Force distribution of na anchor rod group

[umrce]

I am designing two groups of anchor rods using Appendix D of ACI 318-08 and wanted some other professional opinions on the matter. I have two groups of anchor rods; 1) Four cast in the top of a 4' thick wall and 2) Five sleeved thru the side of the wall to be installed post-pour. My structure attaches to both groups of anchors via two pieces of 4" thick angle CJP welded together.

My primary question is can I equally distribute the forces applied in three directions to both groups even though in two of these directions the groups will carry these forces in shear in one group and tension in the other? I see no reason why I can't but feel as if I'm overlooking something.

On a separate note what would be the best approached to design the side bolts from? I don't feel as though ACI 318 necessarily applies unless maybe I grout back the sleeve which I feel is necessary for the bolts to have any shear capacity anyway.

 

[sdz]

My thought would be that because of hole clearance you might not develop much shear until there is some slip but the bolts in tension would pick up the load immediately.
Design for tension only in the bolts. Any shear you get count as a bonus.

 

[chicopee]

My questions are 1) in what direction(s)is(are)the force(s) acting? 2) any torque resulting from the loading? 3) is there enough concrete (reinforced presumably) to take the external load(s)?