Hello everyone, long time viewer but first time poster. It's just been one of those days and I'm sure I'm overthinking things. I've got a job with SDC C and using a steel R=3 system with HSS diagonal bracing. Because R=3 I don't have to use AISC 341 provisions. However, ACI 318-14 17.2.3 says anchors in SDC C shall satisfy additional seismic provisions. My question is, do I need to amplify my seismic reactions for R=3 to check concrete failure modes for anchoring to concrete (breakout, pryout, etc)? I'm looking at 35 kips shear vs 105 kips amplified shear at a couple of locations
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