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  1. jrw501

    Allowable Stress Design/Rating of Driven H Piles

    Gotcha, that makes sense. I think I was having what might amount to some magical or wishful thinking that the capacity might be limited to 0.25Fy so that during driving they could get these things into the ground without damaging the pile, but after they were driven to refusal and survived the...
  2. jrw501

    Allowable Stress Design/Rating of Driven H Piles

    Is it the case then that the 0.25Fy (or 0.33Fy) is primarily to make sure the piles can be driven safely? For evaluation of an existing pile for design loads, wouldn't using 0.25Fy be pretty conservative in that case?
  3. jrw501

    Allowable Stress Design/Rating of Driven H Piles

    1503-44 -- I think that's a fair concern and it was only recently that I saw it to be a normal (or at least not unusual) assumption, for example in FHWA's example here (Step P.6), "Ultimate axial compressive resistance is determined in accordance with either equation 6.9.4.1-1 or 6.9.4.1-2. The...
  4. jrw501

    Allowable Stress Design/Rating of Driven H Piles

    Hi all, I'm looking at an old bridge pier foundation, with a pile cap supported on H-piles. The piles go mostly through sand and are tipped in shale. On the structural capacity side, using allowable stress design, the AASHTO Std. Specs (which I'm less familiar with compared to the LRFD) limit...

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