huangyhg

a706 rebar required for seismic?
i recently came across the following in the 2005 aci code:
21.2.5 - reinforcement in members resisting earthquake-induced forces
reinforcement resisting earthquake-induced flexural and axial forces in frame members and in structural wall boundary elements shall comply with astm a706. astm a615 grades 40 and 60 reinforcement shall be permitted if:
a.) actual yield strenth based on mill tests does not exceed fy by more than 18,000 psi; and
b.) the ratio of actual tensile strength to the actual yield strength is not less than 1.25
none of my co-workers were really aware of this either, but typically all of our structures are in high seismic areas and it seems that we should be using a706 for everything instead of a615 from here on out.
does anyone else typically use a706 reinforcing in their special reinforced structures for high seismic areas? apparently this was even in the 1995 aci but it definitely doesn't sound like it is commonly known.
thanks
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cesana98j,
i only have aci 318-08 which may be different from the 05 edition. in the 08 edition the information that you are referring to is in 21.1.5-reinforcement in special moment frames and special structural walls. the commentary, r21.1.5 points out that this upper limit on yield strength is to prevent brittle failure in shear or bond and to allow the development of inelastic rotation capacity of the
a706 is not required - but you have to make sure on the mill testing for fy.

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