Some relevant ACI 318-14 references if you want to see things in the code: Vc Equations: Table 11.5.4.6 Vcmin: 22.5.5.1 Vs: 22.5.10.5.3 Asmin: 18.10.2.1 (Requirements for special shear walls) Spacing: 18.10.2.1 (Having a hard time finding the lw/3 and 3h requirements quickly)
You are really amazing, you make people to understand structural design easily, I wish I can learn using ETABS for design more in easy way from you Professor
I was just saving your videos to my concrete folder, now I realize that was wasted time because they're ALL GREAT! Therefore, to say thanks, I bought one of your Tshirts. I can't believe I'm going to go walking around with mud recipe on my shirt!
Professor Ley, I just subscribed to your channel and plan to watch most of your 264 videos. I am a retired IT Tech in Texas and know absolutely nothing about concrete, so this is probably ridiculous. But I really must find out how someone can exhibit your level of enthusiasm about liquid rock. I can already see that there is more to this than mixing aggregate with cement and pouring it into forms to watch it dry, so I hope to learn a lot... go slowly, please. 😏
Dear Dr. I have question about footing dowels, if the building is a high-rise building ( like 30 stories) then the footing dowel length is governed by tension development length rather than compression development length (ACI 318-19 Section 25.4 ). That's because of overturning moment from lateral loads is governing the design over gravity dead load. Do you agree? I think so because ACI 318-19/ 18.13.2.2 "Longitudinal reinforcement of columns and structural walls resisting forces induced by earthquake effects shall extend into the footing, mat, or pile cap, and shall be fully developed for tension at the interface."
I have a question, if we consider the Wall a big big column, then why don't we use the interaction diagram and use the related capable moment diagrams, Thank you?
Dear prof tyler Ley You are appreciated for sharing your knowledge Can you please make a video on a step by step manual design of a simple story building sir
Know this probably sounds stupid but.. I am in Jamaica. I want to know if there are special design considerations for building a cement roof compared to a deck? I mean, should I space the rebar differently, incorporate more beams into the design? What pitch might be best? Trying to look at ways to avoid wood and corrugated steel roof if possible due to the duckants and termites problems... Thanks.
but we may have a different load direction, with different moment each, how we can design our shearwall at this case ? conisdering the most severe case and design as the load acting simultaneously in each direction ?
In the big long Vc equation, you use 0.21*Nu/lw*d, but ACI shows it as 0.2*Nu/lw*h. It makes a fairly significant difference in the capacity of the concrete in shear. Am I looking at something wrong?
He's calling the wall thickness "h" which he code calls the generic member width "d". They're the same think. If you had a 15ft long, 10ft tall, 10" thick wall. That h or d would we the 10" thick.
Hello Maister ;). Can u show us the method how to calculate As for RC slab placed on Winkler surface(slab on grade)? I found only complcated solutions and FEM methods. In some articles there were also conclusions that concrete shrinkage only in that cases matters, this is of course wrong cose slab on grade has stress/strain capacity.
Big fan of your channel. I am a contractor that would like to learn more about load calculations for residential construction. Do you have a 101 playlist you can recommend?
