rb1957, I think the terminology "torsionally pinned" that people sometimes use means that warping is not restrained at the ends (since the flanges are not restrained). I guess since this is somewhat similar to the fact the flanges are not restrained in a normal pinned connection [ergo no moment...
Simple clip angles can resist torsion. (But you have to be darn careful about that bending situation in the web.) If they couldn’t: a seated beam connection wouldn’t work. It’s the same principal, but the forces are applied somewhat differently. [I.e. sort of half of one of the angles being...
This thread isn’t [at least not initially] posing a question……just sharing some results of a study I did…….any comments welcome.
Lately I have had a number of beams with torsional loads with simple shear connections [i.e. a pair of bolted angles] at the ends. Most of the time I avoid this type...
Structurally it must serve some purpose because you never see someone call a portion of grating a cantilever just because someone puts a 10" hole in the grating at the mid-point between support points for the grating. I've just never gotten how to evaluate that structurally. It would seem that...
It may be a bit embarrassing for a engineer to admit it at this point in his career......but I was looking at a grating shop drawing today and thinking to myself: "what does the banding/toe plate really do as far as load transfer goes? Does it run load from the weak axis of the grating to the...
That was the whole point of doing the "sanity check" I mentioned. [I.e. the likely Dead load + the full wind load.] If the Alternative combos were giving me something outrageous I wouldn't use them.....but it doesn't seem so in this case.
And that sort of prompted my question as to the...
What if they don't yield [nor does the plate deform] and nothing above them is damaged but the concrete the shims bear on is cracked/damaged?
BTW, thanks for the replies so far.
At the office the other day we got into an interesting discussion after a contractor told us he does not remove shims [used for leveling] underneath column base plates.
That situation sort of concerns me because even if you did pack grout underneath.......in my mind that is still partial...
I have a situation where I have a column base that (among other loads) has a tension and shear case. To transfer the shear to the top of my pedestal I was using bending in the anchor bolts (i.e. assuming the grout has cracked and no friction [due to tension]). The thing about it is: my anchor...
Ok so this is something most shape functions conform to. What is the significance of it in higher order FEA techniques? Is the measure of this significant to the accuracy of results?
I'm not sure I am following you here. Are you saying [some] software will use an interpolated displacement [between the nodes] to get a more accurate stress at the gauss points?
I've got a around-the-house project where I've bolted [don't know what type of bolts, just hardware store type stuff] A36 structural steel plate to another plate made of aluminum [don't know what type/alloy].
On a day to day basis, it's in a fairly dry environment and should never come in...
You know, that's something I was thinking about today: software calculates stresses (typically) at the Gauss points of the element....but a variable in that is the displacements (which are calculated at the nodes [not the Gauss points]. So there is sort of a discontinuity there (if I am thinking...
Interesting. It seemed like the accelerations the R/C frame was subjected too was stronger. Also it seemed like they had the top of the R/C frame strike a support.
I currently use: MS, PE behind the name. Now I was thinking with adding on the SE. One guy I know who is also registered in an SE state (but lives in a non-SE state) uses PE & MLSE behind his name. (Because he has been told the SE title isn't proper.......and I've heard that myself so I thought...
Recently I became an SE [in Illinois; my base state (original state of licensure) does not license by discipline] and one thing I have always been confused about is if it is proper to have "SE" behind your name on business cards, e-mails, etc.. I've heard one school of thought that says it is...
