There's nothing magic about 70 PCF for at-rest pressure; it is simply a conservative assumption (I typically use 60 PCF in the absence of more detailed geotechnical information). 53 PCF is the correct EFP for an internal friction of 34 degrees.
Yes, this sounds like a progressive collapse scenario. The beams will have to be designed for the new overall span length without the column there, but you can use full plastic moment capacity of the beam, typically disregard deflection limits (unless they get so large that it is a threat to...
Go to SteelTools.org and find BEAMANAL by Alex Tomanovich. It is an Excel spreadsheet, but it has built in graphs for moment, shear, and deflection. The only downside is it's ASD only.
I have a 2-story building in the U.S. with composite-steel framing and cambered steel beams on the 2nd floor. Spray-on fireproofing is required for beams and columns but not the deck. The contractor asked if they could do the fireproofing before placement of the 2nd floor concrete. I advised...
I agree that independent foundations are unnecessary - and also KootK has a good point to check the foundation still works if one of the walls is lost.
Get the PE first, then worry about the SE if it something that you desire or think this will progress your career. The PE is the moneymaker if you're in a state that doesn't have a separate SE licensure.
Hilti also has tables and guidelines for minimum edge distance, spacing, etc., for post-installed anchors into concrete on metal deck. Only certain types are suitable for this condition.
I think the key is "large company". Generally, the larger the company is, the more raises and advancement are standardized based on experience rather than a meritocracy. How can your boss appreciate your extra effort when you say you have never worked with him directly? The smaller the...
IBC 2009 incorporates ASCE 7-05 by reference. If you're using IBC 2009, use ASCE 7-05. Don't mix and match; that will get you in trouble.
IBC 2012 and 2015 incorporate ASCE 7-10 by reference
The 0.75 factor applies independent of direction, so it should be used for gravity and lateral. When I was studying for the P.E. exam, the study guides were riddled with mistakes, so don't let that throw you off.
If snow can get there (i.e. it's not an interior space), then you should assume it can get there and design for it. The snow often blows sideways here in a storm. Your snow drifts at changes in elevation may also be quite large.
Can we stop trying to diagnose the OP with depression or other mental disorders, please? It is inappropriate. I doubt any of you have a background in psychology. He just sounds like a disgruntled employee to me.
As far as my advice to the OP, it would be to find whatever will make you happy...
If not in a heavily-trafficked area and/or 20 feet tall, I think you could justify Risk Category I for your sign. I'd rather go with what is there than play around with reinforcing footings if not needed. Does it "represent a low risk to human life in the event of failure"?
