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Thanks for this video, Can you share this pdf

Thank you so much. Very clear and to the point!!

Thank you sir

I curious about lamda-a for lightweight concrete. We will be used lamda-a is equal to 0.6,0.8, 1 times lamda when only lightweight concrete is applied or use the factor whether the concrete is lightweight or normal weight ? Eg. if I used normal weight concrete the factor lamda-a is 0.6, 0.8, 1 lamda-a or use lamda-a = 1 for this case because I'm not used lightweight concrete? 16:24

Great video, as always: clear, simple, short - thanks

Good for you

Thank you, very clear explanation.

How to calculate using computer

why to draw using SAP2000 TUTORIAL

Moment curvature double reinforcement beam.

Why I can’t find this explanation at any reinforced concrete text book?

David garber and david gilmour are my two favourites😁😂

David garber and david gilmour are my two favourites😁😂

Short but very helpful and instructive! Thanks

الله ينور عليك ❤❤

Introduction to flexure

What unit of pressure is ips?

Hagenes Turnpike

why does the cb in the full calculation = 1.5? shouldn't it be 2.5?

What was the rate of loading used?

Great video!

Great lecture, thank you!

Hello David, did you make any video explaining how to obtain the amount of energy dissipated by the element? I mean here the term My * fi (curvature) gives you a force unit result if I'm not wrong, it seems to me that you have to also define a length in which integrate the expression right? Thank you, Juan Ignacio

Hello. when a section considered as a share wall?

Excellent video. Thankyou

Thanks 👌

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?