epoxy anchoring clarifications

huangyhg

epoxy anchoring clarifications
for epoxy dowels, failure occurs at the concrete/epoxy interface, typically not as a cone failure that you would get with a wedge-type anchor.  spacing on epoxy anchors is less critical than for wedge anchors, so edge "blow-out" is usually not a problem with epoxy anchors.
pullout depends upon bond strength.  developing full yield usually requires significant depth of embedment.  this is usually not necessary.  
keep in mind, allowable loads given in hilti and other tables have a factor of safety of at least 4.
hfe (visitor)1 aug 02 9:44
what would be a good way to check if it will "blow-out"??
to control cracks in the tension side of the support i'm going to have to place these bars closer to the edge than i orignally wanted.
i know it will break going out from the bar at a one to one until it reaches the edge...but what is the shear strength of the concrete along that failure plane.  a quick look at aci and i didn't see it.
i like sleeping at night so i would prefer to check this to make sure.   all comments appreciated.
for tension i usually compute the pull-out resistance, concrete cone resistance,& steel tensile resistance and compare them. the smallest value would be the design tensile resistance of the connection system.
for shear i usually compute the concret edge design resistance against the steel shear resistance and use the smaller value as the design shear resistance of the connection system.
i suggest you communicate with a hilti technical engineer in your area or visit hilti's website
if you're worried about loading epoxy anchors with specific edge distances or spacings, go to the icbo reports (i.e. er-4016 for hilti hit c-100, er-5193 for hilti hit hy-150, etc.).  they're on-line (