Anchor Bolts- ACI-318 App. D
Anchor Bolts- ACI-318 App. D
(OP)
A question- in using Appendix D, you have the equation for breakout strength of a group of anchor bolts, which is based on the available area around the bolts. Suppose that area essentially includes the whole concrete surface, but the breakout strength still calculates as inadequate- what then?
It seems that additional rebar tying the failure surface into the concrete would increase the strength. Or including simultaneous downward loads. But neither of these is included in the methodology. Any ideas?
A related question- the Appendix is limited to 25" maximum embedment and 2" or so anchor bolts- what do you do when you go larger?
It seems that additional rebar tying the failure surface into the concrete would increase the strength. Or including simultaneous downward loads. But neither of these is included in the methodology. Any ideas?
A related question- the Appendix is limited to 25" maximum embedment and 2" or so anchor bolts- what do you do when you go larger?






RE: Anchor Bolts- ACI-318 App. D
This method is alloweb reference within Appendix D. See commentary RD.4.2.1 (in ACI-02). "For anchors exceeding the limitations of D.4.2.2, or for situations where geometric restrictions limit breakout capacity, or both, reinforcement oriented in teh directino of the load and proportioned to resist the total load within the breakout prism, and fully anchored on both sides of the breakout planes, may be provided instead of calculating breakout capacity."
RE: Anchor Bolts- ACI-318 App. D
You may also lap the rebar with the bolt, as WillisV states, provided you have enough room.
When you exceed the limits of embedment or bolt diameter, you will have to find another acceptable method for design.
RE: Anchor Bolts- ACI-318 App. D