You could add cover plates. That would be fairly simple if those plates could fit between your existing bolts. If not, you might have to remove the bolts prior to adding the cover plates and appropriately weld the existing plates to the beam flanges.
Welding the low cover plate to the column...
Are we talking about steel plate bolted to the slab? I'm surprised that would be architecturally palatable, especially on the back span into the interior.
I question whether or not this is a good solution for a short cantilever considering:
1) The bolted connections will exhibit some slip...
If all load paths to the foundation wall must pass through the connection between the ledger and the rim, then I like hangers. Ideally face mount hangers that can get the job done over the height of the 2x4 ledger if possible. Do whatever you must to connect the ledger and rim appropriately...
Maybe a 614 accepting that you'll be nominally outside of Simpson's intended use case
If you have uplift, that complicates matters.
Could also put a thin, steel load distribution plate in a 614. But, then, you are back to something that the contractor doesn't have immediately at hand.
Ha! Because "special" might suggest being on the spectrum in some fashion (I may well be).
This may be before your time but I once got into a fair bit of a dust up here for referring to myself as a "spaz". It seems that, in some parts of the world that are not north America, being spastic is...
If we're going to do the punitive thing, it would be nice if we could just be more honest about it and accept bribes.
Dear Mr. Contractor. You've taken some liberties. I'm okay with it in this instance but I'm afraid that I must disincentivize such behavior in the future. So you'll need to...
I'm a little tight on time this morning but I'll give you a quick run down on what I know and try to return later:
1) Get rid of those braces on the interior of the walkway. Surely you can get that done on the outside of the building and clean it up.
2) When I've dealt with this before, the...
Kot?? Damn it. It is supposed to be as shown below. My quick and dirty, lame attempt at a phone readable avatar the day that the forum upgrade launched. 'Twas the same day that I watched the gloriously gratuitous Motley Crue documentary on Netflix (The Dirt).
V1.0 was [Koot]. But you can't...
The most common one that I know of is so close to OP's case as to, probably, be uninteresting. Light frame unit/corridor setups. Here, full depth blocking is usually considered impractical. So you're relying on lateral restraint of the bottom chord coming from the corridor wall top plates...
The concept can work but it will be crucially important that you detail your rebar to drag that concentrated load up to the top of the new, deeper beam.
Right? In retrospect, this could have been a great solution to your problem:
1) Remove the original hangers.
2) Cut access holes into the sheathing above the joist ends.
3) Install inverted joist hangers with those two stupid toe nails to get your 350 from the inverted 600 uplift capacity...
So you view this as pattern behavior and most definitely not an honest mistake? That matters.
It seems to me that all of this is a result of the contractor not installing that innermost layer of packing. And, even without the do over, I feel that surely cost the contractor more in...
It would be useful to see what this looks like on plan.
Where track runs perpendicular to joists, usually you are hung so close to the joist ends that deflection isn't a problem.
Where track runs parallel to joists, a good strategy can be to install bridging to force three joists to share the...
I don't think that my perspective is off. You sound jaded and vindictive. You bet we would have made different choices.
At the places where I've worked, adopting an all or nothing "no errors shall be tolerated" mentality would have gotten me fired. Failure to collaborate.
As a basis for comparison, last week I was working with Mitek on some joist hanger uplift values per the detail below.
With two of those toe nails, the hangers are rated for over 600 LBS uplift! And that's with the toenails trying to pull the flange a part in cross grain tension and the...
I do not know that. I find that most of my contractor friends are good people trying to do good work and that a little understanding tends to go a very long way.
I certainly do not consider it my role to punish other adult project team members in an effort to "train" them.
Because relationships matter. On a project of any significance, the best outcomes are always achieved when the important relationships remain sound. So we pick our battles. It's a critical aspect of structural engineering project management.
Owners of any sophistication will do the same...
