Need Allowable Loads for A107 anchor rods

[TEW]

Does anyone have the old ASTM A107 Standard or other published document that provides the allowable loads on anchor rods? ASTM A107 was withdrawn in 1968.

Thank you.

TEW

 

[Ron]

A107 was a material specification for hot rolled bar stock. It would not likely give a load table for a finished product such as an anchor bolt.

Are you maybe looking for ASTM A307, a common bolt specification for normal strength bolts (including anchor bolts)? Even that does not give a table as I recall, though A307 has a minimum yield of 36ksi, so you can compute the load based on the net area after threads are considered.

AISC manuals give tables for bolt loads, including A307 bolts.

 

[TEW]

Ron,

Thanks, but the drawing (1964 vintage) clearly indicates ASTM A107, Grade 1020, not A307. I thought that the A107 may have been replaced with the A307, but could not confirm. According to ASTM, A107 was replaced with ASTM A575. I looked in my AISC 6th Ed. steel manual, but it was silent on this material.

Still looking.

 

[Ron]

TEW...as sometimes happens, the drawing reference is not as it was intended. The A107 specification for mild steel would give the required yield strength of a base material, but not the load capacity of a finished product. A107 was replaced by A575. I will check in my library for an older AISC version....it should give it.

I'll post as soon as I can check it. Do you know the diameter of the anchor bolts? Do you know if they are hooked or otherwise "locked" into the concrete? That dictates the ultimate capacity, not the yield strength of the material.

Also...I red flagged your post in the structural forum since cross posting in the forums is not allowed.

Ron

 

[TEW]

They are 1 inch dia. J bolts.

Thank you.

 

[Ron]

If you looked only at yielding of the bolt, you'd have a capacity in the range of 15 kips. That's not the only consideration, though. You need to know the length of embedment and there have been studies on J-bolts that show that they can pull out without spalling the concrete.

If you look at the concrete embedment, you'll have to compute a failure cone (45 to 60 degrees)and figure the resolved shear-tension failure of the concrete at the cone face.

Depending on the edge distance, the influence of the cone area, spacing of the bolts, strength of the concrete and maybe a few things I'm not thinking of at the moment, you'll be at one of the conditions, most likely with the concrete parameters controlling.

 

[TEW]

Thank you. The bolts are embedded 18 inches into 3000 psi concrete.

I do not have a problem with the calculations regarding the pull out of the the bolt or concrete cone. I really just need the allowables for the anchor rod steel material.

I am adding an extention to the base plate and additional bolts (epoxy installed) and want to take credit for the existing bolts.

Thank you.

 

[dik]

From my general notes...

ANCHOR RODS SHALL CONFORM TO ASTM [A36|F1554 (GRADE 36|55|105) MIN U/N

you can use ASTM F1554 Grade 55 or higher if needed...

 

[TEW]

Thanks dik, but I was tring to evaluate existing anchor rods. I too specify F1554 for new anchor rods.