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  1. jdarr002

    Interpreting steel strength from old plans

    SlideRuleEra and JStephen - y'all rock. Thanks for the advice.
  2. jdarr002

    Interpreting steel strength from old plans

    I'm trying to do a load rating for a bridge in South Carolina (built in the 60's). The plans say that both the structural steel and the rebar has "fs = 20,000 psi". Obviously, those are working stresses. It further states that the structural steel is A-36, but doesn't give any mention of ASTM...
  3. jdarr002

    looking for an old picture of a failed H-Pile installation

    YES!!! Emmgjld, that picture in your first link is EXACTLY the picture I had in mind! I can't thank you enough!
  4. jdarr002

    looking for an old picture of a failed H-Pile installation

    I remember having seen a picture where a steel H-Pile was being driven, but when it encountered a very hard soil/rock layer, it just bent (rather than going through the layer) but the contractor just kept hammering it. The tip of the pile came back up through the surface, and unfortunately the...
  5. jdarr002

    AASHTO pedestrian rail loading

    Thanks for confirming my suspicions guys! I agree, too. [thumbsup2]
  6. jdarr002

    AASHTO pedestrian rail loading

    Sorry if this is a dumb question, but I'm reviewing some calcs for a pedestrian rail on the top of a retaining wall, and I wanted to see how others interpret AASHTO's Live Loads (see the attached scan). Specifically, I'm looking at the connection of the rail to the CIP coping at the top of the...
  7. jdarr002

    What would an acceptable deflection value be for a temp. sheet pile retaining a paved road

    UP/BNSF has a document you might find helpful. Their deflection limits are a half inch max. Pretty stringent!
  8. jdarr002

    Counterfort steel reinforcement design

    Howdy! I searched previous threads (like this one: thread255-105369) for some help regarding the design of a counterfort, but couldn't find what i was looking for. I've already designed the wall, heel, and toe according to "Basics of Retaining Wall Design" by Brooks and Nielsen. My question is...
  9. jdarr002

    staggered splices in ACI 350

    Thanks, JAE. Your visual is helpful, too. :)
  10. jdarr002

    staggered splices in ACI 350

    My question is regarding the wording/description in ACI 350 12.15.2. It says: "Also, in nonprestressed circular tanks designed for hoop tension, splices in hoop reinforcement shall be Class B and the location of splices shall be staggered. Adjacent hoop reinforcement splices shall be staggered...

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