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About ajk244

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    Civil / Structural in Power Distribution
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  1. I sent in my paperwork back in October to take the Surveying and Seismic exams in April (I'm already a PE elsewhere, I sent my NCEES record and indicated I was just taking those two exams). The board cashed my check, but I've never received the two self-addressed-stamped postcards back. Is that typical? The website says not to call and inquire about registration status, so I haven't at this point. Thanks.
  2. I'd second the SEAOI course. It's a lot better value (price per contact hour) than the other courses I looked into. You may not get a ton out of every session, but I feel like review courses (both this one and the PE review course I took) added more structure to my preparation by having regularly scheduled classes and helped keep me in studying mode over the long haul.
  3. CTS is showing pass for both for me (I was hoping I'd get a chance to use that emoticon). I'll definitely recommend the SEAOC books. There's a lot in there that's never explained in the codes. Also, the 16 hour practice exam from ppi is fantastic. Very challenging, but very representative of the test.
  4. Same here. Passed next to vertical , blank for lateral. Maybe somebody input the vertical results and went home for the day.
  5. I got mine here: http://www.buildersbook.com/Merchant2/merchant.mvc?Screen=PROD&Store_Code=bbi&Product_Code=9011S09&Category_Code= It seemed to be the cheapest I was coming across ($168 after shipping).
  6. Has anybody heard anything new from Illinois (CTS)? I assume any answer they give is bogus, but am curious if anybody is actually getting a response.
  7. On quantity of questions in each area, I think you can make valid argument for just about anything. I could argue that there are too few ACI questions because they use up concrete questions with AASHTO, for both more or fewer pure analysis problems, etc. In the end, I think the mix they have now is pretty good. When you have a dozen or so required codes, it would be hard to justify having half the questions come from one code (AASHTO). If you spent any more questions on bridge stuff, you'd probably have to eliminate some of the specialty stuff like PCI and AISI altogether. Anyway, my only real complaint about the exam is the lack of time. I pride myself on being thorough and not rushing through designs, so having to race through a test just to finish doesn't sit well with me. But I understand why they do it. They'd have to make the test a couple more days long to test everything they want to and give people ample time.
  8. I took the building afternoon, but I honestly didn't have a problem with having bridge questions in the morning. I don't like the idea of having zero knowledge in a large area of structural engineering, so I enjoyed preparing for those questions. I can at least get around in the AASHTO code now and have at least a very basic understanding of bridge design. It's not like the bridge questions were insanely hard or anything. All but one or two were similar to practice problems I worked leading up to the exam. I've also always found it interesting to see where different codes and standards differ on the same topic. It gives a better understanding of the thought process behind the provisions and their application. For the bridge guys, I realize it's a staggering amount of information to brush up on, but I don't think it's unreasonable to expect them to have knowledge outside of one code.
  9. I finished school and got a job right before the recession hit, so the landscape has probably changed quite a bit, but here's my impressions. 1. Is a Master's degree a must to find a job? I used the extra room in my schedule during my last semester of my BS to start my MS, then took online and night courses to finish while working. I'm very happy with that decision. I feel I probably got a lot more out of my coursework by taking it while I was working because I could go into work the next day and apply that knowledge. Also, the coursework made a lot more sense after doing real design work for a while. 2. GRE scores and GPA for graduate school? I didn't have any issues getting into grad school. I can't really speak to what you'd need. 3. How is the job market out there? If you are looking to stay in a specific city, you might have trouble. If you're willing to go anywhere and you have a decent resume/GPA, you can probably always find something. From what I've seen, good workers generally don't stay unemployed long, especially if they go where the oppotunities are. I'd also avoid any decisions that tie you down to one area (like buying a house), until you're well-established in a place you want to stay. 4. How much do Civil/Structural engineers get paid straight out of college? 50-55k is probably about right where I'm at (Missouri), but the coasts are always skewed higher than the midwest. You should try to get ahold of the ASCE salary survey which breaks down typical salaries by region and experience level. 5. Any tips on how to find jobs and network? If you're in any extracurricular activities, try to get in contact with alumni that were involved in that group. Also, there's a million recruiters on linkedin. I'm not sure if they usually do any recruiting for people right out of school, but you might try finding one in your area and contacting them. 6. Does GPA and extracurricular (structural engineering clubs) matter to employers/grad school? I got involved in just 2 or 3 organizations, but got heavily involved in running them. I always figured that was more impressive than just listing 10 or more organizations because I figured everybody would know that I wasn't really doing much with any one of those organizations. Any work experience you have will probably have more weight to a perspective employer than extracurricular activities, but they are good resume filler if you don't have much work experience.
  10. I can't remember if I heard it one here or from a friend, but I heard of an exam session that had extremely loud construction going on right outside. I imagine after something like that they had a ton of people crying foul and now they have ot cover themselves.
  11. Yea, I worked through it over the weekend. Luckily I was on high alert for errors after reading about it one here, so I didn't waste much time reviewing their solutions.
  12. I agree with your approach and numbers. The table explicitly says "Vy" and "Ty" and the footnotes are even clearer about it, so the north-south eccentricity should be used (10.6'), leading to 0.9%. Error-filled references have been the most frustrating part of studying for this.
  13. I don't have it in front of me to look, but I wasn't getting my answers to match on a couple of the SEAOC rigid diaphragm distributions. I believe on one I figured out they were multiplying by the eccentricity twice or something and on another they were adding the rotational shear to the direct shear when they should have been subtracting. On one, they even had the answer correct in a previous version, but changed it for some reason. Anyway, I'll take a look at this one today and see if I'm having getting the same answers you are.
  14. I got ahold of a copy of the old SEII practice exam since I was running out of fresh problems to do that are appropriate time- and difficulty-wise for the SE exam. Looking through the message board, it seems there were quite a few issues with this practice exam, though, and I can't seem to find a link to the errata that isn't broken. Does anybody have a copy in their files somewhere?
  15. In case you still have some confusion on the last part of your question, hopefully this helps. Here's a quick sketch of an elevation view of that collector and that inside corner wall. To visualize what's happening, you can draw an axial diagram for the collector (The hatched area on the sketch). For the distributed load applied at the roof level, the axial load is increasing unimpeded from left to right until the wall provides the resistance and the axial diagram goes back down to zero. The max. axial in the collector occurs right where it meets the wall. At that point, the full 40'of the left diaphragm is contributing load and 40' of the total 60' of the right diaphragm have contributed load before the wall provides the resistance.
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