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# Appendix D - Anchorage - Shear at an angle that is not perpendicular or parallel to a free edge

## Appendix D - Anchorage - Shear at an angle that is not perpendicular or parallel to a free edge

(OP)
I have a dowel system that will be connecting two slabs together and it will be seeing vertical loads due to gravity and lateral loads due to earthquakes. Do I simply calculate the breakout capacity perpendicular to the free edge and compare that against my gravity loads then double it (to get the capacity parallel to the free edge) and then compare this value to my lateral loads?

Another application which begs this question is if we have a shear load that is not perpendicular or parallel to the free edge but rather at some angle, do we break the load into it's perpendicular and parallel components and analyze it as i have suggested above?

Also, regarding section D.3.3 - Seismic design requirements, D.3.3.4.3 (b) and (c) appear to be opposites of each other... does this mean you simply design for the max tension and reduce capacity per D.3.3.4.4?

Thank you!

### RE: Appendix D - Anchorage - Shear at an angle that is not perpendicular or parallel to a free edge

Using dowels alone to connect structural slabs at a movement joint is poor practice. Is that what you are doing? A sketch of your proposed detail would help.

### RE: Appendix D - Anchorage - Shear at an angle that is not perpendicular or parallel to a free edge

(OP)
It's part of a dowel system but this approach can be applied to any anchor close to one free edge with shear applied at an angle not perpendicular or parallel to the edge. I'm attaching a sketch right now.

Two more questions :
Since both loads are occuring at the same time, is interaction calculated the same way as shear/tension interaction?
If tension is thrown into the mix, should the three demand/capacity ratios go into the interaction equation?

Thank you

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