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Re: WOOD - Load bearing studs in a party wall

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No, I'm musing on why 2x4's would be OK without blocking when sheathed on
one edge only with gyp board (a condition not expressly covered by that code
section after all) if 2x studs of unlimited depth are clearly OK by code
when sheathed with a flimsy wood material on one side only. I'm admitting
that some engineering thought is needed after all. (You weren't going to use
2x6's in any event so there was no need to reach any conclusion on them.)

Meanwhile, Mr. Fulton posted commentary from the NDS that endorses gyp board
sheathing on one side only, as a general proposition.

Considering the image of a stud sheathed on one edge and held straight
there, but buckled into a curve on the other edge, it is apparent that the
buckled edge is shorter and doesn't fill the gap between top and bottom
plates anymore. So the straight part assumes the load and the crooked edge
lost its reason to stay crooked. This is the approach Stan Johnson
described: see if portions close to the sheathing will do the job on their
own. If so, the free edge can wrinkle like lasagna and it wouldn't matter.
(Funny, two Sac State grads resorting to simple imagery. I hope Mr.
Natividad doesn't let his daughter go there.)     

Sorry for saying it garbled earlier. Chuck Greenlaw, SE  Sacramento CA    

At 05:18 PM 10/23/97 -0700, you wrote:
>O.K., so you're saying that you do not believe that no blocking is required
>if the framing consists of 2x4 studs but *might* be required if the framing
>consists of 2x6 studs? What about 3 story construction where the design
>intent is to use 2x6 studs (on a 2x8 plate) instead of 3x4 studs (on a 2x6
>I could, as Dennis Wish suggests, to use 2x4 blocking where the edges of the
>blocking do not touch either outside face, if this is really necessary.
>Considering this blocking at mid-height, the l/d drops to under 33 and, I
>believe the allowable stresses would exceed approximately 400 psi or 3,300
>lbs capacity. This should be plenty, even with the 0.78 factor.
>Based on compression perpendicular to grain stresses of 625 psi, the
>allowable axial load of a 2x6 would be in excess of 5k, so I don't think
>that criteria is critical.
>Bill Allen
>-----Original Message-----
>From: Charles Greenlaw <cgreenlaw(--nospam--at)>
>To: seaoc(--nospam--at) <seaoc(--nospam--at)>
>Date: Thursday, October 23, 1997 1:46 PM
>Subject: Re: WOOD - Load bearing studs in a party wall
>>Staying one edge of the stud does seem legitimate. A 2x4 has its far edge
>>pretty close to its near edge,compared to 2x6's. Cross-grain crunch at the
>>end bearings should impose a modest stud stress anyway. Half-inch gyp
>>sheathing nailed with that trade's nails would appear comparable to the 1/4
>>in paneling scheme. So it would take use of engineering judgment and
>>invoking the code's provisions for alternative materials and methods after
>>Chuck Greenlaw SE, Sacramento CA