There are 8,351 viewers and 235 thumbs up ad 5 thumbs down. I understand that this is not an easy topic and trust me this is an awesome detailed explanation you can't find else where. My advise is to take your time to understand it all once and for ever to kill the gap you have in this topic. I would suggest all viewers to be courteous and give thumbs up because this is really an awesome presentation of this complicated material. I am not talking about this who don't understand a thing but to those who used this material to learn at list something from it.
Dr. Ley, if i may ask, where can we find the 0.1f'cAg in ACI? it seems that i can't find it anymore. The transition of the reduction factor, as per my study, starts from the Balance Condition where the strain of the Steel is equal to fy/Es to the allowed limit of 0.005 strain below the balance condition. and only after the strain goes beyond 0.005, the reduction factor also reaches 0.90 up to the pure tension point.
I have notices a lot of concrete cracks and failures occur at corners , pillars meeting slabs , edges of slabs , cutouts in slabs or pillars. Could you do something on the how corners effect the concrete and whether we should deal with this buy adding more rebar or thickening the concrete or rounding and if so how much ?
Thank you Tyler for such a strong Video ! is there any chance that you do the video on how to draw moment curvature diagram ? also please describe any difference on the equation that should modify CGS unit to SI unit.
HI , thanks for the great content it's really helpful, but I have a question: at point C where (p=0). Can you explain and type the calculations for the compression steel ? thanks again
Thanks so much pro , you really made me love RC more , in balnce point and pure moment , I think we should take a moment about plastic centroid not about N.A
Dr. Ley, Thank you for the great content. This video is truly helpful in understanding the concepts. When Drawing the interaction point for point B, the coordinates are P=359K and M=2,140K-in. On the interaction diagram in the video it appears that M for point B is close to 4000K-in. Please correct me if I am missing something. Thank you! Sincerely, Krenar K.
Wish I could give a million likes Professor ! Excellent video and really helpful. Among Eurocode and ACI which is more accurate and practical as per you ?
You have calculated the moment about neutral axis (that is "c" distance from top of compression zone). Why have you not calculate the moment about center of the column (that is from h/2 of the column one edge)? As "e" (eccentricity) is the distance of load P from the center of column. So, moment arm for RCC compression block is (h/2-a/2), for compression steel it is (h/2-cover) and for tension steel is (d-h/2).
Sir in the next video please try to explain different Design Methods like Limit state method, Ultimate load method and working stress method my concept is not clear.
Thanks for the question. This is a topic that not a lot of people ask about. Working stress and limit state methods are not that different. It is all about how you apply the safety factors. I do think that working stress limits the understanding of how the structure will fail. The US is largely an ultimate load design method approach with some serviceability limit states used. I think that is a good approach but I may be biased as that is what I learned and I teach now.
Tyler your sound effects are too dang loud relative to your voice. I just shat myself in the middle of the library when your CHA-CHING thing went off. ..
![I.N "HALLUCINATION" | [Stray Kids : SKZ-PLAYER]](http://i.ytimg.com/vi/n5B5q1Hwt_U/mqdefault.jpg)
This deserves more views. Thank you so much!
Never ever had so much fun with RC Column Interaction.. Awsome, funny and very helpful Dr. Ley! thank you and god bless
i had problems with RC until i met you :D im learning a lot of things from you in a very short time. thanks tyler
Thanks so much for the kind words! Keep learning and you will do amazing things!
There are 8,351 viewers and 235 thumbs up ad 5 thumbs down.
I understand that this is not an easy topic and trust me this is an awesome detailed explanation you can't find else where.
My advise is to take your time to understand it all once and for ever to kill the gap you have in this topic.
I would suggest all viewers to be courteous and give thumbs up because this is really an awesome presentation of this complicated material.
I am not talking about this who don't understand a thing but to those who used this material to learn at list something from it.
nice to see people speaking about things they love. Thanks !
Great work, unlike any prof ive ever had, truly appreciate you for taking your time to make these videos :)
Can you explain why you take the moment about the centroid of concrete instead of the neutral axis when c=16”?
Excellent explanation. Keep up the great work, man!
Heyyy Tyler, You always Provide Best Content about RC structure. (Especially Thankful To You-In Quarentined Days👏😂🤗)
Thank you so much! I really appreciate it.
Dr. Ley, if i may ask, where can we find the 0.1f'cAg in ACI? it seems that i can't find it anymore. The transition of the reduction factor, as per my study, starts from the Balance Condition where the strain of the Steel is equal to fy/Es to the allowed limit of 0.005 strain below the balance condition. and only after the strain goes beyond 0.005, the reduction factor also reaches 0.90 up to the pure tension point.
Yes, I can't find that either. Joseph did you ever have any luck finding it?
@@scottorlowski5065 maybe its from an old version of the code. I can't see it anymore in ACI 318 v2014.
What is the maximum bending stress of column from PM curve
I have notices a lot of concrete cracks and failures occur at corners , pillars meeting slabs , edges of slabs , cutouts in slabs or pillars. Could you do something on the how corners effect the concrete and whether we should deal with this buy adding more rebar or thickening the concrete or rounding and if so how much ?
Thank you Tyler for such a strong Video ! is there any chance that you do the video on how to draw moment curvature diagram ? also please describe any difference on the equation that should modify CGS unit to SI unit.
sir. what assumptions u made previously? u mentioned at 5.02 mnt.
Can i ask what reference you use ?
HI , thanks for the great content it's really helpful, but I have a question:
at point C where (p=0). Can you explain and type the calculations for the compression steel ?
thanks again
what is the name of the book u r using? Can u provide me the book? It will be a great help sir....
Thanks so much pro , you really made me love RC more , in balnce point and pure moment , I think we should take a moment about plastic centroid not about N.A
Dr. Ley, Thank you for the great content. This video is truly helpful in understanding the concepts.
When Drawing the interaction point for point B, the coordinates are P=359K and M=2,140K-in. On the interaction diagram in the video it appears that M for point B is close to 4000K-in. Please correct me if I am missing something.
Thank you!
Sincerely,
Krenar K.
it's actually 3940 k in. he made a little mistake in calculation.
You explain it so well! Thank you.
Wish I could give a million likes Professor ! Excellent video and really helpful. Among Eurocode and ACI which is more accurate and practical as per you ?
Why do you assume the steel is yielding for point A? Isn’t all that matters the concrete compressing? Almost nothing was explained
You have calculated the moment about neutral axis (that is "c" distance from top of compression zone). Why have you not calculate the moment about center of the column (that is from h/2 of the column one edge)? As "e" (eccentricity) is the distance of load P from the center of column. So, moment arm for RCC compression block is (h/2-a/2), for compression steel it is (h/2-cover) and for tension steel is (d-h/2).
I had the same question.... in this regard it seems the net compression acting at the centroid would be missing from the summation totaling moment...?
that's amazing explanation
OOOPS! Your X value for B is, I think, 3940 in-kips not 2140. Love your work and thanks for the vidio!
Thanks, this video is very helpful....
at 4.34 mnts . could u plz make it clear.
You're insane... Thank you!
Thanks it was really helpful.
At Point B, THE BALANCE MOMENT SHOULD BE 3940 K-IN @8.02
Sir in the next video please try to explain different Design Methods like Limit state method, Ultimate load method and working stress method my concept is not clear.
Thanks for the question. This is a topic that not a lot of people ask about. Working stress and limit state methods are not that different. It is all about how you apply the safety factors. I do think that working stress limits the understanding of how the structure will fail. The US is largely an ultimate load design method approach with some serviceability limit states used. I think that is a good approach but I may be biased as that is what I learned and I teach now.
👍 , great content
Thank you so much!
Outstanding!!! +++
Thank you!
Why!
Kaaaachinggggg !!!
Tyler your sound effects are too dang loud relative to your voice. I just shat myself in the middle of the library when your CHA-CHING thing went off. ..
You are really charged
YES!!! Thanks for noticing.