Upon reusing an older calculation, 3

[FL_Sem]

Upon reusing an older calculation, we noticed that the rebar provided for concrete breakout in a Seismic Design Category D region, is insufficient in quantity. The foundation has already been poured. Are there any mitigation techniques that don't involve tearing up the concrete?

Also, when designing anchor bolts for overstrength load combinations, does the ductility requirement still apply?

Thanks!

 

[FL_Sem]

@CANPRO I am not sure, I just started this job and looked up old calcs and found these issues, I'm working with the engineer who did the calcs to better understand the issues.
@Atrizzy I have asked the engineer who did the calc to look into the loads as it looks pretty suspect to me. Still waiting on feedback.

 

[FL_Sem]

Turns out, the load calc was incorrect and I discovered that in the combination, one value was not /2. The uplift is less than 50% of the ~500k and I believe it all works out. THANKS A LOT for all your input. This will surely come in handy for future calcs. Appreciate everyone's time and effort.

 

[CANPRO]

If your concrete was 350% overstressed, I hope the actual load is less than 30% of the 500k!

Your detail you posted of the anchors shows 3 anchors in a single line. Is that a standard anchor pattern for transmission towers? I've been trying to picture what this baseplate looks like and where the anchors are in relation to the tower leg, its been keeping me up at night ahaha.