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I have been interested for some time about what happens
to the capacity of a steel pile when it has undergone some
corrosion. I understand that in many circumstances, below
groundwater table, steel piles driven into natural ground
should suffer little if any corrosion.
However, in cases where corrosion does occur, one practice
is to make an allowance for a layer of sacrificial steel,
and structural design is based on the corroded section.
But what happens geotechnically to the shaft resistance?
On the one hand, one might expect an increase in normal
stress at the pile-soil interface because of the increased
volume of the corrosion product relative to the parent steel.
On the other hand, shear transfer is now through a steel-
corrosion product-soil double interface, which could be
expected to have a lower interface friction angle than the
original steel-soil interface.
Does anyone have any information, research, experience or
thoughts on this matter?
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Subject:
Design of corroded steel piles 
