Wood wind girt conenction question 1

[JONNH]

Hi All,
I have a project with a 2-story clear space, and as such have engineered triple LVL wind girts to span around the floor opening. This condition occurs at a corner, and therefore am left with a detail at the corner where each wind girt needs to transmit about 1400lbs of wind load to the perpendicular LVLs. I have run through many options of connecting these elements, but none seem to be great answers. Has anyone had a similar condition and how did you go about connecting these elements. See attached diagram.

Thanks.

 

[KootK]

How about a generously sized, and possibly stiffened, steel angle on the inside corner? You're quite right, it's tough to come up with something that doesn't induce tension perpendicular to grain or localized crushing behind straps etc.

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.

 

[KootK]

Less fun to build and you'd need to use end grain fasteners but doable I think.

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.

 

[DaveAtkins]

Tough detail. I agree with KootK--but I would consider using angles or bent plates on the inside AND outside corner, if possible.

DaveAtkins

 

[jayrod12]

I'd be inclined to flip them on the flat and then overlap them. I would bet in the strong direction if you overlapped a single one (the middle ply) akin to top plates at a corner, the problem would take care of itself.

If you need them on edge for the gravity loads as well, I would look at doing some form of shallower (if possible) for gravity with sills on flat for wind.

I may need to post a sketch but can't at the moment.

 

[JONNH]

Thanks for all the responses.

KootK, I worked through a similar detail with the staggered ends, just seemed like a PITA to build!

jayrod12, we are trying to maintain a 6" wall cavity, so I am currently using (3) 1 3/4"x 9.5" LVLs which are deflection controlled. If I laid them flat, I would need to increase the wall depth.

DaveAtkins, I think I will go down this route. The only downside is that the angles will protrude from the wall cavity, but what if I hold back the outer plys and only make the connection with the inner ply. Since these wind girts are deflection controlled, this connection still works comfortably from a strength perspective, although it does look odd! See attached.

Does anybody see an issue with this? Keep in mind there are no gravity loads involved.

Thanks again.

 

[KootK]

Piggybacking on Jayrod's lapped top plate concept...

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.

 

[jayrod12]

a 3 ply 1 3/4"x9 1/4" lvl in weak axis give you an I of around 12.5 in^4. a single 1 3/4"x 5 1/2" ply on flat gives you an I of around 24 in^4. I fail to see how this wouldn't work for you.

Unless you're counting on the 3 ply as a solid unit, which unless you're checking the nailing to ensure composite action of the 3 plys in the weak direction I wouldn't be counting on. Even if you were counting on composite action, that 3 ply 9 1/4" LVL only has 111.5 in^4, that's essentially a 4 ply 5 1/2" deep lvl sill plate. and then you stagger the overlap.

 

[KootK]

Jayrod's four ply lapped sill has my vote. Slick.

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.

 

[jayrod12]

Once in a blue moon I get it right. Feel free to let my wife know.