Inverting a Simpson CCQ column cap best practice?
Wunderbar
| Posted in Expert Exchange Q&A on
Ive got a glulam 6×12 header with a 6x post above it that holds the roof glulam ridge beam. Would inverting a CCQ column cap be the best connection for that post or just do strapping on both sides. The column cap seems better but more annoying for sheathing and drywall.
thanks!
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Simpson shows that as one way to use that type of connector, if you scroll through the installation images here: https://www.strongtie.com/sdsscrewcolumncaps_columncaps/ccq_cap/p/ccq.
Whether it's the best connector for the situation depends in part on the load on the 6x6 above the header--is it enough to compress the wood fibers in the header? If so, the CCQ connector will spread the load out while also preventing rotation. But straps alone may be enough.
I would use one of the standard half base post caps. Anchor it to the gluelam first and set your post into it. Same thing on the top but get a cap wide enough for the roof beam.
You can also toe nail the post both top and bottom if you are not in a high wind or seismic area. This is pretty much standard around me.
If your engineer specs CCQ on your drawing than do as per drawing.
What is a, "half base post cap?" I imagine you mean an AC style (or LCE for end conditions) but I'm not sure: https://www.strongtie.com/postcaps_capsandbases/category
I was thinking of these:
https://www.strongtie.com/postbases_capsandbases/bc_base/p/bc
Ok thanks, the engineer didn't spec anything on these connections. I'm in Oregon which is seismic and lots of retrofits happening out here. Mostly thinking of doing the CCQ as im framing solo and takes me a bit longer to complete framing/ sheathing. Don't want to be caught off guard with wind gusts and a 30' glulam ridge beam above my head
Got it. Those provide more uplift resistance (or at least more easily calculated uplift resistance) than toenails, but not as much as straps. They are not meant to limit rotation and they don't increase the bearing capacity. But if Wunderbar's engineer didn't specify anything, the bearing capacity probably isn't an issue, and with structural sheathing, uplift and rotation probably aren't issues either.