Search results for query: *

If the uplift is resisted by holddowns, then why are you using braced wall procedures? Engineered walls don't require return walls for bracing.

The bracing walls are to help resist uplift. They are there instead of using a hold-down. If you don't have them, how are you resisting the uplift?

I've heard that the American Wood Council is working on a publication about this; however, they've been working on it for some time now, so who knows when it will be out. It can be done as it is done quite often with IRC walls. If you don't have deadload to take the place of the holddown and...

I agree with AELLC. It is still perpendicular to the grain, so as long as stability isn't an issue...

Typically, Southern Pine isn't incised. Most other commonly used species are. Here is an bit from the wood handbook about incising. "Incising is practiced primarily on Douglas-fir, western hemlock, and western larch ties and timbers for pressure treatment and on cedar and Douglas-fir poles...

If you do it, you are definitely outside the scope of the NDS and are on your own. If anything happens..... That being said, if you need a number (for forensic engineering or something) the dowel bearing equations can give you something. I'd expect it to overestimate the capacity, but it is a...

Here is a link to AWC's addendum to the NDS for the new design values. This shows what exactly is being changed and what to. (At least so far.) http://www.awc.org/publications/update/2012NDS-Addendum-March2012.pdf

RFreund, The best I can offer is to say how the load was being applied to walls when I was testing them in Grad school. There were two common methods for attachment. The first it to attach a metal section (usually a C-section) to the top plate of an 8' wall and use screws down its length to...

The "academia suddenly changing things" brings up a good point. If you feel it is still on topic, I pose the following hypothetical. Say that a change would better reflect reality. What does that mean? Should it change because after all, theoretically we are under designing uplift restraint...

It is what I was taught at school from Dr. Dan Dolan of Washington State University. However, if you call the American Wood Council, who make the SDPWS, they say they are working on a publication along those lines.

The entire wall does not act like a rigid body. Each panel is more or less independently rotating. Only the area around the chord should be used to resist uplift.

Currently it is specifically Southern Pine 2x4 #2 and lower grades. Higher grades are not changed. The other species are starting testing programs to see if they also need adjusted. While the excuse of juvenile wood is being used, it hasn't been proven that is the cause.

You will get less usable space with 2x6 walls than 2x4. The newer energy codes are pushing towards the 2x6 or foam.

Regarding, "Given your position, how is a shear wall with hold-downs at 4' stronger than one with hold-downs at 28'. I'd say 100' but JAE would grimace." It isn't. All fully restrained shearwalls (of the same material and nailing) are equally strong on a plf basis. Longer walls just have more...

CurlyQue, They don't act as a unit. The overturning moment can be resisted by two holdowns because the middle panels cancel each other out. It doesn't matter if the panels are vertical, horizontal, running bond, whatever. They are units. They will be stronger if they share a common stud as that...

I see a few problems with how your engineer is seeing this. First, he is saying that the wood shearwall will buckle because it is "too long." That assumes that wood shearwalls act as units. They don't. Each individual panel acts as an individual resisting element with its own buckling capacity...

Yes, Vr' is the maximum allowable design shear. However, even with 3.4.3, you are still limited by the notching requirements of 4.4.3 (or whatever product it being used).

LonnnieP, I would expect that to be the case, but it doesn't explain the sudden, drastic change. Nor does it explain why only the visual grades are effected. I would expect the values to steadily change with time and even jolt with new test methods. But this is a jolt without a new test...

I intentionally picked that. Even the "experts" really don't know what is going on and are beating on the data. My point was that if people who's profession is to do this aren't always sure, what is the chance of an engineer that has a lot more on his plate getting it right? Hopefully we will...

I agree with the above posters. Wood bearing usually isn't a matter of life safety, so they are average values given per ASTM D 143 which has a 0.04 in. deformation limit. Hickory, are you suggesting that each project engineer makes their own design values for each project? (If you think this...