jayrod said:
A discussion about lags has been had previously, I'm still not a fan.
For OP referrence, I believe that
this is that discussion.
@Jayrod: do you feel any better about this one given that it's not a permanent load application?
Chengineer4 said:
will i have enough depth to develop the anchor?
What make me nervous here is that you've really got two connections here that will tend to induce perpendicular to grain stress in the glulam between the hold down and the post: 1) the hold down to glulam connection and 2) the glulam to post connection. As others have pointed out, however, the load is pretty small. If the two connections work by the numbers then it works.
If the connection didn't work by the numbers, one option might be to do something like this:
1) Move your boundary stud pack and hold down 1' inboard of the steel post.
2) Thru-bolt your hold down all the way through to the bottom of the glulam.
3) Thru-bolt your post cap plate all the way through to the top of the glulam.
In this way, you've sort of got a "lap" between connections to borrow from concrete terminology.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
