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I was all good with the discussion here, then remembered there was an outstanding question "assume there is no sheathing at all and the wall stud is bending out of plane. Is solid blocking at mid-height of stud enough to cut the Lu by 50%?"

I understand the conflicting positions on how to treat the interior wall. Since the wall is available and allows me to get my top plates to work, I'm going to move forward with this as a load bearing wall. I'll mark it as such on the plans, provide the right system for it, and coordinate with...

My approach was to use embedded bolts and run the analysis without any tensile or breakout reinforcing in the slab. The top bars that runs parallel to the length of the wall is going to be positioned as shown, so I'm not counting on any reinforcing to help me do the trick.

I got a theoretical question about applying OTM, resulting from a wood shear wall analysis, to the top of a footing modeled as a beam on elastic foundation. Is it better to apply these moments as single point loads? Or is it best to decouple the moment so you have a local tension force and a...

I just checked the double top plate. The only way I can comfortably get it to work is to indeed allow that bearing wall to pick up gravity load.

That being said, should I intended for this wall to be a non-load bearing partition? Or will the truss designer want to use it's gravity capability? I ask because it changes the load along my top plates, and believe it or not, has an impact on the counteracting dead loads for wind uplift...

I have a raised heel attic truss that is going to support upwards of 30 PSF for storage loading. I would like to sit the truss on top of the double top plate and sheath the wall full height (wall stud and truss heel). I've already checked my 2x6 studs and they work (very close to unit) at 2ft...

I know this is really splitting hairs... I'd like that bar on the outside as well. But with exposure to earth, weather, I use 2" cover for these top bars. That cover with bolt placement offsets the bolts from the sill centerline. Does that even matter? I know that none of these things come...

What are the best practices for constructing sill plate anchor bolts along the edge of a slab on grade with monolithic footing (i.e., not a stem wall foundation)? Is the best practice to cast these bolts using a manufacturer's anchor? Post install these with epoxy anchors? What is the typical...

Also, with a pipe rack don't assume that whatever obstructed wind area you have today will be the same next year. For pipe rack design I was always taught, if there is available space someone will put something there. Plan for that additional potential loading.

There is a roof diaphragm, yes. There always was. The idea was there may have been diaphragm more willing to participate closer to the load source. As KootK pointed out, the detailing and construction of this option is not the best option.

Agreed. For the sake of completing the now theoretical question (it's unlikely I'm going the attic floor route anymore), could one argue that the truss bottom chord is "good enough" to get load into the actual diaphragm portion of the attic floor? I realize this is a function of localized axial...

I typically would and there will be roof sheathing. So in real terms, there will be 2 diaphragm systems available because of the roof and the attic floor. I suppose I've been met with the idea to use the ceiling framing so many times here, that I thought this would be an excellent way to do it...

Hello, everyone. Seems like all my posts have been about diaphragm action lately. Here's another one I'm working through on a current job. I have attic trusses with "floor" sheathing and would like to make use of that sheathing as I diaphragm. One of my concerns is that I know there will be a...

No comment here. Interested to see what's next.

Search the SSBC that went into affect around 1973. Also, if your project is located in south Florida, Miami Dade and surrounding areas created a 'South Florida Building Code' around the late 1950's. You'll have to see if any archived versions of these codes shed light on the residential aspect...

OK, I'm with you on all your other responses. I will have to set aside the leeward wall wind and let you continue on with the interaction theory.

I realize that a situation means "just one scenario" and that you aren't referring to all scenarios. In order for me to move forward, I have to acknowledge a couple of things, and understand that your scenario is intentionally not considering these items. Do we agree that your model is...

Is this older style plank (or board) sheathing just as much of a candidate for this type of analysis? I learned in the era of sheet sheathing, so forgive my ignorance. Also, given the age of the roof, I would have expected to see signs of re-roofing at this point. From the inside surface here...

So far so good.