The number one rule of running a business: know your users. Engineers in general are resistant to change, so I am not surprised to see the backlash. If there were broken features in the old forum configuration, why not just fix those and keep the same interface? Or allow users an option to...
Sure would be nice if we did that over here.
I often find myself criticizing things in existing drawings just to realize the same things apply to mine.
Wow, thanks everyone for the great reads. Always interesting to see what kind of language was used to try and describe a complex concept in the clearest way possible (and sometimes failing to, or overcomplicating it). Will definitely keep these as references for future projects.
Also, I need...
I deal with a lot of historic structures and part of trying to reproduce the design without existing drawings is figuring out whether live load reduction was used.
A quick search didn't yield any meaningful results, and the ASCE 7 commentary mentions influence area being introduced in 1982...
Right, but I would argue the unistrut is to be used as minimally as possible, only to provide the connections for the equipment. The rest of the structure should be steel.
Those are great and informative threads that you linked, CDLD.
We ended up staggering the plug welds to get closer to both flanges.
Thanks again everyone for the help. Took a brief hiatus these past 2 weeks.
Yes. To be clear, we have our own calc. The PDF I just skimmed to make sure we weren't missing any checks.
I have a feeling they'll go forward with the channel... when I asked, PM said they discussed it with the contractor already.
They can laugh when they open it up 50 years from now.
RattlinBog-
1st one
dik-
I will definitely bring that up. I don't use SMath, but I've heard it's wonderful. I tried to use Mathcad Prime for another job and got fed up with it and reverted to Excel. I still have a perpetual license of MC15 on my personal laptop, but I don't think I can port it...
dik-
Using bar stock seems like a nice approach, never considered this before. The main reason we were looking at a channel is because we don't have room under the beam to stick a WT, which is what we usually do.
Rattlin-
Primarily bending strength from new load added above. The...
Hi all,
I'm working on a job where I'm reinforcing an existing WF shape with a channel on 1 side, centered on the centroid, with plug welds at 16" o.c. also centered on the centroid. The channel does not extend to the supports on either side, but rather stops short. The PM on this job is...
Yeah, that's what I was thinking. If these frames/levels are modeled individually it would make sense to do a 1-for-1 transfer of all the forces from level to level, not just shear. There will be no way the program will be able to "figure it out" between different models. When doing design of...
My understanding is that the program creates transient loads applied to each member based on the diaphragm loading at each level, so you wouldn't compound them as you go down. It should be easy to verify by hand whether the reactions in Risa match what you expect when you add up the diaphragm...
Cambering could actually leave you worse off in this case. Often with cantilevers, instead of natural camber, the steel fabricator wants to just cut the steel beam at an angle or shim it at the moment connection side instead. You might end up with the other edge being level, but the middle...
