Thanks, TXStructural. Our understanding of shear friction is similar to what you've said. My concern still remains that unless the ends of the beams are allowed to rotate, that there will be some negative moment transfer at the beam ends, for two reasons: 1) the shear friction dowels and 2)...
The beam will be placed on top of an existing slab (no access underneath. The slab will be doweled to the beam. So the top reinforcement at the column is whate
ver gets dowelled in.
The beam is cast against an existing concrete column. Shear is to be transferred by shear friction dowels. We are concerned that the presence of the dowels will restrain rotation and draw some end moment.
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...
Thank you for the posts. I suspected the U-shaped design. With a concave wall shape it seems that this would produce some 3-D effects that would make a 2-D section analysis inaccurate. Any suggestions on how to model this?
Also, thanks for the comments on earth pressures. I do plan to...
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?
