Sounds like it's a contractor problem to fix at that stage no? Pressure grouting is a reasonable solution in my mind. One hole at the bottom of each void, one at the top, pressure grout in the bottom until it comes out the top. Rinse and repeat as necessary at each void.
Is this going to be...
I've also done it where we shore up the existing roof beams, cut the column above the damaged areas and installed a full moment splice to a replacement bottom half of the column.
The first time I proposed it, the contractor told me it would be too difficult to get right, so we came up with...
Make them pay for a GPR or similar test to prove that the wall is fully grouted with no voids. Otherwise they're welcome to remove and re-install properly according to the specs.
Your client is pretty knowledgeable if they know what that means. Are they aware that it will result in increased sizing?
I don't necessarily count on the standing seam for diaphragm action, but for compression flange bracing I feel it's more than adequate. Especially for light-gauge purlins. I...
You're going to need to provide far more information about what your structure is, how the load is applied for testing, and whether this needs to be a single use type item or if this will be used over and over. Perhaps more than that even, that's just off the top of my head.
If this must be wood, you need more columns/supports. I understand the desire for minimizing them etc. But the final layout can't defy gravity. Work with your architect/desirgner and find somewhere to put a column near that inside (thick red line) corner and then cantilever some framing out to...
As far as I'm aware, Perry Adebar is still a professor at UBC, perhaps you can reach out through the University website and see if he has an updated link.
Are you trying to replace the lost material? Or just fill holes and structurally it's ok with the holes in it? That may significantly change some people's answers.
A bit more background on why always helps tailor the answers.
This isn't a great philosophy to adopt. Just because something bad hasn't happened in many cases, doesn't mean it won't. Like I said, I've personally seen one. Prior to that, I had similar feelings to you, I no longer have those opinions. Anchor it down some way.
I've seen one almost blow off the top of a 10 storey building. A much heavier, and larger unit. The only thing that kept it on the roof was the electrical wiring. It had tipped over and was resting half on the roof, half out over the edge. Trust the numbers.
I would probably run some hand calculations to confirm the diaphragm deflections, but I don't see an issue necessarily. What are your bay widths? 25'? so you'd have you braced core measuring 100'x150' and cantilevering 25' on each side? Proportions seem within range.
