I have not seen this type of attachment before. The metal strap is secured to the inside corner of the two beams and the post. To me, it looks insufficient to secure the beams to the post. Should it have a post cap attachment instead?
In my report, I am recommending a structural engineer
That’s a heck of a lot more strap than I see around here.
I agree with you on the strap being insufficient, hard to tell for sure, but IMO another concern may be inadequate end bearing of those beams on the posts.
Thanks for pointing that out
I agree with Kevin and the bolt spacing on the ledger seems inadequate.
And, maybe the beam bolt spacing but not for sure on that.
Edit to add:
Thanks Larry, I refer to that deck guide often. The legder bolt spacing was okay, one bolt in each bay alternating high and low. The bolt spacing on the beam was far apart and there were no additional nails attaching the outer boards to the center one.
In my opinion, that strap is plenty adequate. But I can’t really tell how it ties both beams down. Or are the beams connected together sufficiently at the corners that the strap only needs to be tied to one beam?
With that said, there could be some bearing issues as it looks like some areas of the beams are not entirely supported on the posts.
So, 11’ long span or less?
Thanks again for pointing something out! I was looking at the spacing for lag bolts, not screws.
I agree with Ryan, that strap is quite large and one beam appears to be a triple. I’d be happy with it, as viewed from my computer.
The two beams side mounted to the post are an issue from a code prescription standpoint, although IMO somewhat minor. The original builder used 1/2 inch carriage bolts, which probably will support the load. Your structural engineer can calculate the sheer strength of the bolts, as built. That deck isn’t going to fail at the beam connection using those 1/2 inch carriage bolts.
A solution that does not require an engineer: The side mounted beam can be solved with an engineered product from Simpson Strong Tie
Thanks @jjonas . I do already have those in my report. The whole railing was very loose.
The only thing I would add here, is that it may still require an engineer to determine if the bracket/fasteners can handle the applied load. I actually use a picture of this bracket in my report as a possible solution to the issue, but I have added some verbiage…
Absolutely true. Or look at the specifications from the bracket, provided by the manufacturer. The manufacturer went through a special code approval process that included an engineer. Specifications will include load limits for the bracket. The lumber supplier will have that information on file, or you probably can find it on-line from the manufacturer.
40 psf live load, 5 or 10 psf dead load; a good building contractor can figure that one out.
For the Simpson brackets, see
DJT14Z allowable loads
Yep. The text I added was meant to be a form of CYA for myself. I figured if I was going to mention a possible solution (to a very common issue in my area), I’d better build in a little protection, lol.
