Lateral "F1" Loads for Simpson Face-Mount Hangers?

[BSVBD]

Please see attached...

[URL unfurl="true"]https://res.cloudinary.com/engineering-com/image/upload/v1487185632/tips/Lateral_F1_Inquiry_hx6bzx.pdf[/url]

Is there ANY way to obtain ANY lateral "F1" load from Simpson face-mount hangers?

I've discussed this with Simpson in the past and they simply say that they have not tested these components for a lateral application. I understand this, but, it does not help my situation.

Is there an ESR report that might provide this?

Is there another option?

Do I HAVE to provide an "additional" hurricane tie?

Another thought is to use (2) 10d toe-nails, (1) each side of joist or LVL in addition to the face-mount hanger.

I only need to resist 122 LBS at each joist.

Any suggestions?

 

[jayrod12]

Does the toe-nail type holes on their hangers not provide you the capacity you require?

 

[BSVBD]

jayrod... after going through all the necessary adjustment factors, I can barely obtain the 122 that I need.

Does it make sense that, when considering using toe-nails for lateral resistance through a Simpson hanger, I can only use 1/2 the toe-nails - those on the preceding side of the hanger - since the other side, laterally, would be in withdrawal? I suppose I COULD apply the toe-nail withdrawal factor also, if necessary.

Therefore, the Simpson hanger allowable gravity of 1965 LBS x 0.64 (adjusment factor for replacing 16d x 3.5 with 10d x 1.5) = 1257 LBS minus actual gravity of 890 LBS = 367 LBS times 1/2 the toe-nails = 183 LBS x 0.83 (toe-nail factor) = 151 LBS > 122 LBS. I barely made it! Did I miss anything or did I over-analyze?

 

[jayrod12]

Would you see full lateral with full gravity? That would be a little bit of additional capacity in the back pocket.

I would be inclined to say you're putting in more effort than most.

 

[dhengr]

BSVBD:
Read your other thread, same TJI roof detail. I lost the face mounted hardware, and expect the hardware saving in the form of a check. Use screws to attach the TJI to the doubled 2x6/2x4 studs. They should be good for 122lbs. in tension and the opposite direction is wood on wood compression perpendicular to the grain.