Recent content by hank89

I'm a Civil PE...passed the 16 hr SE in April and applied for SE licensure in Utah and illinois...I am currently waiting to hear back from them. If you do not have your NCEES Record, I would highly recommend that you do it. In fact, Georgia now requires you to have an NCEES Record for comity...

I'm a Civil PE...passed the 16 hr SE in April and applied for SE licensure in Utah and illinois...I am currently waiting to hear back from them. If you do not have your NCEES Record, I would highly recommend that you do it. In fact, Georgia now requires you to have an NCEES Record for comity...

Passed the 16 hour SE this past April and passed the PE a while back, so I have no need for the following study material. Price includes standard shipping. You can contact me @ [email protected]. Design of Highway Bridges an LRFD Approach- 2nd Edition, Barker/Pucket $95...

Jeff, Congrats on passing. This is a great doc if you have a bit of time to read: http://www.ncsea.com/downloads/20110817_NCSEA_Proposed_Licensing_Policy.pdf Jeff, this page from ncees: http://www.ncees.org/Records/Structural_engineers.php says if you are already an SE you can apply for...

I don't need it for any state...I got it to look cool behind my name

I found out today I passed the new 16 hour SE exam...already a PE in my state which does not offer an SE...As the title states, what is the cheapest, easiest state to get an SE in? Yeah....I passed!!!!

.Passed....whew....

McEngr: 2006 IBC Structural/Seismic Design Manual Problem 35 Commentary "...For rigid diaphragms of SDC's C, D, E and F, the seismic anchorage forces are given in 12.11.2" I haven't seen any references indicating using chapter 13 for structural walls with rigid diaphragms.

I purchased the Struct I and II example problems from NCEES a few years ago when I planned to take the SE exams but never did. If my scanner was working I'd scan them and email them to you.

Ahhhh!!!!...In the NCEES booklet I have they used Cs=0.558...and they corrected it in the ERRATA I had attached....thanks!!!!

Thanks!

Here is problem #450 from the old NCEES Structural II sample questions, please determine Cs: Ss= 1.0 Fa=1.1 Sds=0.733 S1=0.2 Fv=2.0 Sd1=0.267 Site Class= D SDC= D I=1.0 Roof Height =14.5ft Ord Conc. Braced Frame R=3.25 Ta=0.02*14.5^0.75 = 0.149sec To=0.2SD1/Sds=0.073 sec...

What are you guys using for d or d sub v for the shear stress of a masonry wall. fv = V/(b*d sub v)? SERM and 2006 structural seismic uses the total wall width. (d sub v) Susan Frey and an old NCEES Structural II practice exam use d (depth to reinforcing) Thanks!

Thanks McEngr... following the Sa chart is the way to go, I was just following the text of ASCE7 on page 129. I've learned a bunch while studying for this exam! BTW the SERMS definition of "wind borne debris region" on 7-42 states "region in Hawaii that is within 1 mi of the coastal high water...

SERM 6 page 7-27 indicates the Cs value for T<TL be determined by ASCE eq 12.8-3 and the maximum value be determined by ASCE 12.8-2. I have always used equation 12.8-2 to determine Cs and equation 12.8-3 for the maximum (provided T<TL; which it is for most low rise buildings. Thoughts...