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Thank you for the reply. I plan to take the lateral in October 2018. I think for the first run im going to work a lot of problems and follow the NCEES SYLLABUS stringently for a change. I followed EET deligently twice and no success with the PE. And its fair to say  theyre not the problem...

:D  just wrapped up a Double Tee design. Was a little saddened. But i agree. 

So your NOT a PE? Are there no PEs within the vicinity that would want to volunteer the work? I dont know how isurance for PEs work but it may be that because they pay insurance on their practice that they cant do it for Free. If i were a PE i would be more than happy to try my best and be of...

Which Goswami Book is it? Is it the all in one book? Anyways, ive always only calculated half the wall of the first floor( as in the top half for the second floor), if im not mistaken, PPI does so  as well. I hope more come in and talk about this, but my understanding is you use the tributary...

Thanks for the reply! 

For L6x4, ybar = 1.93” 

In Finding Vp, the vertical component to the prestressed force in shear analysis, if the tendons have a constant eccentricity, Vp= 0, yes? 

Wait!, hows this NOT a big deal?!?!?  PCI should be offended. :-/ too much?? Ok. Uhhh rreally,  how can they remove this reference? 

Well and why from 1/2? One could argue the long leg would start bending/yielding after the 3/8” thickness and our moment arm should be 4”-.375”, no? After all, our bolt nut is above our short angle leg thickness. And thats our fastener to the bolt. 

@KOKOMO777 thanks! Well im gonna give Structural one more shot in October. I still dont know that i will take a class, but i have every practice reference out there for self study. 

@KOKOMO777Do you mind sharing what percentage you got right in the afternoon? What did you think of SOPE? 

Hi, why Helical? 1. I dont see why bearing pressure would be different for and MSE wall, but look into what Geogrid does for you.  2. My first thought would be to get with geotech firm and inquire about strenghening your load bearing soils with lime or cement. 1000 psf is really low. Try to...

A member can buy 2 manuals. Try to find someone who is a member and can order it for you. Im sure if you tell them its for the PE exam they will help you out. 

So if you are reading a Geo Report that states 10kip/sq. ft. allowable bearing capacity. That is at their recommended pier depth? Or would it increase per depth of pier? Generally what is the interpretation? 

Well, and I agree. The issue I'm having is that I don't agree with the Geotech report. I mean, ultimately the detailing of the concrete pier will be 1% of gross area of concrete because the loads on this area  joke. But I don't want assume I'm right by my calcs, I want to feel comfortable with...

The closest I've seen is a Masters in Engineering Management with a Bachelors in another field. Meaning you take the prerequisites and then move on to Masters. But you have some sort of Bachelors Degree. So you met the 8 year experience? I thought that was only for Non Abet Accredited degrees...

Well, the Geo calls for a 25ft depth. But for the steel posts being installed I just feel its overboard and did my own calcs on it. 

I'm designing a CIP Concrete Drill Shaft and I have a Geotech report that is assigning 10kip/sf for end bearing and assigns .3 and .7 ksf (depending on each layer used) for allowable side shear resistance. My calculation gives me a Qb allowable of 99Kip with a FS = 3 and Qs allowable of 10 kip...

Anyone using L Pile software for Drilled Shaft design? Or Shaft? I ran into these softwares today in considering some Light Pole Base design and am curious what others think about it.  Thanks, 

I appreciate your reply. Thank you. I do not work in WRE. I work in Structural, but I am perplexed how I was not able to pass it in 2 years time. Honestly ashamed. I can take buildings and design them structurally with sound engineering and by necessary code. Now I realize I've been doing that...