Are there any codes that prohibit specifying a 180 degree hook for #18 rebar or recommendations against? I have received a recommendation from a fabricator against a 180 degree hook for #18 rebar stating it will put undue stress on the bar, risking breakage.
The issue arises that, in plan, an anchor is located 5' from the edge of the slab on two sides. This does not allow us to use a method similar to that of punching shear for a footing because d/2 is outside of the outer block. WRT the rock capacity, I will have to speak with my Geotech section.
JedClampett,
Thank you for your response. I have attached a picture of the structure for clarification. I understand your question of punching shear when the slab is on rock, however, the forces (P) are very high, in the order of 1900 kips (unfactored). The thickness used for analysis is 4.5'...
I am checking a slab founded on rock loaded by steel strand anchors for two way shear (punching shear). Analysis shows #9 bars @ 12" in both directions are required to resist flexure. This does not meet the requirements of ACI Eqn. 10-3 for min reinforcement of flexural members but does satisfy...
