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Civil MDC

Concrete Removal In Repairs Involving Corroded Reinforcing Steel (ACI 364.6T-02(11)) 2

Concrete Removal In Repairs Involving Corroded Reinforcing Steel (ACI 364.6T-02(11))

Description

The performance of a reinforced concrete repair depends significantly on the condition of concrete in the reinforcement vicinity and on the quality of (re-)encapsulation. The extent of concrete removal prior to repair must be adjusted in accordance with the degree of contamination and the nature of distresses affecting the member or structure.

When a portion(s) of the electrically continuous reinforcing bar is exposed to a chloride-free repair material and the rest of the bar remains in contact with chloride-contaminated and/or carbonated concrete, corrosion in areas adjacent to the repair may be accelerated. This condition is often referred to as the “ring effect” or “halo effect.” Hence, when corrosion problems are encountered in a repair, the chloride ion concentration and the depth of carbonation in the existing concrete should first be determined.

The decision to undercut the reinforcing bar should be made based on the chloride ion concentration and/or extent of carbonation in the surrounding concrete. There is a high risk of continuing corrosion whenever, at the reinforcing steel level, the acid-soluble chloride content by weight of cement exceeds 1% (ASTM C114) or cement paste is carbonated. Significant contamination may require the removal of existing concrete surrounding the bar. Such a removal will avoid creating an environment where part of the circumference is depassivated and another part is still passive, a combination that may lead to accelerated corrosion.

The size of the repair shall be based on both technical and economic considerations. Minimally, if corroded reinforcement in the repair is exposed and found to have loose oxidation products or is not bonded to the surrounding concrete, it is recommended that the concrete be removed from around the bar (Fig. 1). The clear space behind the reinforcing steel should be not less than 1/4 in. (6 mm) plus the dimension of the maximum size aggregate in the repair material, as shown in Fig. 2.1,2In addition, concrete removal along the reinforcing bar shall continue until the bar is essentially free from corrosion products. In some cases of advanced corrosion, it may be appropriate to replace the affected reinforcement and concrete along the entire length of the member.


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