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All, We are 4 years old. Thanks You for your support. SEFP turned 4 years old on May24th. I was travelling so couldn't post this on time. Thanks.

Aoa. Heartiest congratulations to the Administrator, the moderators and the members. I strongly second waqar saleem. Regards.

Okay Mr. Makhzumi I'll do that for sure, those videos are actually where i started and were able to come up with the design as it stands but i didn't exactly watch them all either so I will be more thorough. Thanks for the direction though much appreciated. Kind Regards Alex

Congratulations !!! There should be some G2G :-)

It means you need to increase, or decrease, reinforcement in beam, or column. But, You have to have a reinforcement which satisfies your elastic elastic analysis. You can't reduce the reinforcement, below the level required for resisting factored combos, to satisfy this provision. You need to add more, or reduce. But reduced moment capacity of that member should satisfy the forces of design combos. If you have provided more reinforcement than the requirement of elastic analysis, you will need to check the shear corresponding to probable moment strengths. Increase in moment capacity of member will lead to an increase in seismic-shear. I hope, I have answered your query.