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...
The way I've read it is that in steel & SDC D or up, if you are less than 250lbs per PAF, you can use it in a sustained tension or brace application. The exception overrides the above statement. Right?
NDS commentary 12.5.1 specifically defines the "light load condition" for below the neutral axis in the tension zone as 100lbs at 24" o.c. min.
It's interesting they define this only in the commentary.
For raised floor systems, I typically rely heavily on the manufacturer's test data for panel capacity, pedestal capacity, and attachment to the slab capacity (if epoxy). You should be able to calculate a code appropriate testing capacity using the ADM and AISC guidance.
