ACI 530 3.1.6 Strength design of anchor bolts

[UcfSE]

Is there a provision decreasing the shear strength of an anchor depending on edge distance, for the strength design method? There is one in the ASD section, 2.1.4.2.3, but I can't find anything for the strength design method, nor anything refering back to the ASD section for the strength reduction factor. Surely this isn't meant to imply you can get your full shear strength no matter the edge distance. Any insight, or did I miss the section for the reduction?

 

[sdz]

Use ACI 318 Appendix D

 

[miecz]

I believe it is in equation 3-10, where l_be is the anchor bolt edge distance.

 

[UcfSE]

jmiec, wrt strength design: so we're saying that the edge reduction may be thought of as implied so to speak, since the maximum area for the shear cone of the masonry is limited not to exceed the edge distance?

In essence then you will never have a case where your shear area is reduced since the control in on l_be, not in a separate reduction factor. I realize that the theory behind the ASD and LRFD methods differ considerably here, but I was expecting to see a strength reduction in case you are close to an edge.

Does that sound reasonable?

 

[miecz]

ACI 1.5 defines l_be as the anchor bolt edge distance, measured in the direction of the load. I would normally think of this as the end distance, with the edge distance to be perpendicular to the load. ACI doesn't seem to consider the distance perpendicular to the load for the nominal shear strength. If that's what you're getting at, then I agree that I would expect there to be some reduction for that. In practice, I take l_be to be the minimum of the two distances.