I am checking an MSE wall with a barrier slab that supports a sound wall. The Caltrans detail uses an 8' barrier slab with a CIDH pile to resist these seismic and winde loads on the wsound wall.However, it is unclear to me what deisgn methodology should be used.
The designer assumed that the pile resists overturning loads on the sound wall through self-weight, and designed the pile for shear only.
However, I would think that the system would be designed for tension in the pile.
Any thoughts?
The designer assumed that the pile resists overturning loads on the sound wall through self-weight, and designed the pile for shear only.
However, I would think that the system would be designed for tension in the pile.
Any thoughts?