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aci318 app d rods vs. rebar

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Can anyone clarify why the tension and shear development of threaded anchor bolts (aci appendix d)  treated so differently than rebar?  the calculations for rebar development for shear friction and tension are much simpler than threaded anchors.  It is seemingly much easier to develop the capacity of rebar in concrete than an anchor rod and the impacts of minimal edge distance are much less.  also, section 1908.1.16 of the cbc has a further reduction on capacity of threaded anchors if subject to seismic loads.  there does not see to be a similar provision in the code if rebar is used tor the anchor element instead of a threaded rod. 
I have found little literature on deep embedment of threaded anchors, but why couldn't depth to develop tension capacity of a f1554 grade 36 rod be treated similarly to the same diameter of grade 60 rebar?
Thanks in advance for any discussion on the matter.
Paul Franceschi