วีดีโอ

good

Hello po engr. Mga ilang tonnes po kaya ang kayang ipatong (upright)sa culvert na may sukat H 1.5m W 1m thickness 10cm..

why there is no one talking about the compression anchorage and why we need it?

Dave, Thanks for the video. The interaction capacity applies to non-slender columns only correct? For the balance point calc, why wasn't the As area removed when calculating Cc, as was done with the pure compression calculation? Thanks

Thank you for your good example. I have a question. Can Collins and Mitchell model be used for 5000 psi concrete?

Hello David, what's code do you use?

Great lecture! Very nice to finally get to know the derivation for the confinement formulas

David da goat 🐐

Thanks for the clear explanation

Noice!

Very interesting, Thanks.

Would you post a link to the example problem videos. I would like to dothem but having a solution in hand would help a lot. thx

27:29 N should be Cs3+cc+Ts2 - Ts1. 29:28 why is middle steel not accounted for in the moment calculation?

Thank you so much sir,this is helpful video that can help my stuying, sir i have a favor may i borrow this file.

🎉

Could you please tell me the article title of "Qi & Moehler(1991)" and "Corley & Mattock (1966)" for the expression to find the maximum strain of confined concrete? Thank you in advance

Dumb question, but... if your beam was NOT doubly reinforced, would your rho' just be 0? Since the area of that steel is 0?

So I started doing wood framing calcs for my designs. I'm reading through NDS standards it ended up hear trying to understand the different from ASD and LRFD. I was taught and do calcs like Fb = Max M / Section modulas and compare that against the AWC tables for the wood we use. I'm assuming that's ASD method? The NDS section on adjustment factors is really throwing me off.

When calculating the bending moment aren't you doing it around the elastic neutral axis(axis with equal area on either side?) not the plastic axis(axis of neutral force) like said in the video

@davidgarber where do those 25 and 45 degree recommendations come from on 17th min? Are they code recommendations? For the hanger design, I think it’s a bit conservative to use that method since stresses can spread to a wider effective area.

I hate the speedy explain

thank you

Very well explained

His this was great thanks. However how can the S&T model be applied in the case of continuous loads, or the case of the self-weight of a wall only, or in the case of seismic shear wall where the only load is the acceleration load of the wall itself? None of these feature the point of application of the load at a single node. Where do you apply the loads to your S&T model in these cases?

In this video, you transform by multiplying by n-1. But in the next video in this series, you multiply by just n. Is this because you tranform differently for cracked vs uncracked?

What is the purpose of h measurement?

Best

Thanks for this Quality Conent, but i have a question in the 42:46 where we use equilibrium to solve for Kd, is there any chance that the equation had an error, because i've tried to solve it in different softwares but it always give me the answer like 11 inches

Dear Sir, do you know how to determine the side reinforcement for raft foundation? Thank you

Thanks for that insight Sir but i would like to understand the computation in the 2nd row for time after initial curing

Good job, thanks Can you pls share with us crack width calculation for tension piles.

So helpful

What is the reduction in the load carrying capacity in the slender column loaded concentrically ? thanks

frequency?

thanks for the video!

Awesome!!

can you tell me about the book?? who is the author of this book?? thank you in advance.

how do you know node D is smeared?

Dear David Thank you for your nice video. Would you explain me the philosophy of increasing the loads and decreasing the resistance in LRFD design method . If we are at the elastic zone in HOOK curve or pass to plastic zone in LRFD method ? . What is the main concept by increasing the loads if we do not pass to plastic zone, or it is virtual and we remain in elastic zone. I can’t catch the beauty of LRFD if don’t understand the logic of assumes in LRFD . Please clarify it me if possible. My in advance gratitude. H Rahimi

Thank you for your efforts to show the issues but Your had writing is indiscernible and not understandable ، so it was better shown with typed medium size fonts.

Are you sure that delta4 should be considered in the long term calculus? I think the sum for the total should be delta1+delta2+delta3 instead. Great video anyways.

I am not sure this is the best way to term it, you satisfy the yield criterion in the upper bound theorm as well, the stress at the surface of the collapse mechanism is at the yield stress.

Perfect

What is the limit of this model?? Can we use it for a UHPC sample, of 22 ksi??

thanks

Hello, sir, I want to express my gratitude for your informative videos on the topics of Mander's model and confinement stress. I am seeking your assistance in gaining a better understanding of confinement in concrete-encased columns, particularly those featuring an "H" steel section, and how it relates to the moment flange effect. Your insights would be greatly appreciated.

Hello, sir, I want to express my gratitude for your informative videos on the topics of Mander's model and confinement stress. I am seeking your assistance in gaining a better understanding of confinement in concrete-encased columns, particularly those featuring an "H" steel section, and how it relates to the moment flange effect. Your insights would be greatly appreciated.

Hello, sir, I want to express my gratitude for your informative videos on the topics of Mander's model and confinement stress. I am seeking your assistance in gaining a better understanding of confinement in concrete-encased columns, particularly those featuring an "H" steel section, and how it relates to the moment flange effect. Your insights would be greatly appreciated.

Just what I needed! Very good video, thank you. Question: I assume this is for the nominal/factored moment capacity midspan. How does the ultimate stress in the stands change as some strands are harped nearing beam ends? Does it change? Is a change simply from the d(sub)p distance from compression fiber to strand CG that would change the stress/strain in the strands?

ACI max spacing, Vs>4bwd.fc1/2 so max spacing is 5.375 inch. am I right?