By by Mietz, J. (Eds.)
It is a state-of-the-art document on of the most electrochemical tools for the rehabilitation of bolstered concrete constructions - electrochemical chloride extraction and electrochemical realkalisation. the rules, laboratory and box event, effectiveness and long term behaviour of the systems are thought of.
desk of Contents
three. Mechanisms of Corrosion of metal in Concrete
four. Electrochemical Realkalisation
five. Electrochemical Chloride Extraction
6. unwanted effects
7. points of useful software
Read or Download Electrochemical Rehabilitation Methods for Reinforced Concrete Structures - A State of the Art Report - Prepared by the Working Party on Corrosion of Reinforced Concrete PDF
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Extra info for Electrochemical Rehabilitation Methods for Reinforced Concrete Structures - A State of the Art Report - Prepared by the Working Party on Corrosion of Reinforced Concrete
In the treated zones of the structure the half-cell potentials became more positive by about 80-100 mV. It was shown that CE is a feasible technique for heavily chloridecontaminated structures, although very inhomogeneous chloride contamination may require two treatments. An interesting variation was reported by Rose  in which instead of the usual titanium grid, an aluminium foil was used as anode. This aluminium foil should act as an automatic control of the current density. This is needed if the electric resistance in the area to be repaired varies very strongly (places with a very thin cover, faults like cracks or poor compaction) because the chloride is removed very quickly from zones of low resistance (high current density) and very slowly from zones of high resistance (low current density).
The efficiency of chloride removal differed so widely within this zone that the initial concentration gradient in the concrete was reversed so that already by 40 days the chloride content had increased from the outside to the inside, whereas before C1- removal it was the opposite. 5% C1- (-35%). The blocks contained three smooth reinforcement bars of 8 mm in diameter which ran parallel to the longitudinal axis at different depths (15, 30 and 46 mm concrete cover). The values presented were measured between the surface and the centre of a part of the block where there was no other bar above the mid-reinforcement.
In OPC this may occur within about ten years . In concrete that dries out significantly, the situation is different. From resistivity measurements and assuming an inverse relationship between resistivity and diffusion [54,69], transport coefficients for semi-dry concrete may be estimated. H. (average outdoor humidity in sheltered, West-European climate) than in water saturated conditions . Accordingly, chloride redistribution after CE may be expected to be two to three times slower in semi-dry concrete than in wet (water saturated) concrete.