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This wait is going to kill me. I have so much riding on the outcome of this test...

After taking the tests Friday and Saturday, I have been haunted by a few problems that I feel I missed. However, these were only 2 problems on the morning of the gravity exam. Also, the afternoon exam was fairly straight forward for the gravity on Friday. The easiest of the whole 2-day...

Engineering-international.com has software saying otherwise. I just hope it's not on the exam in the morning. Yikes!

My understanding is that all rigid diaphragms have to be checked for the worst-case. My spreadsheet was borrowed from a PhD in California, fwiw.

bmc, please let me know if this is helpful. Game day is approaching... :)

bmc, It sounds like you're saying that chapter 13 is required for rigid diaphragms and section 12.11 is used for flexible based on item 1 and 2 above. "Non-structural walls connected to non-flexible diaphragms are given by ASCE chapter 13." - a non-flexible diaphragm would be a rigid...

I realize my question is a bit ambiguous since the 1.4 comes straight from the ASCE 7. I suppose my question is whether the holdown hardware if part of a heavy-wall / wood diaphragm building needs designed for the 1.4 factor? It is my understanding that one could use the Fp straight from the...

Sue Frey and other publishers state that section 12.11 oop loads are strength level already, however page 360 of the Alan williams seismic and wind forces book amplifies it by 1.4???

I was just reading the introduction to the SERM and Alan Williams makes reference to setting the wrist watch 5 minutes before each exam module ends. Are wrist watches generally allowed?

Most MS guys I've spoken to say that they really have never been able to relate their masters degree with real life. It's usually a thesis-oriented degree and is primarily driven by an industry that needs the research at that particular time. For instance, I'm a building structural guy, but I...

For uplift, when using ASD, you should use 0.6D+W for your load combination.

IL, my birth state, has always had a reputation among the mid-west for prominent structural engineers. I believe that Urbana-Champagne has a lot of influence. UofI is like the MIT of structural engineering schools, FWIW.

http://www.modernsteel.com/Uploads/Issues/January_2009/012009_steelwise_martin.pdf

I've heard that IL has their own standards. Better to contact their board specifically. Good luck!

Thanks Dakota. I'm embarrassed that I even asked that question.

Trust Sue Frey

Equation E7-04 uses the b/t limit of 0.56 times the E/Fy squareroot while the table B4.1 uses 0.54. It seems to me that these should be the same number. Agree or not?

Part b of this problem is awful in my opinion... particularly the way they demonstrate that the tension-in-tension glulam controls. A better way to write the problem is to ask the examinee to orient the beam in the proper position, then design it for flexure+axial load. The funny part of this...

I was just curious what some of you and your motivations are for obtaining the S.E. license in your respective career path. For me, it's been several reasons: 1. To be respected among my peers that I am capable of the task. 2. To promote my own credentials in this down economy. 3. On the...

Clarification: the brace has 418 kips, but the corresponding shear in the gusset plate to column is 136 kips and later on in the example, they reduce this reaction by counteracting the beam reaction. This makes no sense to me if you look at page 3-140.