Hello fellow practitioners. I Have a quick question please. I am currently verifying the resistance of a column that is reinforced with different type of steel. On the edges we have a total of 12 #6 bars with a yielding stress of 275 MPa. in the center of the column we added one #18 bar with a yielding stress of 517 MPa. I tried to find the answer on the code. But it doesn't discuss how to calculate Mr when the yield stress of steel is not uniform.
May I ask why are you using steel plates with different yield stresses in the first place?
As long as column is having only direct compression there is no problem in calculating the load carrying capacity of column. However with bending it will be little tricky but the column can be designed with variation in steel yield strength.
Hamed Sadaghian Actually I was studying the stabiltity of a dam pier. According to the results, the pier is not stable in slip so I had to add a passiv anchor (size #18 bar). The small bars are already exsisting in the column. Now I have to verify it in bending and compression.
Usually we go with increasing the no. of bars in periphery for increasing resistance of section or go for a higher grade of steel and such a bar distribution is not usually seen.From theory point of view since the bar is on the neutral axis it doesn't contribute to moment and only axial strength is increased.I would suggest to go for an embedded steel section like I as in composite beams rather than a single bar.
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