Mostly because it is no longer load bearing.
To explain why will take much effort on both our parts. I am simply wondering if anyone has any experience cutting concrete flush to an existing object along a vertical plane.
I have an existing footing with concrete stem wall sitting on top of it, centered. I need to cut the footing flush with one face of the stem wall for a length of about 5 ft in a few locations for a project. Do you know of any easy methods of doing this besides placing several vertical kerfs...
connectegr,
You are right with me. I suggested several things like this, your suggestion being the first.
This is going on a piece of equipment in a very large factory. The original one was similar to this I'm told, so they want to recreate it and management will have it no other way. I...
Strange situation here. I have a contractor that is supplying some structural items for an industrial application. They ran this scenario by me.
Don't bother with the whys. I got caught up in the whys for about an hour and I'm not sure why it HAS to be this way yet either.
A 18' long...
A2mfk,
I agree with most you just posted; however, this guy is an actual living, breathing, licensed P.E. I looked him up on the state board's list to be sure. So, he really is a truss engineer as he meets the same requirements I do to be licensed. I can say though, that the man did not know...
I don't have all the experience as some of these other folks, but I agree with those who say they wouldn't do a 3-sided shearwall blding with this footprint. As others have stated, the eccentricity is just too large. Brace this side.
Lion, thanks for the solidarity. I appreciate it.
Yes, I was ticked yesterday. First time I've ever had another engineer questioning my work. I'm sure it happens to everyone from time to time, but I'm a younger guy and this was a first for me. We all know that opinions vary greatly, even...
Lion - all foundation work was completed today. Framing should begin next week.
I can't tell you how much it bothered me today. I think the truss engineer is just that. A truss engineer. Not saying that all are one trick ponies, so please no one take offense at that. I don't think he...
Yes, I checked the chords, of course. Had to make a nice splice detail that when they turn to that page of the plans they'll probably want another $500 or so. It'll go something like this:
"We're just going to do a 6' splice on the top plate, OK? What do you mean, No? You're crazy as hell!"...
Man! Being able to look at a set of plans is worth so much! Sorry, but I just don't want to post them here. :)
This part of the building is a box. 140' (note typo earlier with 180) x 60'. Shear walls located under the diaphragm ends. Can't get much simpler than this situation. I am...
Sorry, the tributary width thing is a vertical height. As in, total height that catches wind and distributes to the diaphragm. Yes, very much a commercial job here.
I checked my calcs and it's actually over 500 plf shear flow. I said 400 earlier as just a "gut feeling" thing. About 32,000...
The diaphragm spans 180 feet and has a tributary width of 24'. The shear walls connected to it are 60' long. I am just shaking my head how someone could think it shouldn't be blocked.
I have a job where the shear flow in a wood roof diaphragm is a little over 400 plf. Blocking is required. The framing sub doesn't want to supply the blocking for whatever reasons and they have the truss supplier (also a PE) saying that the blocking is not necessary. I've never been in this...
