Bridge pier failure mode.
Bridge pier failure mode.
(OP)
I work on bridge seismic retrofit. The pier in question is very short, only 10 feet from top of pilecap to the soffit of superstructure. Cross-sectional dimensions 8'x9', almost a cube. In dynamic analysis the pier was modeled as a beam element and assessed as a such show that plastic hinge has a significant ductility demand governed by stresses in reinforcement. Shear reinforcement is adequate for shear but does not satisfy confinement requirements.
What will be a reasonable way to assess this pier? By proportions it's not qualified to be treated as flexural element.
Thank you for responses!
What will be a reasonable way to assess this pier? By proportions it's not qualified to be treated as flexural element.
Thank you for responses!






RE: Bridge pier failure mode.
But that's just a thought.
RE: Bridge pier failure mode.
VoD
RE: Bridge pier failure mode.
RE: Bridge pier failure mode.
For this stubby pier, a rigid link would be applicable in the analysis, with the resulting shears then applied to a dimensionally correct plate element. Strut and tie would be a good method to determine the reinforcing.
Regards,

Qshake
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