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Transverse post tensioning of adjacent p/s conc. box beam bridges

Transverse post tensioning of adjacent p/s conc. box beam bridges

Transverse post tensioning of adjacent p/s conc. box beam bridges

(OP)
We are performing construction services for a project on which we also performed the design.  The superstructure is comprised of prestressed concrete, adjacent BI-48 box beams.  Based on NJDOT specifications, the fabricator is to design and detail the transverse post tensioning rods/strands and all anchorage details.  The typical detail has a 3" diameter sleeve in the beam to accommodate the transverse ties with a steel washer plate over the opening (typically 6"x6"x3/4").  We have received the calculations and for the steel washer plate the contractor calculated the required thickness to satisfy shear requirements based on the following calculation:

  Shear area =Pi*3"(diameter of sleeve)^2/4  * plate thickness * sqrt(2)

My question is if bending of the plate should also be considered.  Anyone have experience designing the steel washer plate for this type of bridge?

RE: Transverse post tensioning of adjacent p/s conc. box beam bridges

I think the shear area should be= Pi*3"*plate thickness. I have seen this kind of construction before, but for transverse P/T the contractor uses proprietory system, like Dywidag rod and standard bearing plate. These plates are about 1 3/4" to 2" in thickness. To accommodate these plates, off course there has be to block out in the exterior beams.

RE: Transverse post tensioning of adjacent p/s conc. box beam bridges

A 6" x 6" x 1" plate should be fine.

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