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For confirmation, Newman's book provides a lot of the answers everyone in my office has been trying to get PEMB salesmen to answer. Industry details, cost efficiency, and structural contract document requirements. Three architects have stopped by my desk to check it out already, and am hearing...

Dont do it! General consensus here is RAM is on its way out. Look into the real FE programs out there. ETABS for one.

"Jack of all trades, master of none" It is mainly due to the breadth of the information. They expect you to be a master of 7 completely different subject areas whereas other disciplines are much more focused...on the test and in practice. In 4 years of experience you're either going to be...

I have newman's book on order, thanks for the advice guys.

That is really good advice and it does help me, though I cannot limit my structural contract because I work beside an architect under one roof. My question has to do more with how to detail a lot of these different conditions. Basically I need something to help me with details. If you design...

I work at an A/E firm and it usually comes up once or twice a year that some architect wants to make a PEMB fancy by making an odd column layout, cladding it with brick, adding mezzanines, adding cantilevers, and using odd roof pitches. For example, an architect came to me today wanting to know...

Thanks for that AISI info. How would one interpret this to make sure its not a brittle material that will crack under numorous stress reversals?

Interesting question came up today. Have a 3" diameter solid dowel pin connecting two elements that have 200 kip axial load in them. The fabricator is asking wether or not steel A4150 is acceptable. Has anyone ever heard of this stuff and/or run into a similar situation? How do you evaluate...

Yea, I just want the strength of the threads. Not the required torque. 200kips acting only on 3" of threads is questionable in my mind. Cross section of the bolt/rod is more than enough. I dont know why AISC doesnt incorporate this into the book since it would apply to stripping leveling...

Sorry, thought you meant the old green book. Yes, I looked into that table in the LRFD 3rd ed and it's the same. Do you apply rupture limit states to thread area? I want to determine if the bolt will strip out of the 3" deep tapped hole.

What is the title of that table? I dont have ASD books anymore in my office.

I'm looking at a 10" diameter tower crane tieback with an in line adjuster composed of a 4" diameter threaded rod that screws into 3" thick end plates. So the tieback looks like this: ||||||||||||||--||||| The -'s represent the threaded rod This rod will therefore take all of the 200kip of...

I'll just point out that APA's squeak free guidelines dont include screws. They focus on the details of the panel joints, glue application, glue type, and give basic nailing patterns. I would guess the ductility of the system is affected more by the glue than the nails.

Does anyone have any good references for the rough equivalent for US steel grades against those from Europe? In particular I'm looking at C60.

Just need to add an important exception to your suggestion StructuralEIT. If you choose to tack weld a nut to the end of the rod, you cannot use a high strength rod due to its brittleness. This is why I always suggest just using a jamb nut.

My bad guys, now I remember my reference. It came from a 30yr+ senior engineer I work with. Though, not everything he says makes sense and I think he's making a bogus claim on this one. Boiler Materials Class 101 says steel has minimal creep...shouldve stuck to the basics. I'm interested...

Joist construction doesnt typically space supporting members as much as beam-girder construction. Therefore pattern cracking can be attributed to the joist span more likely than deck span. It's obvious that the joists will deflect due to the weight of the wet concrete, though, I'd recommend...

Dont have all the necessary info here to make a judgement, but there will be tension (negative moment) induced into the slab at the girders from the deflection of the bar joists. It's not negative moment caused by the deck span. If there's no bars or properly placed WWF in the slab then...

In my region Cadweld has been replaced with Bar Lock. It seems easier to install and later verify. Guys in my office used about 1000 of them on a large football stadium where a certain detail created rebar congestion. Had no problems. Found that contractors can pretty well mess anything up...

I know, that's what i'm saying, you should be preparing in the upcoming YEARS to take this exam....not a cram session in which you'll forget everything a few months after the exam.