Crabby, most building manufacturers use MBS, Metal Building Software, which follows the AISC Design Guide 1 (first or second edition, depending on set parameters).
Hi Tom,
You're correct on a lot of the USA using fully-tapered columns & rafters for industrial buildings, mostly being PEMBs. They're done with a proprietary software that analyzes the tapered members at intervals as small as 12", so it's a lot easier to do the design. You can also follow AISC...
Chapter 3 (Serviceability) of the MBMA - Metal Building Systems Manual might provide some additional insight on the standard deflections that PEMB manufacturers use, and you should be able to find the 2012 or 2018 version online somewhere. GC_Hopi's deflection limits are similar to what my...
In 3 years, you're going to be 3 years older anyways. Might as well have a PE and an MS while you're at it. You've got nothing to lose except potential.
The Metal Buildings Systems Manual has some information on this. You should be able to find the 2012 or 2018 editions with a quick internet search. Reference Appendix A6 - Hanging Loads on Purlins for a couple of possible details and tips on what to do or not to do. Attached is one of the...
It's the standard return leg length of a J-bolt for people using MBS software in the PEMB industry. You can likely ask the engineer if that value is truly required because MBS only outputs foundation loads. I've got that spec and the projection length turned off because of receiving that...
I've also designed base plates with a 50% maximum shear capacity on the anchor bolts, knowing that only 2 out of 4 anchor bolts can effectively engage the base plate when oversized holes are used without a plate washer.
If you want to piddle around with Solidworks and try it out for cheap, you can join the EAA (Sport Aviation). They're $40/year, and you get the educational license to Solidworks with your subscription...
If you aren't caring a formal specification sheet, some of the standard quote request documents will ask for the following:
1. Width x Length x Eave Height (X:12 Single/Double Slope)
2. Rigid Frame vs. Post & Beam Endwalls (Hot-rolled vs. CFS)
3. Base Elevations of any columns / stem walls.
4...
I have the black book, 3rd edition. On the cover page it states "The purpose of the third edition is to update the second edition to be consistent with the most current AISC publications. In particular, this edition references the following: 2005 AISC specification for structural steel...
Easy to sign up for an very difficult to quit is true... that's why I always keep a Visa gift card with the $0.57 remaining balance on hand for whenever companies need a card on file... They do have great information though.
Depending on how many are recovered vs. lost in the pancaked rubble, it could be the second worst non-deliberate structural failure (in the USA), right behind the Hyatt Regency. This is coming from this article...
Agreed - Appears that the purlins experienced an excess of uplift after the overhead doors blew in. Knowing how most PEMBs are designed with cost in mind, I'm assuming that the building was designed as "Enclosed" with a GCpi of +/- 0.18 and should have been "Partially Enclosed" with a GCpi of...
Here is an interesting article from 2018 after the Maersk Venta completed the northern sea route. I remember following it heavily during my civil environmental courses because of the benefits it can bring for shipping route distances...
I've personally always used louvers in my partially enclosed vs enclosed ASCE7 calculations because of the same reasons you stated above. They're always open and allowing wind to flow. I'm surprised that a louver is the tipping point for your enclosure category though. What size of louvers do...
PEinc, NJ passed a law back in 2015 that allows for stamps to be submitted electronically.
https://www.nj.gov/dca/divisions/codes/alerts/pdfs/engr%20elec%20seal.pdf
@Lemmiwinks: Thank you! We've decided to do some in-house testing on the member to see if it fits our needs because there are lots of unknown variables in terms of loading conditions.
@Retired: I am not a member, but we have someone who is within the office. Thank you for the link! I'll add it...
Have you also taken into account any flange strapping/bridging angle on the purlin members? Remember to get your M(subs) from going through the F2, F3, and B3.2.1-2 equations in AISC S100-16 (or equiv). It's not the easiest analysis, but it works. The flange braces you're talking about are used...
