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I live in Nebraska and finally got my letter yesterday. My Structural endorsement showed up on the website on Thursday.

No letter, but listed as structural on the website. Finally!

For the first problems, I got: 1. D 2. B 3. B or C (depends on load?) 4. B 5. C (I actually got 5', and C is the closest answer. Not sure if it is right) Haven't worked the rest, but will compare once I do.

It is a distributed load simply supported equation. Some people use the PL/8d instead of WL^2/8d. It is the same thing, just substituting P instead of WL in the first equation. I hope I understood your question.

I do not understand why they divided by 2 either. The SEAOC material seems to be more reliable in general.

Anyone, Seismic Design Manual, Vol 3. Page 293. Why do they check Asmin for the negative moment on the section (bw = 24"), but not on the positive moment (bw = 52")? ACI 21.3.2.1 says: At any section of a flexural member, except as provided in 10.5.3, for top as well as for bottom...

Equipment load should be 4.22 Kips. The .01 is a typo and should be 0.1 Kips.

See my response to the first part above.. Still thinking about the rest..

It is supposed to say 12(7.625^3 - 5.125^3)/12. Think of it as the Moment of Inertia of a large rectangle minus the moment of inertia of the smaller rectangle that is void.

Fair enough. I see your point. I think that the solution must assume that beams supporting the equipment must frame into the beam that ties into Column C2.

If I were in your shoes, I would not buy the book. I borrowed it from a friend for the STR II and didn't use it. I doubt you will need it for STR I.

Problem 250 1- In the LRFD solution Where is the vertical effect of seismic load (0.2 SDS) in the load combinations?? any reason for ignoring it? The only place the 0.2 SDS would show up in the strength combinations would be in equations 16-5 and 16-7. Since this problem is a wind example...

The best bridge text book is called "Design of Highway Bridges an LRFD approach" by Richard Barker and Jay Puckett. It is written to the 2004 AASHTO and full of design examples.

You should use the 1-xbar/L, with xbar being the distance from the back of the angle (in contact with the gusset) to the angle CG. This is how I have always designed angle connections. I think the single angle parameters you cited are a simplified approach that is used in lieu of the method I...

I am taking this exam in October. I emailed the state of WA. They told me: Each session (Morning and Afternoon) 3 problems are presented. 2 Building and 1 Bridge. You have to answer 2 of the questions.

The AISC Bridge load document is very helpful, regardless of the fact that it was written to an old design standard. There are "generic" tables that let you use any distributed load or point load. I would highly recommend learning how to use it. (give yourself a day or two to learn how to use...

I am starting this post to see if anyone out there has recently taken the WA Structural III exam. The pass rate is really low (20%), and there isn't a lot of information out there about the exam. Does anyone know: 1. Good references specifically for the exam. 2. Are all four building...

Thanks for the information. WA seems to be a little elusive about information on their SE3 exam. Do you have any recommendations for what to buy to study? Or any other insight.

I believe that CA has agreed to accept the WA SEIII as an acceptible substitute for the CA Seismic. Can anyone confirm this?