Okay to use headed anchor tension reinforcement per ACI 318-19?

[jochav52802]

Good evening!

Is there any reason I couldn't use headed deformed bars as anchor tension reinforcement per ACI 318-19?

Section 17.5.2.1 states, "The design strength of anchor reinforcement shall be permitted to be used instead of the concrete breakout strength if (a) or (b) is satisfied."

And Section 17.5.2.1(a) states, "For tension, if anchor reinforcement is developed in accordance with Chapter 25 on both sides of the concrete breakout surface"

Commentary Section R17.5.2.1(a) states, "Ideally tension anchor reinforcement should consist of stirrups, ties, or hairpins placed as close as practical to the anchor."

Since Section 25.4.4 lists "Development of headed deformed bars in tension" as an acceptable deformed bar development method, I'd like to use that method since I have some very heavily loaded 2" diameter, ASTM F1554 Grade 105 anchor rods with limited space, and headed anchors can be placed much closer together since I don't have to deal with the relatively large bend radius of hairpins. The commentary section gives me some pause, but since it doesn't outrightly prohibit using headed deformed bars, I take that as they're allowed.

Many thanks for any input here!

 

[HTURKAK]

The commentary section gives me some pause, but since it doesn't outrightly prohibit using headed deformed bars, I take that as they're allowed.

ACI 318 does not explicitly prohibits the use of headed anchor reinf. Consider the break out tension failure surface . If the use of headed anchor reinf. just shifts the location of failure surface but the tension break out strength does not change , in this case it would be meaningless .
Pls provide a descriptive sketch to get better responds.