LVL Corner Column Uplift Connector 1

[jonev10]

I have a back porch in a high wind area with a large uplift pressure. heres my members (from bottom to top)

-6x6 post
-(2) 1 3/4" x 11 7/8" LVLs meeting at a corner that sits on the post
-hip truss that sits on the LVLs on my post

I was hoping that I'd be able to use a Simpson connector, but the only one i can find has a max uplift capacity of 3795# (ECCLQ46SDS)

I need at least 4k of uplift. I was trying to come up with a way to add additional uplift capacity from some type of hurricane tie (connecting the hip to the column, but because the orientation of hip truss I'm not certain there's a tie that I can use that won't interfere with the ECCLQ46SDS.

I know I can design my own connection, but I figured I'd shoot here first and see if anyone had something. Ive come across this situation 2 times in the past month (but theyre just different enough that I cant just do the exact same thing again)

notching the post is not an option unfortunately

 

[driftLimiter]

You could use a hold down or a strap. But most likely they wont want to see any of that. You could use a knife plate with countersunk bolts.

Hard to know what might work without a sketch and some info on the look of the thing.

How much of the uplift is coming from the hip, and how much from the eave beams? Perhaps if you area able to break those loads apart you can have two connectors that gets the job done?

Some products that come to mine are Simpson LGT, Simpson CBTZ, Simpson HGA, HPT, H10, HGT.. etc.

 

[RPGs]

Please provide a sketch for best advice, thank you.

 

[jonev10]

Heres the orientation of my members

 

[RPGs]

Jonev, this is irrelevant to your question, but what program are you using for this visualization?

 

[jonev10]

Revit

 

[gte447f]

jonev10, the uplift reaction seems large? What is the tributary area to the post and the wind uplift pressure?

Also, I think the Simpson ECCLQ has unsymmetric capacities for the main beam and the side beam. Does this lack of capacity symmetry match your design condition?

Also, obviously you will need a separate connection for the hip truss, either to the roof beams or directly to the post.

 

[RWW0002]

If the Simpson post cap you are wanting to use is @ 95% of your load I would be taking a close look at load assumptions and see if you can justify the 3800# capacity instead of 4k. As gte447f mentions, I would take a close look at wind tributary area and other wind assumptions along with assumptions regarding resisting dead load and see if there is some pencil sharpening that can be done.

 

[JStructsteel]

Seems you are about 5% off. I would use it, call it good.

 

[driftLimiter]

The weight of the ECCQ cap will get you your 5% lol

 

[jonev10]

RWW0002 you were 100% right that I needed to take a closer look at my loads. I was "double dipping" putting load that was actually taken by my beams also on my hip.