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thanks for the section. i had it right in front of me but didn't see it. is shear friction added to appendix d in 08? i don't think CBC 07 which uses IBC 06 uses 318-08, so i don't know if that would be allowed.

the base plate is designed by the metal building supplier so i have no control over that. do you know what section of the IBC allows waive ductile if breakout is 2.5 times demand? is this in ACI 08 and not 05? i think 2007 CBC uses 2006 IBC which uses ACI 05 and not 08 thanks for your input

am i correct in assuming that if the capacity of the concrete (50k) exceeds the actual load (46k), i still have to design the concrete up to the steel capacity (80k)? i want to be sure because i am having to increase the ftg sizes to make this happen, and i see no way to make @ 3' diameter...

so no matter how excessive the load is for concrete, it has to exceed the bolt? seems excessive, when you consider the 0.75 factor already included

thanks. it finally occurred to me after i posted this. i was so caught up in the numbers and formulas that i wasn't paying attention.

do you have any thoughts about what is the controlling factor that would make it ductile? I have been trying different s spacings and supplemental reinforcing conditions as well as f'c but doesn't seem to make much difference.

I am trying out Quick Anchor to design anchor bolts for a steel building per ACI Appendix D. In the output i am getting a value for tension and shear x and shear y, but each has the "Brittle failure - not suitable for SDC C or above." note. I can not see in appendix D what this is. Has anyone...