Meh.... I don't think this type of attempt to regulate weather should ever be done by a private company. Unless it happens in a nation that is sponsoring and approving it. For the same reason that my neighbor is not allowed to build a patio that cantilevers over my property. For the same...
What about a cruciform column. Start with the same size and orientation as the other columns. But, you weld structural tees to the weak directions so that you can have standard moment connections in both directions. No strange technology for the contractor. Most of the strange work would be...
This is a really good question you've posed. Honestly, there isn't much conceptually wrong with your approach. I just haven't really seen it done. And, like you, I've been taught not to even try moment connections for wood.
The closest I've ever come is sistering a new beam along the length...
Yes, it uses steady state analysis to do the DG-11 calcs. I am not 100% sure (I don't do any sales), but I think the Plus version includes this feature. I can check with someone if you want more clarity.
FWIW, it takes a while to really understand how to model your floor to get good results...
I think you're interpretation is basically correct. It can be a little unintuitive. Sometimes larger beams or shorter spans can produce worse vibrations.
One alternative proposition is that you could use the FEM solution method if you feel your situation is a little different from what the...
Yeah, my first thought was that the Unistrut catalog would be where I would start. This is the type of thing I typically see done with Unistrut. They've got solutions for single pipe hangers, multiple pipes. It's just the easiest way to do it. Probably cheaper, probably lighter.
Another comment on something that some would consider to be "rubber stamping," but where I disagree.
I have a good friend that used to stamp something like 200 drawings a week. He worked on swimming pools. That company had a set of standard plans that they would stamp for just about...
In a nutshell that's what I enjoyed the most about being the VP of Engineering when I was at RISA. I'd go to committee meetings and learn about code changes before they ever occurred. I'd read research papers and journal articles that might help the company handle cases that aren't directly...
I have some similar (but probably much more limited) experiences\
Case #1:
a) A client who manufactures various racks that a hospital wants to use.
b) Being an OSHPD project, they have to have calculations for these racks. They submit these calculations to OSHPD convinced that they will be...
There is a program called TNX Tower that specializes in monopole cell phone towers. I mentions this because the founder of the program (who has since passed away), wrote a great design guide for the base plates for such towers. It might be a little dated today, not sure. But, a few years ago it...
The main issue here is that there are different levels of stiffness for different levels of loading. For seismic, you are expected (even required) to go significantly past the normal elastic behavior in order to get ductile behavior required to resist the expected event without collapsing.
It...
The only issue I have is that I usually see a this foundation a little below the slab and then a "closure pour strip" that connects the wall to the slab. Maybe this is detail used more in seismic country compared to the rest of the world?
Something like the following:
One thing I wonder about here is the difference between the reality of structure compared to the idealized elastic model.
In particular, there is an issue of how construction sequencing affects the behavior of the actual structure. I might choose to do the following:
a) Create a model with a...
I have two totally contradicting opinions on this:
a) That could be a way to keep the lateral forces out of the stairs and keep in them in the main lateral force resisting system. For me, that seems to be a struggle with a lot of commercial buildings. Keeping the stairs connected to the...
I've seen combined footings like that before. I can't remember when, but I know I've seen it.
To be honest, the ones I saw were almost certainly each designed as single spread footings.... And, were just combined together for construction simplicity. That's probably how I would do with this...
