybe 4" long) and they cut a slit in it (in the 4" direction). Then they fold the piece together until it will fit inside the end of the pipe column...
SteelPE - You are preaching to the choir. I don't do very many metal bldg. foundation designs but almost without exception the owner will question the footing sizes when the contractor tells him that they are too big. I've gotten to where I tell the owner that if he had decided to have the...
In an earlier thread (http://www.eng-tips.com/viewthread.cfm?qid=423280) I described a situation where the contractor did not construct a foundation for a metal building in accordance with the drawings that I had provided to him and the owner. The contractor left out a key element that impacts...
Update: I met with the owner on Monday and gave him "the talk". I explained to him the importance of the tie-rods, why they are needed and discussed some repair options etc. etc. (I wrote a thorough recap for my files.) He seemed very receptive to my concerns, although he did ask a couple of...
Wow! Thanks for all of the responses. I'm away from my notes but here's some info:
The is a gable building, 120' wide, clear span with either 10' or 12' eave heights. The reactions from the MB manufacturer show that under Dead + Collateral + Live Load the kickout is around 40 kips.
By "do...
I'm looking for some ideas on how to "repair" a new foundation for a metal building. The building is wide with a low eave height so the kickout forces exceed what can be resisted by hairpins so I designed tie-rods that run from footing to footing. The footings are spread footings with about a...
Maybe the attached will provide some info that you can use.http://files.engineering.com/getfile.aspx?folder=bb25ee8a-5cc5-4405-9137-de72d9be9b21&file=Bracing_Anchorage_Sinno_Report.pdf
Check out the Ultra-Z fastener from Atlas. Their product data sheet shows that it is available in various drill points with lengths up to 8".
http://www.atlasfasteners.com/images/Ultra-Z-TechData.pdf
Take a look at Chapter F (Tests for Special Cases) in AISI S100, or NASPEC. It gives guidance on how many tests to run based on the variation in your results and also how to calculate a safety factor. However, since you will be testing lugs then I don't think I would depend on the AISI...
I'm looking at Section 5.3(a) in the SJI Standard Specifications and trying to wrap my head around the bearing requirements of steel joists on masonry walls. It says (in my words) that the joist shall extend not less than 4" over the masonry support and that the steel bearing plate can extend...
