More power to you @KootK. Despite your abilities as an engineer, with your benevolent worldview of crappy contractors and shoddy construction, you are doomed to be left holding the bag sooner or later. Thankfully, it sounds like you have taken quite a while to veer off in this potentially...
This one in particular is really rich in the context of the discussion at hand and the OP. Allow them to preserve their reputations for doing good work by helping them to cover up evidence to the contrary, their bad work. And then to expect that this will not result in a compounding effect of...
Probably no one here has tested this. Maybe some one somewhere has. I strongly suspect that if you did test this, you would find that the pullout capacity of the screw would be less than it would be in a solid piece, but I do not know how much less, and I also suspect that how much less could...
Well @phamENG is a concrete guy, in that they are a structural engineer who has studied concrete as a building material and probably designed lots of concrete building elements, so you aren't telling them anything they don't already know with this AI BS.
This seems to me to be a very strange way to look at your engineering duties, but taking it as a given, how does empowering them to do shoddy work and lower standards mitigate their risk? It seems like helping them build more robust structures would mitigate their risks more effectively.
You...
OK, I'll give you that one. Coastal and certainly marine environments are a severe exposure category, so a special case where special materials like stainless steel would be appropriate.
You may well be right, but just don't mix the materials seems like better advice.
Reality check for this entire thread, go with hot dip galvanized and forget about stainless steel. HDG has worked just fine for forever and it's probably about 1/4 of the cost of stainless steel (nails). For the...
Not sure about @XR250 , but I have seen shallow steel flush beams in residential construction just sitting/bearing on the wall top plate just like a typical floor joist. For deeper beams or drop/soffit beams I have seen them bearing directly on a stud pack that is shorter than the typical wall...
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.
