Recent content by XR250

We call them "rat runs" around here. I don't really count on them for anything

Let us know if it fails

Curious if there wa an insurance payout on the old bridge to fund the new one?

I agree, a tension strap would not be all that effective. I assume the beam can't be installed under the ribs?

I have used grade beams to connect the columns when I have soil bearing issues

I think if we dig deep enough we will find that the PEMB folks are behind the push for strength design in order to save $100 on a building :)

I would assume many in Camp 1 likely use expensive software to do complete designs so the computer does the code crunching. I'm in Camp 2 and am here to make money and my projects don't require anything like that - so the simpler the better. Also, in light framed construction, serviceability...

Honestly, if you are asking this question, I do not want to be walking under this structure. Actually heading to NYC on Sunday :)

Form JS's post.... "We always show the flitch plates being shallower than the wood, but flush to the bottom. No way to transfer the shear at the end thru bolts into the columns with heavy flitches. Need the steel plates to bear directly on the PSL post and/or steel bearing plate."

They do this around here to save money (obviously). I can never ge the numbers to work - especially with 4 ft, of backfill and un-reinforced 8" CMU with some wind load. Honestly, I have never seen an issue with one in practice.

I completely agree with you but I question how many engineers (at least in my neck of the woods) would even consider that the roof was bracing the wall.(edited - against soil loads) Many may just assume it was constructed as a retaining wall.

I think for houses in the price range your are dealing with, your fees get lost in the noise so it makes sense to do them. Most of the high-end houses I do are under 3M and the builders I generally deal with are great. As such, I only do a site visit if there is a problem. For me, though, I...

So in the OP's case, 2 floors at 14 ft. avg. trib, the end reaction would be about 7k. Moment would be about 20 ft-k so roughly a 3/4x9 flitch. Now use that flitch in a different case where it has a 20 ft. span (say supporting a roof) , it could only take about 350 PLF before it fails in...

These has been threads about this previously. I honestly have never seen an issue but doing the math on how the load gets moved around from steel to wood makes a brain hurt.

The joists are digging into the beam while the unloaded blocking is not. The blocking ends up being the hump. I see this frequently - but mainly with longer span I-joists bearing on the beam. Edit - just noticed this... "The blocking does not appear to have caused the problem, it is installed...