They are tested. you'd probably have to reach out the manufacturer to confirm their test criteria, but the Intertek report i'd think would have all the required information to use just like the ESR's do.
Hello,
I am trying to delve deep into the AISC SCM Chapter 7 Eccentricity Normal to the Plane of the Faying Suface Case I. Does anyone have any examples of hand calcs for this method. I understand the approximate NA generation, and the determination of the moment of inertia of the grouping. But...
Thank you, that helps a lot. I think the part that had confused me was with a building w/ relatively equal floor tributary weights where the ELF distribution per floor decreased down the height of the building, being combined with the diaphragm design force, which would generate relatively equal...
A similar question i have had on this topic -
When you are designing your transfer diaphragm, how do you handle the overstrengthed upper level shear force, in combination with the inertial forces of the diaphgram at that level for a diaphragm check? 12.10.1.1 states to combine the overstrength...
Could you just design the new roof to be an open front diaphragm in accordance with SPDWS and then strap your chords back into the existing house? I guess you could run into issues with your existing building's diaphragm acting as a transfer diaphragm as it is a pretty large extension.
Not to re-open this thread...but I officially passed all 4 of the CBT exams for the SE! Can confirm everything in the letter, and did absolutely feel like it was a test of literally how fast can I solve problems rather than in depth thinking about difficult problems. Regardless, happy to be done.
Yes I can confirm the resources are a pain. There are no bookmarks at all for the AISC 360. A handful of other codes were just the main chapters. There was no page number box, no arrows to move the pages, just a scoll bar. Overall I managed and feel decent about it (hopeful the results are this...
Hi all,
I know there has been discussion on this topic previously, but I am seeing lots of varying opinions, both online and in my own office, on the use of overstrength loads for transfer diaphragm design.
To me - 12.10.1.1 is very clear in stating "for structures that have a horizontal...
Sometimes I find it better to just do what they ask rather than argue and potentially get more comments back. I'd just sharpen my pencil a little on the loading/tributary area/length and show it works...
+1 for BricsCAD. I actually prefer it significantly over AutoCAD. I had significant crash issues with AutoCAD (it hated trying to underline something in a bulleted list) and have never had a crash with BricsCAD.
@sticksandtriangles
I agree - to me I think the code is pretty clear.
@skeletron
I have never gotten pushback from a reviewer...but I do get pushback all the time from contractors not understanding that I can't make a seismic splay attach to concrete with a PAF. Apparently their last...
