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Sorry forgot to mention that this is an analysis for new loads on an existing anchor group in mass concrete. I also forgot to mention that this is for CSA A23.3-19 as I am in Canada, so Appendix D is the norm here for anchor design. The concrete is also confined in steel plating. Thanks

I have an unusual design to validate and was looking for some opinions on what can be considered as the usable area for concrete breakout in tension. In the situation where the anchors would be inside a reservation in the concrete would it be possible to consider a bigger breakout cone? If the...