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ACI Anchor bolts design

ACI Anchor bolts design

ACI Anchor bolts design


ACI has two phi factors for the design of anchor bolts tension capacity. 0.65 for brittle failure and 0.75 for ductile. What circumstances will the brittle factor apply?

AISC DG does not address this. The phi is always 0.75 per AISC DG.

Trying to understand the phi=0.65 brittle failure mode.

RE: ACI Anchor bolts design

Brittle is for any of the concrete failure modes (pullout, breakout, etc.).
Ductile is steel anchor material failure mode (yielding).

RE: ACI Anchor bolts design

That's what I thought. Thanks for clarifying.

RE: ACI Anchor bolts design

A lot of the stuff that you see in the AISC design guide uses reinforced concrete principles to achieve tension anchorage whereby the tension is basically passed from the anchor bolts to rebar nearby. Hence the 0.75 everywhere. The 0.65 tends to apply to situations where you're relying on the tensile strength (pullout / breakout) of concrete to move the anchor bolt tensions into the body of the concrete element.

RE: ACI Anchor bolts design

In ACI-318-14, "ductile" and "brittle" steel elements are defined in Section 2.3, helpfully alphabetized under "steel element, brittle" and "steel element, ductile" rather than just "brittle" and "ductile". Actual phi is then given in 17.3.3.

RE: ACI Anchor bolts design

JStephen has it right, that's what I get for not opening the code up before answering.

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