Aggregates that are chemically stable will neither react chemically with cement in a harmful manner nor be affected chemically by normal external influences. Reactive aggregates may result in serious damage to the concrete by causing abnormal expansion,
cracking and loss of strength.
Some aggregates containing reactive silica will react with the alkalies in cement - sodium and potassium oxides - to form an alkali-silica gel which takes up water and swells. This causes abnormal expansion
and map-cracking of the concrete. The situation in New Zealand is that considerable investigations were carried out by the DSIR / IRL (now Callaghan Innovation) over a long period of time to establish rock types that were prone to alkali reaction.
The following categorises the principal rock type into non-reactive and reactive types.
Aggregates known to be non-reactive from field experience and testing:
- Basalt <50% SiO2
- Quartz Sands
- Rhyolitic pumice
Aggregates or minerals known to be potentially reactive from field experience or laboratory testing:
- Basalt >50% SiO2
- Amorphous and Criptocrystalline silicas
- (including Opal & Chalcedony)
- Volcanic glass
From experience gained by examining a limited number of structures that had experienced the problem, it was concluded that if the alkali content in the concrete could be kept no higher than 2.5 kg/m³ then the risk of expansive reactions was significantly
lowered when potentially reactive rocks are used. New Zealand cement manufacturers assist with this requirement by voluntarily keeping the alkali level of the cement to below 0.6%.
One key factor that has often been overlooked is that it is the sand that can be an important trigger mechanism in the reaction. This has been particularly so in New Zealand which perhaps explains why the mortar test method set out in NZS 3111:1986 Methods of Test for Water and Aggregate for Concrete.
Section 11 has been successful in predicting problems. Typical traces of results for rhyolite and andesite compared with non-reactive aggregates clearly demonstrates the relative reactive risks between materials.
One topic not easily understood is that different reactive aggregates produce different amounts of expansion in concrete as their proportional content changes. It is important in any analysis of structural expansion to consider whether pessimum
levels of reactive materials were in use.
Tests and Testing
Field service records, when available, provide information for the selection of non-reactive aggregates. If an aggregate has no service record, a petrographic examination can be useful by providing a description
of its mineralogical and chemical constituents. It involves an examination of the aggregate particles with a microscope, together with other procedures for determining the constituents present, and in the hands of an experienced person can identity
potentially reactive materials.
Physical tests are also available to measure potential reactivity. These include NZS 3111, Section 11. The potential reactivity of cement-aggregate combinations is determined by measuring the expansion of mortar bars (25 x 25 x 250 mm) during
storage at 38 ± 2°C and a relative humidity not less than 90%. Cement aggregate combinations which show expansions greater than 0.10% at six months should usually be considered capable of harmful reactivity. When six-month results are not available,
combinations should be considered potentially capable of harmful reactions if they show expansions greater than 0.05% at three months. The chemical method described in ASTM C289 on AS 1141, Section 39 is a rapid method used to obtain in 24 hours an
assessment of potential reactivity.
Because of the influence of certain minerals on the test results, the chemical test should always be accompanied by a petrographic analysis. Indeed, the testing of aggregates for potential reactivity, and the interpretation of the results obtained,
requires skill and experience. The mortar-bar test appears to give the best correlation with the behaviour of concrete, but, for improved assurance, it also should be conducted in conjunction with petrographic examination of the aggregate.
For further information download TR 03 - Alkali Silica Reaction: Minimising the Risk of Damage to Concrete Guidance Notes and Recommended Practice.