I got through FE recently in my first attempt. I am 44 years old and didn't do any engineering works in last 4 years (not even any work). I decided to challenge myself and taking FE exam. Not just the exam, it helped me to landed an engineering Job during this tough time. I walked through almost all of your videos and Lindburg's practice booklet. All your little lessons were really helpful to me. Need to thank you so much for all the good work. I highly recommend this anybody who is going to take FE exam. Keep up good work girl.
Great video instruction as always Kenza. I find that if an examinee on the PE exam uses the AISC 15th edition (Table 5-2) it will give a value of Ae = 5.88 in^2, which in turn makes the design axial tension yield an answer of 254 kips which would be what you have as choice A. The fact that this problem gave you xbar = 2.17 in. and you calculated Ae = 5 in^2 was why the FE examinee would get choice C. All in the approach and how the questions are written, but again nice presentation.
How is it possible for the yielding strength to be smaller than the fracture strength? Shouldnt a member reach the yield strength before the fracture point?
I wateched this video in 2024, I was checking the reference manual, page 283, formulas for Tensile design have changed, I coudn't find your formulas, now is a factor for yelding and fracture
I got through FE recently in my first attempt. I am 44 years old and didn't do any engineering works in last 4 years (not even any work). I decided to challenge myself and taking FE exam. Not just the exam, it helped me to landed an engineering Job during this tough time. I walked through almost all of your videos and Lindburg's practice booklet. All your little lessons were really helpful to me. Need to thank you so much for all the good work. I highly recommend this anybody who is going to take FE exam. Keep up good work girl.
how long did you study for?
Great video instruction as always Kenza. I find that if an examinee on the PE exam uses the AISC 15th edition (Table 5-2) it will give a value of Ae = 5.88 in^2, which in turn makes the design axial tension yield an answer of 254 kips which would be what you have as choice A. The fact that this problem gave you xbar = 2.17 in. and you calculated Ae = 5 in^2 was why the FE examinee would get choice C. All in the approach and how the questions are written, but again nice presentation.
Excellent walkthrough...
Thank you for watching!
Thanks.
You're welcome
When will we know to use block shear?
Block shear is a check for bolted connections, not welded connections.
I noticed that the 10.1 version of the manual does not have the fee Tn equation under yielding or fracture. Do u know why?
I just noticed it too. Maybe because we won't have questions like that anymore. idk
Thanks
does anyone know where these equations are on the new reference manual? I can't seem to find them
How is it possible for the yielding strength to be smaller than the fracture strength? Shouldnt a member reach the yield strength before the fracture point?
I wateched this video in 2024, I was checking the reference manual, page 283, formulas for Tensile design have changed, I coudn't find your formulas, now is a factor for yelding and fracture
Great....👍