I agree in principal, but lets be honest, in reality there will be practically no shear in that diaphragm ever, and the rafters alone will probably be plenty adequate to transfer the shear.
Personally, I would prefer your original design to bolt a shelf angle to the wall framing, although I can see the mason's reluctance due to the specifics of getting the angle installed. What good does blocking between the studs do? I would want lags centered up on the studs, which might be a...
Well, I doubt these low roof diaphragms have been designed to transfer out any shear at the boundary, but if they had, that would be the end of that.
I guess these are porches and other such similar exterior areas? I've always wondered how these roofs typically get attached to brick veneer...
Not surprised. None of it happens here either for residential underpinning and it is a booming business here, but then again there is zero engineering required by an AHJ in the vast majority of cases. In my opinion, the scenario you are asking about has decent potential to be problematic for...
@XR250 I understand where the homeowner and you are coming from, but in my opinion you haven't yet actually established that there is a problem with this floor. The only code requirement is L/360 for live load. There is no IRC code requirement for immediate or long term dead load deflection...
I can think of an obvious reason. Helical piles are beyond the scope of the IRC., and the IRC says that anything beyond the scope of the IRC has to be designed according to accepted engineering practice. In my opinion, all jurisdictions should require an engineered design for residential...
@Enable Excellent info you provided. Thank you for sharing. Yet, the above two statements confused me. Do you generally shore concrete elements before repairing or not?
I'll weigh in. I would not even consider relying on 2x6 posts, and I would not even consider relying on the guardrail as a structural brace. Therefore, I would either go with 4x6 or 6x6 posts, or go with a single span beam and expect the 2x6 infill to perform like crap (e.g. visible bowing...
Yes, of course deflection criteria would still apply. Deflection criteria in the building code are listed for the member under consideration, i.e., floor member, roof member, etc.
I wouldn't worry about relying on the ledger strip to transfer load back to the rim joist, since this is analogous to a ledger strip on floor girder and has been standard practice for decades to century(ies) and is still permitted by the code. Use 3-16d commons or per joist or more if...
I haven't designed these types of buildings in a while, but when I did, my preference was to show an RTU zone to allow for some flexibility in where the units were placed, and to specify KCS (constant shear) joists throughout this zone. You still need to know the weights of the units of course...
The specific code references in the IRC (2018) are "R502.6 Bearing" for floor joists and "R802.6 Bearing" for roof rafters and ceiling joists. However, if its an engineered design with a stamp, I see no reason why toenails would or should be prohibited, although the quality of toenail...
I think @Ron247 is right. I think code generally requires joists/rafters to bear on wood, steel, concrete, or masonry, or be supported by metal hangers, but I guess if you have an engineered alternative you might be ok.
How much load on the new column? Why dowel them together? In situations like this I prefer not to dowel them together to avoid inducing additional settlement into the existing construction.
