I mean, you’re the engineer here I presume. It’s your judgement how to support the loads regardless of what the architect is cool with.
With that said, I’ve done what I think you’re describing many times, at least for existing structures where adding a column in an existing wall would have...
I would agree that it seems unlikely they would hit dead center.
Refer to the NDS code for edge distance requirements, specifically Section 12.5 and Tables 12.5.1.C and 12.5.1E.
If you're asking what the tension force should be from the deck/balcony pulling away from the building, I would...
The link doesn't work. Try this instead: https://www.structuremag.org/article/tackling-the-3-sided-box-diaphragm-one-engineers-perspective
From the link you can download the article (or really the entire magazine) with the download button at the bottom right of the slide show window.
And...
I was going to design one of these on a recent project, but wasn't able to get the aspect ratio to work. Anyway. . .
Resources:
General requirements are in NDS-SDPWS.
Some decent discussions can be found here (eng-tips).
The book: "The Analysis of Irregular Shaped Structures" by Malone. See...
To be honest, I've never been overly concerned with differential settlement between existing foundations and new additions, provided the contractor doesn't over-excavate for the new footing. (Perhaps I've been overlooking something important though.) I also have not dealt with wood foundation...
It's been awhile since I've done light gage design, but I'm with XR250 that this seems doable, perhaps with a heavier gage stud. If that fails, then provide thicker walls (8" stud depth).
If you're the structural engineer for this project what does your analysis of the wall studs tell you?
If I understand correctly that your only vertical supports are the green squares, good luck! This architect is a menace. How do you plan to have any lateral resistance?
Not sure there's any hope for the bottom left corner without this being a diving board.
You don't provide enough meaningful information to warrant any useful responses here. Even though we finally understand that the studs are not clear spanning 36 ft but are instead continuous over that height with a support at midspan, we still don't know much else, like:
What are the wind...
It's easy for a client to say they want a big open space without any posts or other interior support. You can go through the entire design process with them unwilling to make any compromises. But then they see the cost, and everything very quickly changes.
I would quickly determine an...
My vote would be to not delete this thread (not that I have a vote here). I find it beneficial to see the differing opinions. It's the best chance to actually learn something new.
(No disrespect to OP though if it does get canned. It's their call.)
There are plenty of connection options to get this to work using steel. I've often used a steel saddle type connector where the top chord is bearing directly on the steel and steel side plates and thru bolts provide the connection to the bottom chord. A pair of side plates even without a...
I have not on any past projects. For you, though, this of course depends on the specifics of your project. I would want a drag truss (which I assume means a triangulated truss as opposed to what's commonly termed a gable end truss with only flat vertical studs as web members) if there was not...
A few things that have worked for me, especially when dealing with non-repeat clients:
I always try to make it very clear what the cost will be up-front for engineering services. I generally avoid hourly work for this reason. If I do hourly work, I give frequent updates, letting the client...
I usually design roof framing with obvious load paths, as opposed to what's shown here. So, if it was me, I would not reuse this plan. I can somewhat understand the opposing argument, though, that the roof was built like this and "works," but I'm not sure I could justify it from an engineering...
I understand the concern but have not run into this problem myself. If the top of wood joist happens to be flush with the top of steel or slightly above it, this interference will usually not occur with a typical face mount hanger which is often 2 or 3 inches shallower in height than the joist...
I like keeping things consistent, so would generally prefer option #2. Typically I don't give much consideration to having sheathing panels align perfectly.
Another thing to consider, IMO, is:
5. Set the girder truss back far enough from the end wall so that relative deflection between the...
Luckily I haven't had this happen, but I would relay this information to my insurance provider to get their advice (they have a legal department for this purpose). I'd want to be sure that I'm taking the proper actions to minimize my own liability.
Ultimately I'd want to end the contract with...
I also don't fully understand your load path (as noted by lexpatrie), but in terms of dragging a lateral force from the header into the wall (or vice versa), the detail you show is typically my approach.
