Instead of redistributing a maximum of 20% of the negative moment at the ends of a concrete beam, can I just design a beam as simple support and assume no end moment transfer to the column? Any justification in the ACI code?
I have a concrete flat slab building. A hole for a stair is to be placed such that part of the column strip is cut out. The loss of stiffness in adjacent bays is being addressed by adding FRP to the top and bottom of the slabs. Punching shear has been checked. Our problem is that right...
thread255-102015 Looking for guidance on design of shotcrete walls for swimming pools. Any references recommended? Also, it appears that the pool base is used to stabilize the overturnming moment from the walls. what effective length of the base is commonly used?
