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Will it help if NCEES would switch the AM and PM modules to Depth in the morning and Breadth in the afternoon? Just to get a feel for the feeling among those who have  taken the exam.

Further to my interest in a study group, I thought about my time demands. For 6 months now, I am working “Remote” desktop reviews - mostly 6 days a week, 8 to 10 hours a day. I think it could be a factor if I have to take the vertical again. So I am going to press the pause button on the SE for...

Please use EB@75 when addressing me. I want to ask the moderator whether I can change the moniker and keep my current posts and maintain continuity. i have never done this kind of studying before so I am not sure about how to set about it. One way would be to follow the path of the exam...

Just to clarify 2. above, this is under the F2-2 scenario, whether bracing strength is checked to be adequate for all spans. If as have said before, the bracing interval is < Lp and the stiffness provided is adequate based on that Lb=Lp, then the stiffness requirement would be met regardless...

These are items for consideration in totality: 1. The prime (') and non-compact. Yes, the example section is compact. Why then is the table showing primes at the bottom which tie in with the values in the table for different spans? If anyone is confused, I am too. 2. Lb=0. Yes, < or= Mp...

Feeding Lb=0   Mn becomes > Mp because the second term will become positive. How is Lb absolutely is zero if the top flange is continuously braced satisfying Mn= Mp? or, Eq F2-2? Ex: W16X100;  Zx = 198 in^3 ; span = 20 ft ;  W = 297 K;  Lp = 8.87 ft  ;  phi Mp'= 743 k-ft ; Note the ', this...

Thx for the info where 3-9 is. My edition of 14th is page 3-10. Anyway, let us look at the 40 ft span. Say Lp is 10 ft.  from manual  for table 3-6: Maximum total uniform loads on braced (Lb ≤ Lp) simple-span beams bent about the strong axis are given for W-shapes with Fy = 50 ksi (ASTM A992)...

Page 3-9 of what?

Have either of you  (you and daywa1ker) looked at Fig.C-J10.2 and also Fig. C-F1.4. ? Here is the text that goes with the latter, Fig. C-F1.4:  "In this case, the Cb = 5.67 would be used with the lateral-torsional buckling strength for the beam using an unbraced length of 20 ft which is...

I am a bit lost in the woods.  F3. Doubly Symmetric I-Shaped Members with Compact Webs and Noncompact or Slender Flanges Bent About Their Major Axis The tables have footnotes to cover compact, non-compact, slender..........all F sub-sections. Looking for 3-4a, I cannot find a 3-4a. TDW, I...

Fig.C-J-10.2 might help. There are many other instances where this is borne out. Why I mentioned On the definitions of bracing, lateral restrained, segments, points of inflection, twist, bracing of which flange etc, I will get to them later.

I had the code reference in the post itself - Eq. F2-3. As for 'Up to Lr, fully braced', beyond Lr, braced or not does not matter. Why? Because, Fcr in Eq F2-4 has Lb squared in the denominator. The effect on Mn is not linear now. The (1/Lb squared) factor makes it curvilinear and as Lb...

(c) When Lb > Lr Mn = FcrSx ≤ Mp (F2-3) where Lb = length between points that are either braced against lateral displacement of the compression flange or braced against twist of the cross section, in. This definition of Lb in ONLY WHEN Lb>Lr. Please remember what I said earlier -Up to...

Hi Texan, I am back. Please see my post on the exam by a guest. I will wrap up some loose ends at home and be ready to go by the end of the coming week, say Saturday or Sunday. I think I will go for both Vertical and Seismic. It does not hurt. Please let me know how you want to set this up.

Before going into the exam topic, I want to say kudos to NCEES for the way they administered the test under these trying times of COVID-19. In Tucson, AZ the venue was very spacious, comfortable, well lit. The proctors also did an excellent job. Coming to the exam itself, I took the vertical...

I am back as I said I would. I took a brief look at the eng-tips thread. My initial impression is that it dwells on too many codes of other countries and not enough on the US codes which is our prime interest. An engineer cannot stand up in a US court and invoke those codes in defense. Also...

Structural engineering is something you may not want to switch to after some years in another sub-set of civil engineering. As CUniverse also points out, you may be better served to look into gaining structural experience. If you are with a DOT now you can try to get a lateral move to their...

Good luck TDW. It is down to the wire now.

Thank you Texan for your wish. My plan after the exam is to slowly gear up for the April Seismic. I will take full participation in that. But Seismic still doesn’t exist in total isolation from common elements in Vertical. I will stay somewhat connected on Vertical also until December when I...

I am taking the buildings vertical in 9 days. If I pass, I will take the lateral in April 2021. If I have to retake, I will do only Vertical again. Yes, I am in either way.