Have you ever said, I've got a "quick question" for you? Well, I have too. I'm a civil structural engineer (PE) in the United States, and I created this channel to answer technical, cultural and immigration questions related to engineering. I started learning English in the US in 2014 and studied half of my degree in Brazil and half in the United States. I hope my diverse background paired with your quick questions help us generate some great content!
For a quick or long question, you can reach me at quickquestioneng@gmail.com
*Rômulo de Carvalho Silva, PE is a project engineer working for a corporate company. This video and this channel does not necessarily reflect the opinion nor beliefs of the company and are for entertainment purposes only. All thoughts expressed are purely his own observations and experiences.
@@M0NeYsNiPe thanks for tuning in! Do you know when Michigan will update to ASCE 7-16? Florida pretty much keeps up with the IBC because we’re on a 3-year code cycle. I don’t love having to re-learn codes/provisions all the time, but it’s nice to see how our industry is evolving based on more research and lessons learned from hurricanes and earthquakes for example.
I have the ASCE 7-22, and there is no section 28.5 and I can't find anything on the simplified design method. Can someone please educate me if ASCE no longer allows the simplified method if the state uses the ASCE 7-22? Also, the wind loads are considerably higher in the 7-22 ASCE Hazard Tool online than in the 7-16. Edit: I did some additional research and yes, 7-22 eliminated the simplified method in chapter 28.
You are correct that 7-22 dropped the simplified methods! I noticed that recently and will be making a video about the updates in 7-22 including this one. Regarding your second comment, I don’t think the wind loads are considerably higher in 7-22. Maybe you’re looking at velocity pressure (qz, qh)? The directionality factor moved out of that equation but into the pressure equation, so you’ll be getting higher velocity pressures but then these will get reduced when you calculate the actual pressures with Kd, G, cp, and GCpi.
Obrigado pelas informações Eugenio. Alguem pode dizer como e o exame? Sou formado engenharia mecanica, mas trabalho na aviacao na area tecnica operacional. Gostaria de tentar validar a engenharia
Can you check your Minimum wall pressure approach? Paragraph 28.3.4 in the Commentary Section (Page773) refers to figure C27.1-1. Figure C27.1-1, page 768, shows the 16 psf wind load on only one side of the building. In your spreadsheet you included both sides of the building.
Sorry for the delay in replying. Great catch! You're correct, the minimum pressures should be on only one side of the building as it is the "net" pressure. In my spreadsheet, the minimum base shear should be half of what is shown for load case A and B which will make the minimum pressures even farther away from controlling. Thanks again for pointing this out!
@@QuickQuestionEngineeringThanks for confirming. I will say I prepared a spread sheet similar to your example as it is well organized and helpful. In fact it was the way I discovered the discrepancy. I ran several wind conditions and was puzzled why the minimum was controlling. When updating some of the references to ASCE 07-22 versions I noticed the issue. One thing I did add was a simple sketch in excel and inserted the loads at each face, so it is easy to see the change in one view. Its a bit crude but if are interested I'll send a copy for review.
@@TheModelmaker123 That’s awesome! I’d love to take a look at it if you don’t mind. My email is quickquestioneng@gmail.com. I’m finishing up another video solving the same example but using the Directional Procedure Part 2. I just created a footnote to cover the minimum pressure checks and avoid confusion this time.
In step 5, Load case A for the roof why do you compare total vertical load in PSF to Horizontal Load in KIP to see what controls....? You also have "Wall Pressure" in that table with 8 psf listed as the min. isnt that roof min?
Thank you for catching this. In step 5, the total vertical load for the roof is in Kips. I mistakenly had it labeled as PSF. "Wall Pressure" in that same table should read as "roof pressure". I appreciate the feedback. I'll make sure to have these corrected for the next video.
Hello, may I ask a couple of questions: 1. How come wind pressures for zones 4 and 4E came out to be negative values in Step 3, but went to the table in Step 5 as positive values? 2. Why do we check for uplift using the positive internal pressures only, and not the negative ones? Hope everything is doing well with your studies for the second try :)
Hi @iam_stl, great questions. #1. Zones 4 and 4E are negative values in step 3 because the pressure acts away from the wall surface (thus the negative value). In step 5, technically they are negative as well. In my spreadsheet, I used the absolute values for all pressures because I'm adding the pressures from the windward side (zones 1 & 1E) and the leeward (zones 4 & 4E). #2. I used the positive internal pressures only because they always control for uplift. The positive internal pressure acts from the inside of the building towards the roof and the roof pressures act away from the roof but from the outside. Therefore they add up, whereas the negative internal pressure subtracts from the roof uplift pressures. These are great questions that I may bring up in my next video. Let me know if my explanations made sense or if you have more questions. Thanks for the good wishes! I'm taking lateral depth today! 😬
Great! I just feel like wind load are quite complex maybe I should say tedious. This envelope method I found is like most convenient method. I am probably going to use automation method in STAAD and compare with this simplified method. @@QuickQuestionEngineering
very helpful but how did you get 6.75k for dead load? I got 4.32k...and for the 6x6 column, referring to NDS supplement did you check Douglas Fir Larch for 6x6 post and timber?Table 4d? I followed your design, it was helpful but my dead load + live load was 18. 27k and yours is 21k.. although my load was still adequate, I wanna know if I am missing something or was it just a blunder while you calculated the dead load? It would be really helpful if you could clear this off my head. Thanks for a great and fun video.
Thank you for watching and double checking the numbers. You’re correct! The dead load should be 4.32k, not 6.75k. For the post, I did use DFL No. 1 posts and timber from table 4D. Note that there are two lines for posts and timbers in this case. That’s for two different grading agencies, but Fc is 1,000psi for both.
Hi, Thanks for uploading, this is a very useful video and full of new information for me... I have a question plz, for your wind base shear, why did you sum loads from all 4 zones (1, 1E, 4 and 4E) ? shouldn't be one side at the time and then the base shear would be the largest of the 2 sides? Are you assuming that wind is blowing towards zones 1 and 4 at the same time ? Thank you!
Great question! We sum the loads because on one side we have a positive windward pressure, and on the other side we have the negative/suction leeward pressure. They act simultaneously as the wind hits the windward wall, travels around the side walls and create suction on the leeward walls.
Thank you for the explanation, I actually had it totally wrong 😅... I thought, since the building is enclosed and there is no internal positive pressure on the leeward walls, that the suction does not affect the MWFRS, but only affects the sidings or glazing attached to that wall...Cheers!
Você sabe me informar se tudo tem que ser original quando enviado pra NCEES? A NCEES tem um tradutor oficial? Tenho que traduzir as ementas todas ou eu brevemente posso fazer uma descrição de cada disciplina? Um vídeo explicando isso seria de grande ajuda. Obrigado!
Creio que a cópia traduzida e juramentada é suficiente pra NCEES. Se vc olhar no site da NCEES, acho que eles tem um exemplo das descrições de curso. Creio que são só descrições breves e não a ementa completa. Valeu pelo comentário e boa sorte!
Excellent video!!! Very informative!!! I'm looking forward to validate my electrical engineering diploma. In Florida, after having the equivalence arrested by NCEES, what's the next step? Do the Fundamentals of Engineering exam and registering on the Board of Engineers?
Sorry to hear this. Both components are very tough, especially the breadth portions. 25/40 is either a pass for the morning or REALLY close to passing the morning. From what I understand, a U in the afternoon is basically a guaranteed fail and that the afternoon sessions will affect what you need to pass in the morning. Good luck with your studying.
It depends in what state you are . If you are a civil engineer and you reside in Florida, the board only accepts evaluations from two institutions:NCEES and “Josef silly and associates” So if you are in Florida, as a civil engineer and you want to take the FE exam and PE , yes you have to go through NCEES I highly recommend you guys to get your credentials evaluated by NCEES if you plan to take the FE exam because it’s the only institution that all the state board accepts.
Thank you for being transparent and sharing this with us! I know it is tough to hear the news but God will get you through! Praying that you pass next time!! 🙏
Thank you guys both for being transparent and sharing how the exam went plus results. You guys are both huge inspirations to myself and the structural engineering community!
