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d'oh! Good to know..thanks guys

Lol. Yeah those guys are rock stars, somewhere in the thread one of the main contributors reveals that he did his masters thesis on LTB.  My favorite part is how they seamlessly transition from referencing one countries code provisions to another countries, and discuss their differences.  I'm...

Or that obviously, if its an option.  My little $150 desktop printer that prints single sided would take until midnight to print it all with me reloading it every 5 minutes. Double sided and punched for me and picking up after ordering it online was worth it for me

I printed the whole thing at officemax for about $200, and then the only binder big enough to fit it was over $40 itself...so that is definitely the cheapest option if you can get your hands on a pdf

Not by much!

Good catch on #113, should be D I plan on spending the next week just focusing on afternoon problems - I definitely need better time management there.  That, and godforsaken aashto problems.  If I can feel confident on half of the bridge problems, I think I'll be in good shape

Absolutely - I sincerely appreciate any discussion like this right now that makes me get into the nitty gritty of the code, and has a chance to improve my understanding of the topics before the test

In the 3-10 charts, the horizontal portion of each beams line matches the moment given by taking (loads from 3-6)/(L)*L^2/8 - and the 3-10 charts start sloping at Lp because that is when LTB starts to apply...once the line in the 3-10 charts are sloping, the chart and table no longer match.

Over at eng-tips.com they had a monster thread a few months ago about LTB where they argued about lateral bracing of top flanges and a bunch of other stuff, complete with fem simulations and bluebeam sketches...its some great reading. https://www.eng-tips.com/viewthread.cfm?qid=459248

Lb absolutely is zero if the top flange is continuously braced The definition of Lb in section F2-3, page 16.1-47 of the 14th edition: 'Lb = length between points that are either braced against lateral displacement of the compression flange OR braced against twist of the cross section' E720 is...

29/40 for me on vertical, 27/40 on lateral...I'm in the ballpark at least

Because the spans in 3-6 aren't related to Lp - a 40' unsupported span in table 3-6 can still have an Lb of zero if it is constantly braced laterally. The paragraph regarding table 3-6 on page 3-10 says 'Maximum total uniform loads based on braced (Lb<Lp) simple span beams...are given' If...

I'm looking at the 14th - Table 3-6 is based on braced (Lb always < Lp, therefore not considering LTB) beams - I don't see anything about a reduction up to Lr.  I have never used any edition besides the 14th so I don't know if that is different between the two. Are the moment capacities in...

Well, if it makes you feel any better, I've been working through the PPI practice exam as well, and it is a borderline cakewalk compared to the AEI material. I basically took the vertical class twice prior to this practice exam...once in preparation for the April administration. So I felt a...

Glad I'm not alone.  There was a guy in the class chat during the modal analysis lecture that talked about how easy it was and how he hoped it showed up on the exam...hope he's happy! I got an email invite today for the review session for the lateral depth, its tomorrow at 645pm pacific time. ...

The first question...half of the question is doing modal analysis, meaning we had about 30 mins allotted for it. I think my strategy for modal analysis on the exam will be to write down a bunch of equations and move on, coming back to it if I have time (fat chance), because that part alone took...

Where is that in the manual? I must be going crazy, I'm looking at the paragraph about the charts on page 3-11 and dont see it The difference between 3-10 and 3-6 is that the 3-10 charts include lateral torsional buckling, and table 3-6 considers the beam fully braced

If you add the beams self weight to your applied dead load instead of subtracting it from the capacity that should take care of it, right?  Unless I'm confused, which does happen frequently.  Subtracting the self weight moment from the capacity seems to be a complicated way of doing it.  You'd...

I don't know of anyone that did that.  Most people still have bills to pay.  I've tried to use work to help study...If I'm using a typical detail I'll flip through the AISC tables and double check capacities, and I've looked into a few problems more than I usually would because I know I need to...

I've got to force myself to do problems on stuff I'm not familiar with...its so much easier and less frustrating to work through steel problems than it is bridge problems...but thats not where I need to focus...