Thank you! I'm really grateful for this video. None of my professors took the pain to explain the nuances of a column interaction curve in such detail. I feel I'm lucky to have discovered you're channel. Subscribed!
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
Hello Sir, The example is been explained in simpler way , thanking you for doing same. Apart from finding capacity ratio of column I am Keen to apply stress checks for SLS in column. If u can make a video on that or suggest any book , article . It will be a great help.
Tension is to be subtracted when combining the compression loads from the compression block forces. Same reason he subtracted middle steel forces due to it landing outside of C and putting this steel in tension (-)
Hi sir. Thank you for this. Very helpful. I would just like to ask how would I be able to add more points on my interaction diagaram aside from the 5 points you solved here?
Thank you for sharing this useful example. I want to know when we are in point 3 and tensile steel strains are greater than esps_y, should we consider this equal to eps_y?
Thank you! I'm really grateful for this video. None of my professors took the pain to explain the nuances of a column interaction curve in such detail. I feel I'm lucky to have discovered you're channel. Subscribed!
Excellent teaching . Fully understood. Many many thanks for this video. God bless you .🙏🙏🙏
27:29 N should be Cs3+cc+Ts2 - Ts1. 29:28 why is middle steel not accounted for in the moment calculation?
Thanks for your very deep explaination. Might I know if there is any material factor in calculating the moment and axial load capacity?
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
fantastic example, thank you very much for sharing.
I know this is an old video, but why didnt you consider the moment caused by the middle bar when calculated total moment for the "pure moment" point
Hello Sir,
The example is been explained in simpler way , thanking you for doing same. Apart from finding capacity ratio of column I am Keen to apply stress checks for SLS in column. If u can make a video on that or suggest any book , article . It will be a great help.
10:52 why did you subtract 79.2. Arent you supposed to add it?
Tension is to be subtracted when combining the compression loads from the compression block forces. Same reason he subtracted middle steel forces due to it landing outside of C and putting this steel in tension (-)
all of your steels that are within the 0.85f'c area should have force like As(fs-0.85f'c) instead of Asfs...
I just notice sir, should the value of the width of the stress block in computing the concrete stress be beta1xc, which is. 8x5.93 inches?
Hi sir. Thank you for this. Very helpful. I would just like to ask how would I be able to add more points on my interaction diagaram aside from the 5 points you solved here?
Thank you for your most helpful video sir. i hope you`re always stay healthy like pak candra
Thanks a lot... Can you Share the slide please?
Thank you for sharing this useful example. I want to know when we are in point 3 and tensile steel strains are greater than esps_y, should we consider this equal to eps_y?
very useful
awesome