Freestanding Carport with Storage Shed

[tallguysays]

Hello,

This is my first post.

I am working on a 12'x30' mono-sloped, free-standing carport design. I'm trying to design the carport so that an 8'x10' storage shed (in the back corner) can accept all of the lateral load. Is this possible with the shed being in the corner? How do I analyze the shear? I am trying not to embed the posts.

the carport is 9' tall on the low side and 12' tall on the high side. and is open on all sides except the shed of course

 

[KootK]

This is my first post.

Welcome. You're off to a great start here with that scaled isometric sketch.

Is this possible with the shed being in the corner?

Possible? Yes. Just pay attention to your drift and you diaphragm/collector designs. Now, is this practical? It's questionable. Let your calculations be your guide.

How do I analyze the shear?

See the sketch below. It should be enough to get you off to a robust start. If you have additional questions, just let us know. We'll step you through it.

FYI: below, I've drawn my SW1 shear in the wrong direction. Mentally reverse that.

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]

To maybe give it another fighting chance, I would try to use that 4 ft segment of shed wall with the door in it. Otherwise KootK has you covered (as usual).

 

[jdgengineer]

Kootk's logic is on but if your roof is plywood/OSB you are far exceeding the prescriptive open front or cantilevered limitations in the NDS. If you have any significant seismic or wind it's my opinion you should have a lateral system at the front. Your diaphragm deflection is going to be really large.

If you don't want to embed posts you could attempt to use a knee braced frame in the front. You could also try and develop a custom bracket to develop fixity. Or what we normally do is use steel columns, but we are in an area that can tolerate the $$$.

 

[KootK]

Damn! Can't believe I forgot about the aspect ratio limits. It's for the best really anyhow I suspect. If you proceed down this path, you'll probably blow your design budget and whomever you're trying to save money will probably just wind up asking you to switch back to embedded columns once they see what would be required for collector connections and shear wall hold downs.

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.