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...
I've got condition where I need to support an existing 3-ply 2x8 beam on both sides with hangers - however, the hangers must be spaced such that they can attach to beam clips on an existing WF beam up above, requiring several plies of blocking. (see attached image) The loads overall are not...
It's regarding a forensic report I'm putting together for a post hurricane failure. It would help my case to be able to say the building was built per typical construction practice, rather than being an engineered design.
pham,
Technically yes, but every jurisdiction I've worked with always required architect/engineer stamped drawings. Based on what I've read up on in the last day, the stamp requirements do seem to be very much jurisdiction based - might try calling the county, but I doubt anyone there has any...
JAE - correct. I'm working on a residential building from mid 70s and need to know if it would have been built per an engineered design, or just by a contractor, per standard/prescriptive practice
Lex -
I have some issues with the standard of care around my parts - too many old engineers who keep on doing things they way they have been for the last 40 years, and largely ignoring new codes. Maybe that helps me... but you can always find a pro who could rip those guys (or myself) apart on...
ASCE released a 'Supplement 2' for 7-22 middle of last year, and it flew completely under my radar. The changes to flood design are huge - as we're now looking at 500 year floods vs 100. I'm practicing in Florida, and we just adopted 7-22 last year. I was only starting to get comfortable with my...
The limit on cross grain shear at trusses without blocking is something like 60lb.( Don't take my word for it, jumping from memory) There's nothing to be misconstrued when on narrow buildings the diagram shear is commonly 1-2k/ft, and there's no direct load path still. I'll definitely call Miami...
Can somebody fill me in as to why, at least for residential buildings with wood roofs, continuous load paths from the roof sheathing to the walls are almost always ignored?
It's also interesting that the section of the IBC that specifies some typical examples of continuous load...
