Rapt:
This is a wall not a column as patswfc said according to euro code and you can go upto 6%.
Patswfc:
I have end up in this kind of heavy vertical reinforcement because of it's demand where this highrise structure has larger spans and restrictions in wall dimensions. This wall is not an core...
dik:
I'm troubling with the 25% of vertical reinforcement not 0.5 or 0.6% of Ac. 25% of vertical reinforcement seems much higher value which end up in dense horizontal links which is usually impracticable as per the code[ponder]
According to the standard EC2, It states that the minimum horizontal reinforcement of a wall to be greater of 25% of vertical reinforcement or 0.1Ac% in each face. I have attached the detailing manual code for the reference for this clause published by Istruct. But it seems like it is really...
Cancel-out in the sense to make the tieing reinforcement in an equilibrium(newton's third law). But the bond force will exert a compression in the column. Similar phenomena will be activated in the post tension ducts also.
My point is that no moment is transferred to the column when a strut and...
Thanks a lot. I have confused with tie action with the bond force in concrete. The bond force around the tieing rf create a vertical load on column.
Thanks rapt and hokie
When the corbel is designed as strut and tie method, the top reinforcement of the corbel will subjected to a tie force. As this rebar is anchored to the column after passing the bend, it will counteract with the compressive load(as tie force become vertical) of a typical column(Assume that...
I have a doubt that how the RC corbel action(Tie action) is applied to the RC column analysis
Is it correct to applied it as a Pxav(P- vertical action on corbel, av- distance between root of corbel & line of action) or as a Tie force which counteracting the column compressive load. Consider that...
