I wrote and passed the CBT lateral and vertical breadth exams several weeks ago. Since the exam format was new I decided to 'wing it' without putting in much studying effort, just worked on practice problems leading up to the exam, and got lucky. I had previously written the CBT California...
In the 'medium-tall' design space (45-60 stories) wind design basically amounts to making the LFRS stiff enough to limit drifts (H/500 for instance), strong enough for the equivalent static loads, and then limiting accelerations to levels deemed acceptable for the occupancy. This is usually done...
I cant help but feel all the exuberance around mass timber high-rises is premature.
Not my specialty, but from what I understand, its basically the wild west out there with regards to things like connection detailing. Are we setting ourselves up for a Northridge-style lesson to be learned?
You really need to be modelling the L1 and ground floor slabs out of plane behavior, including all gravity columns. There isn't a complete load path without them, and more importantly, the stiffness of the discontinuous walls is not correctly captured. Garbage in, garbage out.
You should...
For California, I had to write the FE, PE, Seismic, Surveying, and Ethics exams. They didn't seem to care about a P.Eng other then it counting for something on work experience.
The FE and PE could be done immediately through NCEES. Then you submit an application to the board, which includes...
My understanding is that Ev can be excluded from only the ASD combinations, which you would only be using for checking soil demands. The concrete design would be using USD combinations which then need to include Ev. This can lead to a bit of inconsistency for things like checking uplift and...
Josh touched on retrofit uses, but on new builds PBD in the US is largely done to get around the 240ft height limit on special concrete wall systems without having to go to a dual system. One of the side effects of that, when compared to code based design, is you generally need much more shear...
I use it for large combined footings / raft foundations / core footings which require analysis by FEM.
I'm not sure how you could reasonably design a large raft without it. The results are quite sensitive to it on softer soils. Once you get above 200psi/in or so with typical building footings...
Its common in North America to not include the returns and just design a three-sided / C-shaped wall. Usually they need the largest opening at or near the ground floor for installing the cabs.
US Court of Appeals upholds that building codes and standards incorporated into US law can be freely disseminated.
https://www.eff.org/press/releases/appeals-court-upholds-publicresourceorgs-right-post-public-laws-and-regulations
Torchman, I cant speak to NY, but in CA the application for license required either a SSN or an ITIN. It did not explicitly require proof of legal authorization to work in the US, like a green card, nor does it grant such authorization. Getting the ITIN from the IRS was difficult...
FYI, I've started creating a list of historical references that were external links rather than hosted PDFs (eg, links to archive.org documents). So far I've added Building Codes and Steel Manuals.
I also added a few that weren't on SRE's site, like NBC, historical state codes, etc.
Some of...
Im confused about why different R values would need different models. An R value is just a scaling factor. For instance, you could run EQx and EQy with R=1 and then combine them in combos with appropriate factors, 1/R.
Also maybe it’s a different code but are you sure you need a 45deg case...
It confines the concrete around the diagonal and prevents strength loss. It’s basically a cage to keep the beam intact.
There are quite a few tests where the longitudinal bars are developed, and the beam generally performs okay, but there is much higher over strength compared to code equation...
SEAW offers a refresher course in the form of a dozen or so lectures. I found the lectures were good but it was more breadth than depth.
-JA (working on [link calcs.app]Calcs.app[/url])
I'm on team Omega. Both the anchorage and the supporting members should be designed for amplified seismic forces.
Regardless of code wordings, it seems conceptually wrong to be transferring seismic loads without overstrength factor. The transferring members are not calibrated for the same...
I don't work in NY, but we've usually treated it as a requirement all the way down, including below grade. You don't want your bsmt wall drifting past the property line and/or pounding their structure.
