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I passed without the PCI handbook. I would borrow the AISI from a friend - even if it's the 2002 edition (I only had the 2002 edition at the time). The equations are virtually the same - and I was able to pass without both of these pubs.

Jgivens, another thing to consider with bolted moment connections is the concept of no shear unless bearing occurs... I don't believe slip critical connections to be required on OMF's. The problem doesn't identify whether this is a special or ordinary moment frame...

Problem 133 - I think it is helpful to see the forest from the trees from time to time. I believe that it's also good to have experience in identifying what has a higher degree of effect on the axial capacity. For example, if a wall that is non slender has a high load, but a small eccentricity...

Problem 602 says to "neglect lateral loads and lateral criteria for this problem." SC connections are for AISC 341.

ACI 530-08 indeed calculates bent bar anchor bolts. You might want to double check. Alan Williams covers this surprisingly well in the SERM.

Another comment that might save your bacon: if you haven't gone through the development of bars in beam to column joints of chapter 4 of the 2008 pca notes, you might have a better understanding of all your seismic examples.

If you're considering special moment frames, usually these are dictated by LO for columns and 2h for beams. You have to essentially splice outside of 2h which should govern for interior beams. Exterior beams require at least a 90 degree hook unless it is spanning into a collector element...

the SE 2 practice exam by NCEES is a complete waist... in other words, don't waist your time. the moment connection problem on that publication is a joke...

2009 Design of Reinforced Masonry Structures - by the CMACN is a must have. Amhrein is a little vague on seismic but essential at solving a building from start to finish... 4 things with the masonry design that you'll want to sharpen for the SE: 1) load combinations for oop loads and in-plane...

I will think more (and investigate the shear phi factor question), but I would think phi = 0.75 without looking... I will let you know. I assume you've checked whether Vu is controlled by 2Mpr/L???

I think a 6x14 is more available than a 4x16. That said, I would switch to a PSL or Glulam once they get that big. Sorry... doesn't answer your question other than it could be you didn't use the correct CF factor...

good answer akladiva - think of it like the center of rigidity is one side of the equation while the mass (applied torsion) is taken about on the other side. (reaction sum)x(torsional distance) = force x center of mass distance center of mass distance changes, but the other side does not...

So, I bit the bullet and purchased the 3 survey reference materials on ppi2pass.com. I'm wondering if anyone has a recommendation of what else to study for for the CA Civil Survey test. I have the 3 mentioned on the following link...

ItzmeJ0e is right. It is impossible to get two curtains of reinforcement in an 8" wall. I think it would require at least a 10" wall to have a second curtain to actually tie to. I think the compressive equation becomes more simple for 8" walls without ties as it is.

Welp - am I in for a shock? I just passed the 16 hour structural exam in April 2012 and have been given approval to take the seismic survey to have an SE in California (I already have 3 years of responsible charge experience as a PE, so please no lectures...). Anyhow, this thread has me a...

OK - mkaiser82 or others: I know several SE's that have passed the "Western Zone Structural Engineering Exam" as noted on item 10 of mkaiser82's message above. They ARE NOT SE's in the state of California, however. That said, could I potentially have Oregon and Washington SE's review my work...

Does the 3 year window have to be only after the 3 years of being a California-specific CE? I have been practicing as a Civil PE since 2007. I had to wait until 2010 to sit for the WA SE III, which I later passed with the 16 hour SE. It just seems frustrating if someone can't prove they are...

wow blybrook! Thanks for the response! To be honest, I'm not surprised that you guys are not using a 3d detailing program. I wonder if you guys have exhausted your options in regards to inventor or something else...? I just read an article in the January 2013 issue of Structure Magazine...

Well, our office just bought the whole Autodesk 2013 Suite, and it's daunting to say the least. We were just awarded a decent-sized project involving architects that only work with Revit consultants. (From personal experience - Revit and AutoCad don't mix) I was excited to import/export our...

You also should understand the dowel yield limit equations and why the tables are there... I think these are in chapter 11. It is very possible that you don't know what goes into all of those equations and you aren't using them correctly... what about the SDPWS 2008? DON'T USE 2005!!! just...