Stick built building 1

[JStructsteel]

Got a architect that wants to do 2x6 @ 16" walled building, and then 2x4 girts @ 24 horizontal around the building and then siding.

For stability, do you folks ever use/check siding for shear capacity?

Other options would be metal straping on the 2x4 wall to "X" brace.

What other options would I have?

 

[XR250]

Metal siding?

 

[JStructsteel]

Yes Just metal siding over 2x4 girts

I don't like it, I think I would have special detailing for the bracing too

 

[KootK]

The girts are 2x strapping laid flat outboard of the studs, right? What kind of building is it? Any chance there's drywall on the interior? Similar systems have certainly been used as lateral on agricultural buildings etc. But you're right, there usually are some detailing shortcomings from a rational analysis perspective.

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.

 

[XR250]

I have done it plenty of times. There have been some recent discussions in here about that subject.
I generally keep the shear to about 100 plf if possible.
There is a reference "1996 diaphragm test" that I have used.

 

[JStructsteel]

Studs will be laid flat, siding over it.
It's a storage building for a hardware store
No drywall

XR250-do you use metal strap bracing, or look at the siding capacity?

This would be my first design of this type, my first thought is stealing on the inside and ignore any capacity from siding

 

[KootK]

What's the nature of the siding? Large corrugated sheets or something more like standing seam? It's quite common to use the sheathing as diaphragm in these applications. If I recall correctly, it comes up a fair bit in the design of pole barns. It might pay dividends to take a look at their standards.

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.

 

[XR250]

XR250-do you use metal strap bracing, or look at the siding capacity?

Just the siding. Pay attention to the bottom purlin as it acts as a collector that needs to have its load dumped out into the discrete poles or into the slab (if one exists)

 

[racookpe1978]

Not my specialty, but I thought that the stick-built buildings always used the solid particleboard or plywood panels at the ends of each wall to resist shear.

 

[XR250]

Just the siding. Pay attention to the bottom purlin as it acts as a collector that needs to have its load dumped out into the discrete poles or into the slab (if one exists)

Duh, just re-read the post and it is a stud framed building so the bottom purlin would not be an issue.

 

[Sawbux]

You could use 1x4 or 1x6 let-in bracing. Used to be used a lot. Not so much now days.
That would function as bracing before the siding goes on. Need to consider stability during construction also!
Could also use 1x for the girts, only has to span 16".

 

[XR250]

I echo the 1X for girts.
I am not a big fan of let-in bracing . Not enough nail area to do much.

 

[KootK]

There is a reference "1996 diaphragm test" that I have used.

I'd like to chase down a copy. Can you provide any more information? I know of the 1996 cantilevered diaphragm testing program but not the results with respect to capacities.

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.

 

[hokie66]

This type framing obviously works for small sheds. Just one caveat...the building will be very unstable until the siding is installed. If you don't want collapse in a moderate wind, makes sure of adequate temporary bracing.

 

[msquared48]

Unless the siding is tested and rated laterally in print, forget it.

And if this is 29 gage siding, forget the siding capacity and go with the strapping regardless of any rating. The stuff crumples if you look at it wrong.

Mike McCann, PE, SE (WA)

 

[JStructsteel]

Thanks all. Going to discuss with the Architect. My building is 120'x50', 15' eve height. 90MPH wind. Not huge shear loads, but enough to pay attention to details.

 

[XR250]

I'd like to chase down a copy. Can you provide any more information? I know of the 1996 cantilevered diaphragm testing program but not the results with respect to capacities.

It was published by NFBA (national frame builders assn.)

http://www.nfba.org/index.php

Should be able to get a copy from them. if not, let me know and I can mail you mine for you to copy and mail back.

 

[OHIOMatt]

I have done something like this in the past. I found information about my siding profile having about 100 plf shear capacity. I developed a spreadsheet that allows you to input different fastening patterns. At the end of the day, I still did not like it, so I added shear panels to the inside face of the studs at the corners. I ran it to top plate, and used that as a collector. I did end up adding hold downs at the corners and ends of the shear panels. This approach will add about $2000 to the project, which amounts to $.35 a square foot. Pretty cheap insurance.

 

[jayrod12]

I'd like to chase down a copy. Can you provide any more information? I know of the 1996 cantilevered diaphragm testing program but not the results with respect to capacities.

We need to connect off site and I can get you what you need.

 

[KootK]

@jayrod. I grew up in the kootenay region of BC as a kid. And I like my mail correspondence served hot and devoid of extraneous characters. It's good to get to know your colleagues a bit.

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.