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Concrete anchorage (ACI 318-99 appendix D)

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How many people have though about the new CCD approach and its integration into the IBC?  Reading between the lines I have drawn the conclusion that the new CCD approach & the IBC wants us to begin to think of concrete connections the same way we think of concrete beams.  Connections should be designed to fail in a ductile manner.  We are not necessarily making a better building by over-sizing anchors.  But instead, we should design the steel to yield before the concrete fails similar to a concrete beam.
Am I on the right track?  How many people still just use standard "over-sized" connections that are strong enough, but don't fail in a ductile manner?  Or is this another code provision that will be repealed in a few code cycles?  Any thoughts?
Jake Watson, P.E.
Salt Lake City, UT