Search results

To be honest, I would take the info regarding "sole practitioner" with a grain of salt for the following reasons: With only 79 responses in 2016 and 82 responses in 2018, data is very limited. Any additional data will likely shift the median pay significantly in one direction or the other.  ...

Are you saying that you felt competent before AND after the exam but somehow the results don't reflect that?  If so then it sounds like you didn't run out of time nor did you get stuck in any particular problem. In that case you are right there's definitely some blind-spots. I have a couple of...

I think if the exam asks you to calculate it, it'll most likely tell you which method to use (for consistency in grading).

Like vhab49_PE said, IBC always controls -- but usually it clearly references ASCE if it wants you to go there. In the Wind Load example you mentioned, IBC 1609.1.1 specifically states (assuming you are looking at the 2016 version):

Wind Loads: Guide to the Wind Load Provisions of ASCE 7-10 is pretty good and has tons of examples.

I second all of these. It's been a few years but I also highly recommend the SERM (I actually still use it as a reference from time to time at my current job) and the NCEES sample exams.

I believe you read it right. "The seal may contain an abbreviated form of the licensee’s given name or a combination of initials representing the licensee’s given name provided the surname listed with the Board appears on the seal and in the signature." (CA Board Rules) To me that reads...

"220 hours"... sounds like you are working over 50 hours per week consistently?? You probably already know this but a common metrics to compare apple to apple is to calculate your utilization rate (i.e. percent of billable time). I've heard that for engineering firms, the rule of thumb is...

Nice -- glad to be of help!

Don't remember the previous ones but the Eighth edition of Structural Engineering Reference Manual uses f'c = 4 ksi as shown in the header of the diagram. Not familiar with the SP-17(14) but answer should come out the same or close though...

In most cases, you should be able to choose if I recall correctly... (except for AASHTO questions which are always LRFD).

I totally agree that having an SE is going to help you in your career (in fact, it had helped mine tremendously). But I have to play devil's advocate here for a second... ...If you are going to take it in April, make sure your wife is on-board! If she can't accept the fact that you'll be...

Maybe you are looking for something like this? http://structuralengineerhq.com/ncees-se-exam-statistics/ I only have it for buildings though.

I remember doing this back in 2010 -- don't know if the current code has new exceptions or not. I recall doing some digging and found an explanation for using overstrength in cold-formed steel but I am drawing a blank right now. We ended up having to splice the top track (18 ga) with 20 #10 SMS...

Based on the previous versions (13th Ed Manual and 2nd Ed Seismic Design Manual), definition of Aw is different between the two books. In the Manual, Aw = dtw [Section G2.1 under equation G2-5] Whereas in the Seismic Design Manual, Aw = (d-2tf)tw [Section 15.2b] I assume the new versions...

Sorry I am late to this party but do you have any update on this? Just curious. By the way, imho, $18/hr seems way too low even for entry level. Is the firm doing bridges or buildings? This is not exact science but even salary.com...

He is going 45 degree into the concrete to calculate the area. Kind of like calculating the perimeter of critical section when doing punching shear -- but instead of perimeter, it's area. So a projected area if you will - in the plane of the rebars.

I think that's a typo. Should be 540 and 302. 90 might be depth of concrete minus rebar cover. 9.8 seems like the capacity of the anchor but I can't figure out where he got that from either. He then uses that capacity to calculate the moment capacity so FS = Factor of Safety sounds right...

Figure C12.3-5 seems to explain it pretty well that the connections don't need overstrength in this case. What did you end up doing? Just curious.

Wow thank you! (Just finally had time to take a quick look). Lots of info there.