I have a series of wood trusses terminating on the interior of the building which have some very tall heels (13'+)
There is no shear transfer by design here - although some might occur in reality.
I'm leaning towards sheathing this section full height, but am wondering if that might be overkill...
@Choras - this is not about LTB, but rather direct torsion on a beam loaded on a single side only. A couple is needed somewhere to resolve, which with top flange hangers can only occur at the supports - i.e. the skinny shear tab which are good for nothing. With packed out beam and a gap, you'd...
@Choras,
In case of a simple hanging top-flange-bucket (same as shown), floor sheathing wouldn't really provide any torsional restraint.
With a face nailer, you end up relying on nail withdrawal to resolve your couple, which would likely not be sufficient for many pre-engineered buckets.
I'm sure many of you who work in residential see this type of connection often.
The other variation is where the web is packed out with 2x and the joist/floor truss bucket is attached to it.
My question: When trusses come in to one side only, the torsion can get pretty high, especially on...
@Celt: I don't have an issue detailing the parapet - the diaphragm connection is the tricky part. After digesting this thread, I'm thinking about going for sheathed-in diagonal bracing, similar to the attached detail.
@Eng16080 - Good catch on the 5" spacing, an embarrassment on my part. I'm gonna sleep on the wood frame parapet idea. Do you notch your roof diaphragm around the parapet extensions (when sistered to trusses)? The carpenters/roofers here are just a step up from unskilled laborers, so I'd be...
Regarding the nailing of the plies... I initially agreed with the commentary here, but then started scratching my head. If we were to add in another set of bolts to secure the plies together, it would in theory accomplish the same thing as nailing (while bolting the first ply directly to the...
I'm curious why you all are against mixing concrete and CMU. This is very commonly done in my area, and I don't know of a single issue with this type of construction that has cropped up over the last ~15 years.
The other end of the truss will have the exact same detail. I disagree on the...
I've got a condition where I have to terminate flat roof wood trusses into a face of a parapeting (can I say that?) wall.
The bonus here is that the roof slopes, so in order to keep the sheathing flush with the top chords, I'm showing the trusses installed on an incline.
I've been mulling over...
Harbringer - I really like the concept, but with the posts being discretely located, I don't have much faith that the contractor will place these anchors accurately.
Per attached section - I've got a post that's bearing down with the edge flush with a cold joint between existing and add-on footing. All of Simpsons post bases call for a minimum of 2" of clearance, and I don't think they would extend their warranty in the given situation. To make matters...
Koot - thanks as always.
I looked into cylindrical withdrawal, but ACI doesn't appear to provide bond strengths. Based of an internet search, I'm coming up with 350-500 psi - which is roughly what my ultimate load develops. Do you by chance know if there's proper literature that can be used to...
I had a contractor cut off hooks which were vertically restraining a flood proof slab - and of course everything got poured before I had time to digest. Now, it just so happens that I've got just about 12" of embedment of said vertical hooks into the slab. Going thru ACI it looks like we can...
Dik - I have, in addition email. I did get the PM on their end to issue a stop work order at first, but they are now proceeding with other parts. I have no reservations about relinquishing the job to another engineer as long as they can ensure everything gets put together correctly. But, since I...
I've got a job where a client (a contractor) wishes to move forward with a project faster than I would be able to accommodate them. A substantial portion of said project has already been built, but there are numerous deviations from design drawings which were never run by me, and which need to...
The load is not great - it's about 350 lbs between the two hangers, the distribution of which will vary depending on the number of plies of blocking. Across the width, I've got about 50lb-ft of moment - cross grain - assuming 3 additional plies (which i suspect will be the maximum necessary)...
Koot - I was thinking about a wrap around strap, but I'm concerned that it will inevitably be installed with just enough slack to not engage. I like to think this won't be an issue with a flat strap - maybe if I spec the wrapped strap to be hammered flat at the corners? The couple is only about...
