A307 vs. F1554-36 -- AISC vs. ACI

[dbnerds]

A co-worker used Apendix D to figure the shear of an F1554-36 1"diam. anchor rod (13.7kips) . I used the single shear value of an A307 in the AISC tables (9.42kips).
I realize that these anchors aren't technically the same, but for this shear/structural discussion should we be getting the same, or at least closer, results? I think the tensile strength differences between the bolts are 58ksi & 60ksi. Thats only a 4% difference, but our individual findings are MUCH further apart.

Thanks.

 

[dbnerds]

Was reading my AISC incorrectly, results should be:
ACI -- 13.7kips
AISC -- 15.9kips

still a bit of a difference.

 

[HardyParty]

In my AISC (13th edition), the available bolt shear for a 1" dia bolt (A307) is 14.1k (LRFD). I used Table 7-1.
Table 7-1 assumes the nominal bolt area is 0.785in^2. This is bigger than the "effective area" of the 1" dia bolt used for calculation in ACI(.606in^2).

That could account for difference in my opinion.

 

[WillisV]

Reaching way back, see my first post here: thread507-182442
This discusses ACI vs AISC methods with regards to tension - shear is much the same.

 

[a2mfk]

Willis- I appreciate your repost, I was just browsing through the posts but I needed this clarification for some anchor rods I am designing. Your paragraph with the formulas was spot on, don't see why the same formulas wouldn't apply to bolts or anchor rods, there is no fundamental difference in the mechanics. AISC could just throw all the rods and bolts into one table to keep it simple.