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Drapes said:To determine the amount of diaphragm reinforcement engaged, thinking of a strut and tie model where say a 45 degree strut angle fans out in two directions starting from the termination point of the tie reinforcement back towards the slab edge. The number of bars contained within this fan strut zone determines the diaphragm reinforcement that has been engaged. Does this sound reasonable?
Also, just playing devil's advocate here, but surely there would be instances where the 5% load is low enough that you could justify the load path without having to even rely on any supplementary tie reinforcement. For example, you would simply rely on the longitudinal column reinforcement passing through the joint to transfer the load directly into the slab (via shear friction), not dissimilar to anchor theory where the shear is transferred directly into an unreinforced slab. Of course I appreciate you would possibly have edge distances, cone breakout failure modes etc to contend with here. What are your thoughts on this?
Yeah more or less, but you will need to consider development past the nodal zone typically in strut and tie, in practice this just means fan out from the point where the tie reinforcement is fully developed (not the end of the bar).To determine the amount of diaphragm reinforcement engaged, thinking of a strut and tie model where say a 45 degree strut angle fans out in two directions starting from the termination point of the tie reinforcement back towards the slab edge. The number of bars contained within this fan strut zone determines the diaphragm reinforcement that has been engaged. Does this sound reasonable?