@SE2607, your original question is a no brainer that has generated a lot of informative discussion, but a no brainer nonetheless. The load should be considered a live load (L), not a roof live load (Lr), so the the load duration factor for wood for the applicable load combinations should be...
No I have never fielded such a request. I would offer to provide the COI, politely decline to provide a copy of the policy or any other documentation, and bluntly ask them why they would make such a request.
You definitely need proper hydrology and geotech. Even then, this will be quite a challenge if you do not have bridge design experience. Maybe you do.
I would have a frank conversation with the owner about their budget for design and construction. If it isn't realistic, I would be very...
This part always cracks me up. They claim to have better options, but for some reason they are calling me. OK, yeah right. We all know the real reason is that they are calling anyone and everyone that they can think of until they find someone who will do what they want and what they think...
FYI, I did just recently perform a site visit to an existing, high value, single family residential property where some hardscape upgrades were under construction. A new driveway had just been completed and it was at least 6" thick and was reinforced with 2 way mat of rebar. It also had...
4" driveway slabs in my area (southeast US but not Florida) are typically not reinforced. Control joints are used to, well, control shrinkage cracks.
4" driveway slabs in my area typically aren't designed by a structural engineer either, or anyone else for that matter.
At first glance, I assumed the wall was completely unreinforced, but I suppose it probably would not have lasted until the water was 4 inches from the top if that were the case, and the OP says it had rebar at 16" on center. The first photo shows that not to be true, but I do think I can make...
This is not necessarily evidence that anything "clearly works". Those that are still standing after many decades might be the ones that were built very well. There are also many thousands of pole barns and all other types of building structures that have never been subjected to code required...
I was taught that all CMU walls are to have a bond beam at the bottom and the top at a minimum for load distribution and continuity. I have at times questioned whether they are really always necessary, but I typically default to requiring them top and bottom.
I say do what you can to make life as difficult as possible for all involved in projects like these while spending as little effort as possible yourself. That usually just entails turning the project away.
This is an interesting concept that I was previously unaware of. Granted I work in the American south where frost heave is given only lip service, but in general we hear of extending the bearing elevation of foundations below frost depth to prevent frost heave, but I have never seen or heard...
