We manufacture large process equipment. We have some that will be going to Europe. As such it has been determined that we should follow EN 1090-2. Part of the structural framing is stainless steel. EN 1090-2 stipulates that stainless should conform to EN 10088-4 or EN 10088-5. I need 25mm thick...
Does anyone know if metric size plate conforming to EN 10025 S235SJR can be purchased from a supplier in the US? It would also need to be CE stamped.
It would be nice if the plate were at least 2.5M wide but we'll take what we can get.
Thanks
Does anyone know if there is an English translation of Comisión Federal de Electricidad – Manual de Diseño de Obras Civiles - Capítulo C.1.4 Diseño por Viento –2020 and Capítulo C.1.3 Diseño por Sismo? If so, where can I purchase it/them?
I'm not sure if those are two chapters within the same...
If you were told to design a process module than could be plunked down pretty much any place in 70% of the livable land mass of the world, what seismic criteria would you use? I'm in the U.S. so I picked some S1 and Ss values along with risk category III and site class E that would allow it to...
In section 8.6 of SP 16.13330.2017, they have some equations for moments in the base plate. I'm using an English translation. They actually call them bearing plates. Anyway, this refers you to Table F.2 to get the alpha values that you plug into the equations. This in turn has three variables...
We requested a quote for tube meeting CSA G40.21 350WT Cat 2. The vendor said they couldn't meet that but they could provide A500 Gr C that would meet the CVN requirements. ASTM 500 has a note that states that products manufactured to this spec. may not be suitable where low-temperature...
I hope you'll excuse a structural engineer sticking his nose in here and asking a homeowner type question but I can't get a straight answer from the people I bought a washer from. I just had a brand new washer delivered and when they started it, it tripped the breaker. It's a 20 amp GFCI...
I've been using STAAD for years. I very often have cases where I'm designing large equipment that has to be analyzed being lifted in the horizontal position, lifted in the vertical position and analyzed in place. This, of course, requires different support conditions for different load cases...
We recently received a copy of Table C.1 "Normalized values of rolling stock impact strength" from the Russian code SP 16.13330.2011. In the table it refers to "Steel characteristic strength". Does anyone know if this is referring to yield strength or ultimate strength or something else? I'm...
I currently use STAAD.Pro. It has some nice features that have some rather strange limitations on them. First one is you are allowed to run multiple support conditions in the same file. This is really handy for designing equipment for lifts in various orientations and in the final operating...
I'm designing a structure with HSS columns, beams and braces in a high seismic area. I would like to use a SCBF to reduce the seismic design load. All the examples I've found use WF columns and beams with HSS braces. This is a tall piece of equipment that doesn't lend itself well to WF's. Has...
I got a Caesar input file and it's ancillary files from someone which included UMAT1.UMD. I put these in a new folder with nothing else. When I opened it I got a warning. I've read through the manual but it wasn't very helpful. Here are my questions:
1) When it says Click "yes" to keep the...
When computing the shear lag factor, U, for an angle, AISC 360 14th ed. shows just one x bar (x with a line over it) in their diagram. I've looked at a few other references and found the same thing. Way back when dinosaurs roamed the earth and I learned about shear lag factors you took the...
I'm curious what other people are finding in the technical support of engineering software. As for me, I think it's going down the crapper. I sent a bug report to a FEA software company reporting problems with their automatic mesh refinement. First I got an email saying that maybe, if I was...
A potential client is asking us to use PN EN 1991-1-4:2008 for wind loads in a job in Poland. I'm in the U.S. but I have used Eurocodes before so I am familiar with them but I do have some questions. First off, the "PN" means it's published in Poland (feel free to correct me if that's not quite...
I've been asked to determine the capacity of some homemade sawhorses we have in the shop. These are made of carbon steel HSS sections. I was wondering if anyone knows what manufacturers of commercial sawhorses do for the following:
1) Safety factor
2) Impact factor (if any)
3) How load applied...
We just spent over a grand to get company wide access to the Alberta Building Code on IHS. I'm following it along figuring out the wind load when I come to pressure coefficients, it says to see the User's Guide - NBC 2010, Structural Commentaries. Are you kidding me? A thousand bucks wasn't...
Does anyone have any first hand experience with welding the straps that hold a D-ring to an object as shown here?
To get their full capacity I would think you need full-pen welds. That would require a root gap and a backing bar. My impression is people just throw these things down on a flat...
Our client just revised his spec concerning wind to say the following:
Structures shall be designed per ASCE/SEI 7-10 based on the basic wind speeds (3-second gust) shown in the table below, with no importance factor and no load factor:
The table then has a wind speed for our structure that's...
