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Sometimes I hate CA SEIII and I am not planning to take it. We do not have projects requiring CA SE license, it will not gain profit eve I do have CA SE license. CA rule is tough and I am not qualified to take it even I am already licensed PE in CA and have passed SE-I and SE-II both. Wish...

Per my research so far, there is no project limitation between PE-civil and PE-structural in Arizona. It is just title……

WoodSlinger, thanks for the message, however I reviewed their Board website and did not see the project limitations for PE-civil. I do have SE in Nevada and think I can get PE-structural in Arizona without new exam. But I do not want to pay extra fee for it unless necessary since I am already...

Hello, any one in Arizona? What is the difference for PE-civil and PE-structural in Arizona? I am looking at a 5 story building job and wondering whether a PE-structural license will be required or not in Arizona. Many thanks!

I am in Nevada. To have SE here, Board does require SE I & II in addition to PE-civil. As an option, Board accepts CA or WA SE III to replace SE I if you perfer that way.

Mook, for your question 2: Under IBC2006, you can not use stress increase for Masonry. Under ACI530, you can. If both codes list in the question, IBC2006 will govern. This means you can not use stress increase. That is my understanding to code.

In my opinion, it will depend on the location where you are interested in calculating shear force in the wall. If you are looking for shear force in the middle of the wall, half height need be used. If you are looking for shear forces at bottom of the wall, you need use full height. Hope this...

In addition to SERM book and AASHTO code, I also used class notes from Bridge Engineering for my MS degree. Even it is old but concept is same such as influence line....Same as you, I am a building guy but I took Prestressed concrete and Bridge Engineering class back to school time.

However, most of them are based on old code such as UBC1997, IBC2000 and IBC2003.

McEngr, I will never use Simplified method for 4 story building for sure. I believe what I did is correct and just for some reason, this special plan checker can not agree with me on Fa=1.0. There is no problem for other plan checkers. I hope code can resolve this issue in the incoming ASCE7...

When a plan checker putting shot gun on my head and force me to use Fa=1.4 or redesign the whole thing to use Equivalent method, it is really bad.

What confusing me is how to decide correct Fa. Code does not clearly specify that, it is a loop between section 12.14.8.1 and 11.4.3. For Ss=1.5, site class D, you will see two different results and can not say which one is correct. You can not just say use the conservative one. That is a big...

Kevo_55, thanks for the text but I think you did not understand my question. My question is how to get correct Fa. Could you read again?

Here is the interesting code text. In section 12.14.8.1, Fa is permitted to be taken as 1.0 for rock sites, 1.4 for soil sites, or determined in accordance with section 11.4.3. But in section 11.4.3, it referred back to 12.14.8.1 where simplified design procedure of section 12.14 is used...

I hate to think about SE III exams after passing PE-civil, CA Seismic and Surveying, Structural I and Structural II. Maybe I am just tired for exam.....

Got letter from Nevada Board yesterday. I passed both Structural I and II and received my SE license.......Thanks for everyone's help.....

My Structural I passing letter was dated June 19, 2009. On the same letter, Board said they should receive Structural II results within two weeks. That will be July 3rd......Considering July 4th holiday delay, I am looking for the letter in my mail box on July 10th. I am in Nevada.

No, I can not see any delete button on the post. See attached pdf, I did sign in everytime.

I think what I mentioned were just basic term, which all structural engineers know......Any way, how to delete a post? Teach me....

McEngr, perhaps, you did not work on wood building a lot. That wood problem is very common, you will see a lot if your office does commercial wood office building. Typical hinge GLB beam, sub- diaphragm, TJI joist……..As some senior member here mentioned before, for SEII, we need know design for...