f y	characteristic steel yield strength	k j	influence coefficient of construction joints
ΔmL	mass loss of iron (g)	m 2	rust amount of the rebar in joint section (g)
M	molar mass of iron (56 g/mol for Fe)	m 1	rust amount of the rebar in non-joint new concrete section (g)
Z	valency of the iron element (i.e., 2.5)	m 3	rust amount of the rebar in non-joint old concrete section (g)
F	Faraday constant (i.e., 96,500 C/mol)	k s	influence coefficient based on section loss of steel bars
t	duration of electrochemical corrosion(s)	S i	section loss of the rebar at the new-to-old concrete interface
I	magnitude of the electric current (A)	S n , S o	average section loss of the rebar at each measuring point in the new and old concrete sections, respectively.
S	surface area of reinforcement (m2)	η w	mass loss of the corroded steel
η t	theoretical corrosion rate	η s-ave	average cross-section loss of the corroded steel
${\eta }_{\mathrm{w}}$	effective mass loss of the rebar	η s-max	maximum cross-section loss of the corroded steel
m o	measured weight before the corrosion process	q	uniform corrosion-induced stress
m c	measured weight after the corrosion process	c	net concrete cover thickness
${\eta }_{\mathrm{s}}$	sectional loss	d	rebar diameter
S l	uncorroded cross-sectional area of reinforcement (m2)	f tk	standard value of axial tensile strength.
S 2	corroded cross-sectional area of reinforcement (m2)	δ	thickness of the rust layer
d l	uncorroded rebar diameter (m2)	n	volume expansion ratio of the corroded rebar
d 2	corroded rebar diameter (m2)	ρ	corrosion rate of the rebar, evaluated using the cross-sectional loss percentages
η s-max	maximum cross-section loss of the corroded steel