Idealization of Integral Pier

[Imran Structural Engineer]

Currently I'm working on design of bridge with integral pier. Usually, for typical non-integral highway bridges with pile/column bent pier, it is practice at our office to assume K value of 1.2 in bridge's transverse direction and 2.1 in longitudinal direction (AASHTO Table C4.6.2.5-1) when fixed at bottom. However for integral bent type, even though the manually calculated value comes below 1.2, should I safely assume value of K to be 1.2 for both directions?
Thank you.

 

[BridgeSmith]

K of 1.2 should be a conservative assumption, but we would typically design that as a frame using a refined analysis (FEM or stiffness matrix), where the K value is not relevant.

Rod Smith, P.E., The artist formerly known as HotRod10

 

[Imran Structural Engineer]

@BridgeSmith
Thank You.
I was using K value for the calculation of Euler Buckling load.