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Tie-down Design for Uplift at a Bridge Abutment

Tie-down Design for Uplift at a Bridge Abutment

Tie-down Design for Uplift at a Bridge Abutment

(OP)
I am designing a bridge for a private party and the span balance is not good.  I have uplift at the abutments.  I have not seen a detail for a tie-down before and was wondering if someone could shed some light on this.  One abutment has around 15 kips and the other is around 2 kips.  

RE: Tie-down Design for Uplift at a Bridge Abutment

Design the tie-down as a member subject to tension; add what you believe is an appropriate factor of safety - keep in mind corrosion of the bolts; and check the pullout resistance of the concrete.

RE: Tie-down Design for Uplift at a Bridge Abutment

Skyhook,
It seems the uplift is really small, did you consider adding weight at abutments? If superstructure is integral with abutments? If not, all you need is well-embedded into abutment anchor bolts.

RE: Tie-down Design for Uplift at a Bridge Abutment

AASHTO states the design requirements for hold down devices resisting uplift at substructure units.  It is in Chapter 3.17.  There is a penalty to be paid when uplift is possible so the approach mentioned by Yakpol would be preferred by many designers.

Dinosaur

RE: Tie-down Design for Uplift at a Bridge Abutment

I'm dealing with the same problem at an expansion bearing.  I've decided to carry the force through the end diaphragm with a linkage that allows for the expansion/contraction.

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