following up on cliff234.... if you exceed the d/2 spacing then the shear reinforcing doesn't do anything at all... the shear plane is 45 degrees and if the ties don't cross that plane then they do nothing.
With a change of use like that, the building department here (CA) would require a full code upgrade... seismic/wind and all the associated energy/access/fire upgrades also.
You need to determine how much of the structure will actually "calc out" to see how much retrofitting will be required...
In CA ASCE 7-16 is still the reference standard until 2026. Do any of you look up the 7-22 seismic numbers and compare to the 7-16 to see the difference? I have a site where the 7-22 Sds is 25% higher than the 7-16 Sds. We're not obligated to use the higher number but I'm thinking I should let...
20kips of bearing on wood top plates?... with a 2x6 wall that's 363psi assuming even bearing, double that if triangular.
I don't know what lumber you're using but I think you need to spread this load out a bit.
Yes, you check each direction individually, not the vector.
Note that for a torsionally irregular structure you need to compare the MAX deflection to the allowable, not the average (story).
from ASCE 12.8.6
For structures assigned to Seismic Design Category C, D, E, or F having horizontal...
Your 4" slump is without an admixture I would assume. The only way to get 8" slump with a 0.42 w/c ratio is with an admixture.
8" sounds a little high but I had a 4000psi mix for a metal deck that had 6" slump.
https://www.structuremag.org/?p=2580
"Allowable deflections for rail supports as required by the elevator code are 1/8-inch under normal loading and ¼-inch maximum with seismic activity."
Navigating the myriad of requirements for anchorage to concrete can be a nightmare.
Hilti has (19) different post-installed anchor options, and their competitors have a similar amount. Each one of the anchors has different load capacities based on embedment, edge distance, concrete strength...
Hilti has (or had) a great design tool for designing anchorage.
They now have an online cloud-based tool, but they want to charge a fee.... $360/yr for a small office. I'm not sure if they're going to keep updating their free desktop version or not...
I have a wood framed elevator tower that is 3 stories tall and is only connected to a floor diaphragm on 1 of the 4 sides.
The tower walls are taking load from the floor it is connected to.
I have provided beams at each level in the 3 walls not connected to the floor so that the studs aren't...
I have been tasked with providing a finite element analysis of a bolted connection in a moment frame for a building.
The connection is comprised of a steel beam welded to the face of an 8"sq x 24" long steel tube. A 6"sq steel column is then fed through the 8" tube and there are (2) bolts...
Ticas,
I'm also not familiar with this type of system you are describing. Do you have a mat with soil over it that then has tie beam between the columns?... If so, why isn't the mat up higher?....
I am very familiar with mat foundations and your statement that there is no differential...
We have dollar one defense meaning insurance pays for everything until judgement. We only pay our deductible if there is a settlement.
I've been doing this for 25 years with only one claim... and we were dismissed from that suit for lack of cause...
I guess out here in California the concept of no seismic loading is just unheard of.
You guys that get to ignore it (or have it not govern) are missing all the fun...
How about compacted fill to withing a few inches of the bottom of the tie beam... lean concrete under the tie beam to the compacted fill.... then complete the soil import.
Gets you the support of the tie beam and allows everything to move the way you want it to.
