Hello po engr. Mga ilang tonnes po kaya ang kayang ipatong (upright)sa culvert na may sukat H 1.5m W 1m thickness 10cm..
@TA3A.YAWARD17 күн бұрын
why there is no one talking about the compression anchorage and why we need it?
@WG-ft6tz24 күн бұрын
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
@monolith9413Ай бұрын
Thank you for your good example. I have a question. Can Collins and Mitchell model be used for 5000 psi concrete?
@lucaseduardomarcondes7529Ай бұрын
Hello David, what's code do you use?
@mootassemhassoun3948Ай бұрын
Great lecture! Very nice to finally get to know the derivation for the confinement formulas
@user-tm4lt3qi7vАй бұрын
David da goat 🐐
@kieranzinn38432 ай бұрын
Thanks for the clear explanation
@BuntyAnbastiAdesh2 ай бұрын
Noice!
@effectprojectekb2 ай бұрын
Very interesting, Thanks.
@waynewestly44683 ай бұрын
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
@choosingbegger97993 ай бұрын
27:29 N should be Cs3+cc+Ts2 - Ts1. 29:28 why is middle steel not accounted for in the moment calculation?
@loydgallardo86163 ай бұрын
Thank you so much sir,this is helpful video that can help my stuying, sir i have a favor may i borrow this file.
@dumpalasunil31533 ай бұрын
🎉
@Mzkiee3 ай бұрын
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
@Trump_Gaming3 ай бұрын
Dumb question, but... if your beam was NOT doubly reinforced, would your rho' just be 0? Since the area of that steel is 0?
@samuelrobertson83544 ай бұрын
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.
@happyhayden114 ай бұрын
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
@ibaha4114 ай бұрын
@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.
@rllrll95124 ай бұрын
I hate the speedy explain
@mazrashidi89334 ай бұрын
thank you
@sanskrutidhanwate68185 ай бұрын
Very well explained
@RickyTeachey5 ай бұрын
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?
@StructuralJohn5 ай бұрын
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?
@jaraychumugsorn77205 ай бұрын
What is the purpose of h measurement?
@nasirpourali71685 ай бұрын
Best
@MargaritaCedeno-rg6cm6 ай бұрын
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
@aldiputra92366 ай бұрын
Dear Sir, do you know how to determine the side reinforcement for raft foundation? Thank you
@KawooyaPhillip-wc2wp6 ай бұрын
Thanks for that insight Sir but i would like to understand the computation in the 2nd row for time after initial curing
@user-fq3fe1gd1j6 ай бұрын
Good job, thanks Can you pls share with us crack width calculation for tension piles.
@khaibarrahimy64377 ай бұрын
So helpful
@bakhtyarnajar40687 ай бұрын
What is the reduction in the load carrying capacity in the slender column loaded concentrically ? thanks
@johnovercash75477 ай бұрын
frequency?
@T121T7 ай бұрын
seems we're not in Kentucky anymore
@TheArchicad7 ай бұрын
thanks for the video!
@TheArchicad7 ай бұрын
Awesome!!
@user-mr8mq7me3r7 ай бұрын
can you tell me about the book?? who is the author of this book?? thank you in advance.
@user-sv6tm9lz9e8 ай бұрын
how do you know node D is smeared?
@husseinrahimi53578 ай бұрын
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
@husseinrahimi53578 ай бұрын
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.
@user-ti2dq1tu9q8 ай бұрын
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.
@user-ti2dq1tu9q8 ай бұрын
I reviewed the problem statement and it is fine to consider delta4 since there is a 10 year pause in the middle (it could be because the construction is abandoned due to lack of funds or problems at work for example). Good practical example! I understand that it does not apply to the most common cases where the work continues directly and there are no long pauses of years.
@Martin-iw1ll8 ай бұрын
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.
@navidsiahpolo63728 ай бұрын
Perfect
@Maninsearchofmeaning289 ай бұрын
What is the limit of this model?? Can we use it for a UHPC sample, of 22 ksi??
@guyzaza19 ай бұрын
thanks
@user-uq5pv3vz5d9 ай бұрын
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.
@user-uq5pv3vz5d9 ай бұрын
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.
@user-uq5pv3vz5d9 ай бұрын
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.
@jakepfannenstiel770310 ай бұрын
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?
@huseyinsanal10 ай бұрын
ACI max spacing, Vs>4bwd.fc1/2 so max spacing is 5.375 inch. am I right?