If this situation is a moving, concentrated load on a one way slab, then I've got the perfect paper for you. Basically a permutation of punching shear.
How do I know this? Lots of ways. I could probably share at least half a dozen personal anecdotes where I've essentially been kicked in the face with this fact of our work. In retrospect, I'm ashamed that it took me SOOO LONG to get the message.
The simplest demonstration of all, I feel, is...
I disagree. Rather, I feel that my perspective on risk management in structural engineering is both clear eyed and uncommonly frank.
And my perspective is this:
1) Yes, according to board regulations and college ethics classes, engineers should NOT use risk as a leveraging tactic to please...
I, too, am a lover of trusses. So sexy...
I feel that it is best to try to understand something like this from the perspective of the fundamentals. This will be just one of several valid ways to tell the same story.
1) When a member loaded to produce strong axis moment rolls over onto its...
Nope. I agree with your manager that this is unnecessary so long as:
1) The tops of the girders are restrained laterally by a floor plate and;
2) The bottoms of the girders are restrained laterally by a floor plate.
Normally, I would expect the slabs to be themselves laterally restrained by...
I've done this before for some large, turret looking things. That said, I'd be seeking the following:
1) Convert the curved wall into straight segments that are, hopefully, long enough to be viable shear walls in their own right.
2) Think carefully about the hold down details at whatever...
Interesting question. I would say that shear ought to be based on L2. Fundamentally, you want to be capturing the real -- or perhaps conservative -- behavior of the thing and, for shear, the center to center span is unlikely to be the best representation of that.
The ACI stuff is based on...
My approach would be:
1) Execute a flexure design that keeps the compression block above the void.
2) Execute a shear design that uses only the concrete to the sides of the void.
I don't know of any resources that specifically deal with a mildly reinforced concrete beam with a longitudinal...
Getting downvoted on ET would be way more fun if I could earn badges for it on Strava. "In the last 90 days, you've earned the most anonymous disrespect of any structural engineer between the ages of 40 & 55! Keep up the lousy work!"
Sweet, it's high time that I had my own troll. I shall name it Trollop, feed it bougie vegan pet food, and crochet it a little sweater.
I don't mind the trolling so long as it stays with me really. I'm far too enamored with the sound of own voice for it to slow me down any. But it would...
In general, and particularly at a high demand location like this, it's prudent to think of this as what it primarily is: an offset lap splice between the trimmer bars and the discontinued rebar in front of and behind the opening. Envisaged this way, I suspect that you'll be able to answer most...
Tough one. With the roof already in place, it will be tough to argue that there is not significant DL travelling through that undesirable load path no matter what you do.
Conceptually, you might:
1) Get rid of the plywood.
2) Install some 2X outlooker things that get moment connected to the...
Speaking only to what is rational in my mind, I would think that you could:
1) Design the RBS as one normally would.
2) Design the end plate connection using over strength / capacity design principles to force yielding into the RBS.
As you know, however, just doing what feels rational does...
Agreed. Unless you can scare up something that specifically says otherwise, I'd go with 4d.
It might also be worth checking out how software is treating this. I don't love using that as "definitive" but, at the same time, those folks have a significant interest in getting it right. Just...
I took a quick look and couldn't find anything definitive fast enough. The language applied to openings kind of suggests that openings and free edges are treated the same. So 4d perhaps.
Yes, that should definitely work for LTB. In spades.
I'm sure that it is adequate. Obviously, the concrete needs to not fall apart under any of the other loads imposed upon it but that shouldn't be a big deal.
Make sure that the concrete restrains the beam on both sides. An "edge"...
I am a sole proprietor.
I would be flattered to be called a businessman.
My brother is a former accountant and a businessman in the truest sense of the word. And he has a take on this that I find convincing.
He says that I do not really have a "business" even though I am legally...
