Recent content by McEngr

I took the CA Seismic exam about 5 years ago.  I also took the survey exam.  I wanted to see how the exam format went, so I just took both exams without studying.  Since I'm a structural guy, I passed the Seismic but failed the survey.  Would CA accept my seismic exam if I took the survey exam...

Performance-based design will be the only option for structural engineers 100 years from now.  Half of what we do will be done with AI.

I suggest they make the SE exam a condition for passing an ME or MS in civil engineering.  Otherwise, it's meaningless.  A masters+SE at final capstone course+2 additional years under a PE-structural or SE and then apply for the exam. NCEES and ABET need to make the scope of the license more...

I'd be curious what system you guys use for SFRS in accordance with Table 12.2-1 of ASCE 7-10.  I tell engineers to design with a cantilevered column system, let the braces stiffen up the system if desired to do so or if needed, but use an R=1.5 per G.6.   Using an R=6.5 is incorrect, of course...

This is a rather open-ended question.  It all depends on whether the connection involves a side member of steel or wood, whether the species of lumber is DF, SP, HM, SPF, etc...  In general, the diameter of a dowel-type fastener will increase the capacity of the connection, but there are also...

Having been an SE grader in the past, I think it's more important that you show your work clearly and write down the quick/necessary steps to get to the final answer if you don't have time.  Just my 2 cents.  :)

Is the brace a tension-only member?  If so, the drag load diagram is totally different.  It collects all the way to the far end of the braced bay, drops immediately, then tapers back up.  

I took the kaplan course.  I passed both exams first try.  The courses may help eliminate some uncertainty.  I remember a Dr. Tim something from South Carolina that was pretty good.  I saw a bouyancy problem from that course that I never would've suspected on the exam.  Guess what - the course...

While I wouldn't recommend this book for general practice (because it's too simplified), I would go with the ICC's Seismic & Wind Forces Structural Design Examples (3rd or 4th edition).  I took the SE in 2012 and referenced concrete for quick and easy moment frame detailing guides.  For...

good discussion guys.  that's what this forum is for! :)

zaidfadhill, I think you need to take a step back and look at it from the purpose of chapter B.  Your stiffeners are essentially with a KL/r <= 25 which is clearly written in section J4.4 as an Fcr=Fy. Thanks for stopping by.

My personal opinion is that the SEAW course notes are not well organized. You would have to take several hand calculations from the likes of Degenkolb and KPFF engineers and compile them yourself from a CD-ROM. That was my experience a few years back... I personally would pour over the SEAOC...

You're welcome! The fact you are asking the question means you're far along into the more advanced PE and SE topics. :) Good luck!

D1.4a Required Strength ^^This is the section I'm referring to. You use the amplified seismic load, but this is a lower bound. In almost all cases for SDC D thru F, your post-buckling forces will exceed this. However, both should be checked. This comparison is obvious of you look at some of...

AISC 341-10 essentially requires you to design all columns for overstrength now. At least for me, on the west coast, if I'm designing an AISC 341 system, I'm using overstrength columns... This was a big deal in '05 where you had to be careful. Now, it's more conservatively using the...