expansion anchor = epoxy anchor

huangyhg

expansion anchor + epoxy anchor
folks,
is there any restriction anywhere in the code that prevents the use of an expansion anchor in conjuction with a epoxy anchor?
can a load of 50 kips be carried say 20k by expansion anchor and 30k by epoxy anchor?
any reference to portions of literature or code is appreciated.
thanks
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i don't know of a restriction, but why would you do this?
i have a situation where a new steel column is being attached to the soffit of an existing beam. i am trying to use expansion anchors to attach the cap (base) plate to the soffit because i am not comfortable with the overhead installation of epoxy. i am then coming up with a detail to attach the column to side of the beam. the column is in essence a 50' long beam carrying wind loads.
i would be very leary of using an expansion anchor anywhere near the edge of the beam due to possible spalling of the concrete, whether you use epoxy or not in conjunction with the same expansion anchor.
mike mccann
mccann engineering
if you're using a cap plate, won't your column accept vertical loads also?
the cap plate is going to be attached to the soffit. the steel column will get a double angle connection from the cap plate to the column. no bearing.
in retrospect, i should not have called it a cap plate.
no problem.
i don't quite understand the detail.  why not just use all adhesive anchors?  if you'd trust them to take a big chunk of the load, might as well trust them to take all of it.  (i think that makes sense, lol).
you should check how these anchors deflect with load before you combine them.  that will determine how they share the load.  you may find one carries more than the other, and it may not be the one you want.
ucfse, that's a good point, imo.
if we're talking about ductile limit states (may or may not be--not sure what's controlling), then perhaps they both can develop their ultimate strengths in the end even if they have unequal stiffness for lower loads.
greetings,
my first response to your question would be, is this a tensile, shear or oblique loading condition? or is this a combination of all of the above as it makes quite a difference? secondly, where is this expansion or epoxied anchor located on the existing concrete? thirdly, what is the compressive strength of the existing concrete? refer to the allowable (i.c.c./i.c.b.o) approved tension,shear and/or oblique loads as per the manufacturer as well as the edge, end and spacing distances as provided by the manufacturer. most of all i am quite concerned that this load of 50 kips (whether it be shear, tension,oblique or a combination thereof) is way beyond the allowable loads found in the simpson or hilti catalogs. additionally, i highly recommend that you consult with a registered professional engineer in the state that you reside in for additional information.
             thanks for listening(reading), p.e. in arizona, usa