huangyhg

detailing at column/beam intersection
the design code specified that no more than 10 percent of steel area is permitted at column lapping. on site i noticed the intersection between beam and column (internal column) is packed with reinforcement. it's even worse if the beam and column are lapping at that particular point. it's almost impossible to pour and
vibrate concrete properly. if you seperate the beams and columns, the area of steel is within the code allowance. comments?

when referring to a caode please reference code name & section.
i understand from your first sentance that you are talking about column laping. if that is true, it is not clear to which code you are refering to.indian codes specify that not more than 50% of steel shall be lapped at a point. usualy we take care of this by stagerring the laping of column bars.
from second sentance i understand you are discussing about conjustion of reinforcement at beam/column junction.usualy it is true as the steel in this region is governed by moment crying capacity of the junction.it further worsense if you are designing and detailing for seismic lodas. this only improved by proper detailing, proportioning the
this happens so much in site erectin for interior columns or corner ones supporting beams particularly when the two intersecting beams are simply supported and we have to end the bars in the body of column at the same location causing congesting of steel reinforcement in that portion bearing in mind that it should be a space around each bar for the concrete to envelop and make bond to allow the steel to achieve the function of as it is designed to, any how this is a big problem uptill now not solved particularly when we have heavy steel reinforcement.i suggest to make the top or bottom bars on layers to maintain the right space around ie. if we have 6 bars dia 25 mm we can separate them in two layers 3 dia 25 and 3dia 25 and so on.
ok ( structural )

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