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  1. cwipf

    Development length of nonstandard hooks

    Lion06, I'm still not sure 12.13 would apply here. If it does, then why did ACI publish 12.10 & 12.12 dealing with development length? I would assume the continuous slab and longitudinal rebar within the bend would provide some resistance to splitting, but I do not know how to quantify that...
  2. cwipf

    Development length of nonstandard hooks

    JAE, thanks for looking.
  3. cwipf

    Development length of nonstandard hooks

    JedClampett, yes, full capacity. It is a traffic barrier that will need to be repaired or replaced after the design collision. We use a "yield line" analysis per AASHTO LRFD BDS A13.3.1.
  4. cwipf

    Development length of nonstandard hooks

    AASHTO LRFD Bridge Design Spec. JAE, does ACI spell that out explicitly in the code or commentary? Would you send me the reference please? I have looked through ACI 318-08 12.5 but have not seen that stated explicitly. I am questioning the P502E bar in the...
  5. cwipf

    Development length of nonstandard hooks

    Good points. I am concerned about splitting failure in the plane of the hook inside the bend. If that occurs, the failure could progress along the hook extension (tail) and reduce any additional straight development length I have provided. I would expect to see some research on this topic but...
  6. cwipf

    Development length of nonstandard hooks

    I need to develop a #5 epoxy coated rebar from a bridge parapet into an 8" slab. The bottom clearance is 1". Therefore, the hook is only embedded 7" into the slab. Can I achieve full development by extending the tail of the #5 bar?

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