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Recent content by OSUCivlEng

  1. OSUCivlEng

    Encampment deterrent for steel girder bridge

    How about attaching the frame of the cage to the bottom of the deck and face of abutment seat? Some simple expansion anchors should work.
  2. OSUCivlEng

    Old AASHTO (AASHO) Standard Specs

    Thanks. I was trying to determine if either one of those old specs allowed live load to be ignored for more than 3 feet of fill. I was looking at an old box culvert standard that was created for the 31 specs and last revised in 63. It states "for fills 3 feet to 10 feet", but also has a table...
  3. OSUCivlEng

    Old AASHTO (AASHO) Standard Specs

    Does anyone know where I can find or can share a copy of: The Standard Specs 1st Edition, 1931 and The Standards Specs, 8th Edition 1961? Maybe @bridgebuster might have a copy? Thanks
  4. OSUCivlEng

    Min free distance between girder and wall

    The main DOT I do work for requires at least 3" plus the calculated change in length for thermal expansion between the end of the beam and the abutment backwall. If you have a skewed bridge you have to account for this as well as the corner of the beam/girder and the edge of the bearing.
  5. OSUCivlEng

    Temporary Top Strands in Prestressed I-Girders

    Well I learned something today. My prestressed girder designs use strands in the top of the beam, but they aren't temporary. I don't know why you would go to the trouble of cutting them later. Seems like if you have to go to that much trouble to make a design work then a different type of...
  6. OSUCivlEng

    Load Rating of Simple Made Continuous Steel Plate Girder Bridges

    BridgeSmith, Who is we? Simple made continuous or continuous for live load is used quite a bit in Kansas and Missouri. The concrete diaphragms that encase the beam ends over the pier are detailed with the beams to make the girders continuous for live loads. Link slabs have been defined for...
  7. OSUCivlEng

    Notch in girder flanges

    You could calculate the section properties by neglecting the depth of the notch across the entire length of the flange.
  8. OSUCivlEng

    Span configuration over stream with many bends

    BridgeSmith what about when the end spans are longer than the center span? I don't know if I have ever seen that before. I have done 1:2.4:1 with integral abutments before. A now retired coworker did 1:2.8:1 with no problems. Or what about when none of the spans are the same length?
  9. OSUCivlEng

    Span configuration over stream with many bends

    I am trying to layout a series of parallel bridges over a creek that is more crooked than a politician. The creek meanders from northwest to southeast with multiple 180 degree U shaped bends, while the road is running east to west. Given the span lengths, 175' to 300' depending on the bridge...
  10. OSUCivlEng

    Bridge design software for steel superstructure

    The 10th edition of the AASHTO specs is bringing some changes for cross frames and it doesn't look like MDX is going to get their act together anytime soon. It might be okay for a straight non-skewed bridge, but that's about it. Does anyone have recommendations for a good steel bridge design...
  11. OSUCivlEng

    Temperature Force Single Span

    BridgeSmith have you went out and looked at very many steel pile supported abutments with battered piles? They get pushed around by thermal and earth pressure forces, the type of bearings don't seem to matter. However, I'm not speaking of thermal forces from the superstructure, I'm talking...
  12. OSUCivlEng

    Temperature Force Single Span

    Let's not kid ourselves on the stiffness of steel pile supported abutments, they are still fairly flexible, even with battered piles. Even conventional, non-integral abutments get shoved around quite a bit due to thermal forces, which is why I prefer integral abutments. Just let it move how it...
  13. OSUCivlEng

    Ownership in Firm, With a twist

    My understanding is they pay quarterly dividends based on how many shares you own. I have confirmed this with other shareholders. However, those dividends do not have taxes withheld. Best I can tell, it looks like the I was paid ~10% of what a dividend would be and this had taxes withheld, so...
  14. OSUCivlEng

    Ownership in Firm, With a twist

    It's about 225 people.
  15. OSUCivlEng

    Ownership in Firm, With a twist

    This is not an ESOP. I know people who have ESOPs at their employer. Odds are very good that the person running HR doesn't know anything about this. I brought this up at my last performance review and received a blank stare. My direct supervisors have no ability to change this situation...
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