Hi, I have the situation of designing an OMF in a seismic category D. The OMF will only be supporting a DL=15psf and a reduceable RLL=20psf. I would like to avoid designing per AISC 341 so I would like to design as a "Steel system no specifically detailed for seismic resistance" with an R=3. The...
Does anyone have access to UBC 1970 or older. Im wondering if the seismic design has changed from 1970 to 1985. If possible i would like to verify that the way of determining the seismic forces in 1970 is V=ZIKCSW. Thanks!
I was trying to figure out what was wrong with my model so i tried modelling a simply supported beam and i got the same results. I modeled a simply supported I-beam with uniformly distributed load and I am getting the exact deflection as we would expect, 5wl^4/384EI. Now when I either add a 1 or...
Just wanted to know how you guys apply your partition loads. The way i did it was apply a 15psf "Super Dead" Load (Im only looking at ASD for this project so the load applied to dead or live wouldnt matter) and when i specify mass source, i give that load a factor of 0.67 to get it to the 10psf...
Thank you so much. Didnt realize it would be something so simple. I used point loads early on before i had the seismic info for simple checks, and i thought i deleted them. i guess i forgot.
Thanks again.
Attached is the .edb file. let me know if you need any other file. and all the columns and walls are pin supported at the base.
Thanks slickdeals.http://files.engineering.com/getfile.aspx?folder=6f95516e-f4e6-4b9a-9b88-a5839461a665&file=etabs_model.EDB
Hi all,
I'm just starting to learn etabs but i am having an irregular problem that i think has to do with wrong settings or preferences but i cant seem to find anything wrong.
First off, the building is a 4 story concrete building with gravity columns and interior shear walls. The model runs...
