Teguci
Structural
- May 14, 2008
- 1,011
Heavy Duty crane girder has been in operation since the late 40s. Numerous repairs have been performed at the support connections (mostly due to poor detailing-plastic hinging of the web and deck plate). Analysis indicates that the section is overstressed at the center span under documented loads and tolerances (picture shown with out-of-tolerance rail).
Q1 - Since the original design allowed this overstress (approx 2 ksi or 10% of allowable for A7 steel) and the girder has considerable history of adequate performance what additional evidence or percautions are necessary?
Q2 - The deck plate does not have sufficient connections with the girder to cover composite action. Won't the existing bolts shear due to overstress? How would you fix this?
Q1 - Since the original design allowed this overstress (approx 2 ksi or 10% of allowable for A7 steel) and the girder has considerable history of adequate performance what additional evidence or percautions are necessary?
Q2 - The deck plate does not have sufficient connections with the girder to cover composite action. Won't the existing bolts shear due to overstress? How would you fix this?