Alkali–silica reaction

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Characteristic crack pattern associated with the alkali–silica reaction affecting a concrete step barrier on an US motorway.[1][2]
For less common types of alkali-driven concrete degradation see alkali-aggregate reaction (disambiguation page).

The alkali–silica reaction (ASR), more commonly known as "concrete cancer", is a reaction which occurs over time in concrete between the highly alkaline cement paste and the reactive non-crystalline (amorphous) silica found in many common aggregates, given sufficient moisture.

This reaction causes the expansion of the altered aggregate by the formation of a soluble and viscous gel of sodium silicate (Na2SiO3 · n H2O, also noted Na2H2SiO4 · n H2O, or N-S-H (sodium silicate hydrate), depending the adopted convention). This hygroscopic gel swells and increases in volume when absorbing water: it exerts an expansive pressure inside the siliceous aggregate, causing spalling and loss of strength of the concrete, finally leading to its failure.

ASR can cause serious cracking in concrete, resulting in critical structural problems that can even force the demolition of a particular structure.[3][4]


For the sake of simplicity, to more easily understand ASR from a chemical point of view, this reaction can be compared to the pozzolanic reaction which would be catalysed by the undesirable presence of too high concentrations of alkali hydroxides (NaOH and KOH) in the concrete. It is a mineral acid-base reaction between NaOH or KOH, calcium hydroxide, also known as Portlandite, or (Ca(OH)2), and silicic acid (H4SiO4, or Si(OH)4). When complete and to simplify, this reaction can be schematically represented as following:

Ca(OH)2 + H4SiO4 → Ca2+ + H2SiO42− + 2 H2O → CaH2SiO4 · 2 H2O

Catalysis of ASR by NaOH or KOH[edit]

However, the ASR reaction significantly differs from the pozzolanic reaction by the fact that it is catalysed by soluble alkali hydroxides (NaOH / KOH) at very high pH. It can be represented as follows using the classical geochemical notation for fully hydrated dissolved silica (Si(OH)4 or silicic acid: H4SiO4), but an older industrial notation also exists (H2SiO3, hemihydrated silica (does not exist), by analogy with carbonic acid):

2 Na(OH) + H4SiO4 → Na2H2SiO4 · 2 H2O
Na2H2SiO4 · 2 H2O + Ca(OH)2 → CaH2SiO4 · 2 H2O + 2 NaOH

The sum, or the combination, of the two above mentioned reactions gives a general reaction ressembling the pozzolanic reaction, but it is important to keep in mind that this reaction is catalysed by the undesirable presence in cement, or other concrete components, of soluble alkaline hydroxydes (NaOH / KOH) responsible for the dissolution of the silicic acid at high pH:

Ca(OH)2 + H4SiO4 → CaH2SiO4 · 2 H2O

Without the presence of NaOH or KOH responsible for a high pH (~13.5), the amorphous silica would not be dissolved and the reaction would not evolve. Moreover, the soluble sodium or potassium silicate is very hygroscopic and swells when it absorbs water. When the sodium silicate gel forms and swells inside a porous siliceous aggregate, it first expands and occupies the free porosity. When this latter is completely filled, if the soluble but very viscous gel cannot be easily expelled from the silica network, the hydraulic pressure raises inside the attacked aggregate and leads to its fracturation. It is the hydro-mechanical expansion of the damaged siliceous aggregate surrounded by calcium-rich hardened cement paste which is responsible pour the development of a network of cracks in concrete. When the sodium silicate expelled from the aggregate encounters grains of portlandite present in the hardened cement paste, an exchange between sodium and calcium cations occurs and hydrated calcium silicate (C-S-H) precipitates with a concomitant release of NaOH. In its turn, the regenerated NaOH can react with the amorphous silica aggregate leading to an increased production of soluble sodium silicate. When a continuous rim of C-S-H completely envelops the external surface of the attacked siliceous aggregate, it behaves as a semi-permeable barrier and hinders the expulsion of the viscous sodium silicate while allowing the NaOH / KOH to diffuse from the hardened cement paste inside the aggregate. This selective barrier of C-S-H contributes to increase the hydraulic pressure inside the aggregate and aggravates the cracking process. It is the expansion of the aggregates which damages concrete in the alkali-silica reaction.

Portlandite (Ca(OH)2) represents the reserve of OH anions in the solid phase. As long as portlandite, or the siliceous aggregates, has not become completely exhausted, the ASR reaction will continue. The alkali hydroxides are continously regenerated by the reaction of the sodium silicate with portlandite and thus represent the transmission belt of the ASR reaction driving it to completeness. It is thus impossible to interrupt the ASR reaction. The only way to avoid ASR in the presence of siliceous aggregates and water is to maintain the concentration of soluble alkali (NaOH and KOH) at the lowest possible level in concrete, so that the catalysis mechanism becomes negligible.

Mechanism of concrete deterioration[edit]

The mechanism of ASR causing the deterioration of concrete can thus be described in four steps as follows:

  1. The very basic solution (NaOH / KOH) attacks the siliceous aggregates (silicic acid dissolution at high pH), converting the poorly crystallised or amorphous silica to a soluble but very viscous alkali silicate gel (N-S-H, K-S-H).
  2. The consumption of NaOH / KOH by the dissolution reaction of amorphous silica decreases the pH of the pore water of the hardened cement paste. This allows the dissolution of Ca(OH)2 (portandite) and increases the concentration of Ca2+ ions into the cement pore water. Calcium ions then react with the soluble sodium silicate gel to convert it into solid calcium silicate hydrates (C-S-H). The C-S-H forms a continuous poorly permeable coating at the external surface of the aggregate.
  3. The penetrated alkaline solution (NaOH / KOH) converts the remaining siliceous minerals into bulky soluble alkali silicate gel. The resulting expansive pressure increases in the core of the aggregate.
  4. The accumulated pressure cracks the aggregate and the surrounding cement paste when the pressure exceeds the tolerance of the aggregate.[5]

Structural effects of ASR[edit]

The cracking caused by ASR can have several negative impacts on concrete, including:[6]

  1. Expansion: The swelling nature of ASR gel increases the chance of expansion in concrete elements.
  2. Compressive Strength: The effect of ASR on compressive strength can be minor for low expansion levels, to relatively higher degrees at larger expansion. (Swamy R.N 1986) points out that the compressive strength is not very accurate parameter to study the severity of ASR; however, the test is done because of its simplicity.
  3. Tensile Strength / Flexural Capacity: Researches show that ASR cracking can significantly reduce the tensile strength of concrete; therefore reducing the flexural capacity of beams. Some research on bridge structures indicate about 85% loss of capacity as a result of ASR.
  4. Modulus of Elasticity/UPV: The effect of ASR on elastic properties of concrete and ultrasound pulse velocity (UPV) is very similar to tensile capacity. The modulus of elasticity is shown to be more sensitive to ASR than pulse velocity.
  5. Fatigue: ASR reduces the load bearing capacity and the fatigue life of concrete (Ahmed T 2000).
  6. Shear: ASR enhances the shear capacity of reinforced concrete with and without shear reinforcement (Ahmed T 2000).


ASR can be mitigated in new concrete by several complementary approaches:

  1. Limit the alkali metal content of the cement. Many standards impose limits on the "Equivalent Na2O" content of cement.
  2. Limit the reactive silica content of the aggregate. Certain volcanic rocks are particularly susceptible to ASR because they contain volcanic glass (obsidian) and should not be used as aggregate. The use of calcium carbonate aggregates is sometimes envisaged as an ultimate solution to avoid any problem. However, while it may be considered as a necessary condition, it is not a sufficient one. In principle, limestone (CaCO3) is not expected to contain a high level of silica, but it actually depends on its purity. Indeed, some siliceous limestones (a.o., Kieselkalk found in Switzerland)[7] may be cemented by amorphous or poorly crystalline silica and can be very sensitive to the ASR reaction, as observed with some Tournaisian siliceous limestones exploited in quarries in the area of Tournai in Belgium.[8] So, the use of limestone as aggregate is not a guarantee against ASR in itself.
  3. Add very fine siliceous materials to neutralize the excessive alkalinity of cement with silicic acid by deliberately provoking a controlled pozzolanic reaction at the early stage of the cement setting. Convenient pozzolanic materials to add to the mix may be, e.g., pozzolan, silica fume, fly ash, or metakaolin.[9] These react preferentially with the cement alkalis without formation of an expansive pressure, because siliceous minerals in fine particles convert to alkali silicate and then to calcium silicate without formation of semipermeable reaction rims.
  4. Another method to reduce the ASR is to limit the external alkalis that come in contact with the system.

In other words, as it is sometimes possible to fight fire with fire, it is also feasible to combat the ASR reaction by itself. A prompt reaction initiated at the early stage of concrete hardening on very fine silica particles will help to suppress a slow and delayed reaction with large siliceous aggregates on the long term. Following the same principle, the fabrication of low-pH cement also implies the addition of finely divided pozzolanic materials rich in silicic acid to the concrete mix to decrease its alkalinity.

As part of a study conducted by the Federal Highway Administration, a variety of methods have been applied to field structures suffering from ASR-affected expansion and cracking. Some methods, such as the application of silanes, have shown significant promise, especially when applied to elements such as small columns and highway barriers, whereas other methods, such as the topical application of lithium compounds, have shown little or no promise in reducing ASR-induced expansion and cracking.[10]


There are no treatments in general in affected structures. Repair in damaged sections are possible, but the reaction will continue. In some cases, drying of the structure followed by the installation of a watertight membrane can stop the evolution of the reaction.

Massive structures such as dams pose particular problems: they cannot be easily replaced, and the swelling can block spillway gates or turbine operations. Cutting slots across the structure can relieve some pressure, and help restore geometry and function.

ASR test[edit]

Some ASTM Tests that screen aggregate for the potential of ASR include:

  • ASTM C227: “Test Method for Potential Alkali Reactivity of Cement-Aggregate Combinations (Mortar-Bar Method)”
  • ASTM C289: "Standard Test Method for Potential Alkali-Silica Reactivity of Aggregates (Chemical Method)"
  • ASTM C295: “Guide for Petrographic Examination of Aggregate for Concrete”
  • ASTM C1260: “Test Method for Potential Reactivity of Aggregates (Mortar-Bar-Test)”
  • ASTM C1293: “Test Method for Concrete Aggregates by Determination of Length Change of Concrete Due to Alkali-Silica Reaction”
  • ASTM C1567: "Standard Test Method for Determining the Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)"
  • The concrete microbar test was proposed by Grattan-Bellew et al. (2003) as a universal accelerated test for alkali-aggregate reaction.[11]

Known affected structures[edit]


New Zealand[edit]

United Kingdom[edit]

United States[edit]

See also[edit]

  • Soda lime: the mechanism of ASR catalysed by NaOH is analogous to the trapping mechanism of CO2 by Ca(OH)2 impregnated with NaOH

External links[edit]


  1. ^ FHWA (2010-06-22). "Alkali-Silica Reactivity (ASR) – Concrete – Pavements – FHWA". Alkali-Silica Reactivity (ASR) Development and Deployment Program. Archived from the original on 8 August 2010. Retrieved 2010-07-28. 
  2. ^ Faridazar, Fred (2009-02-10). "TECHBRIEF: Selecting candidate structures for lithium treatment: What to provide the petrographer along with concrete specimens, FHWA-HRT-06-069 – Pavements – FHWA". FHWA-HRT-06-069. Retrieved 2010-07-28. 
  3. ^ "Alkali–silica reaction in concrete". Understanding Cement. Archived from the original on 10 August 2007. Retrieved 2007-08-11. 
  4. ^ "Merafield Bridge in Plympton demolished". BBC News. Retrieved 2016-05-16. 
  5. ^ Ichikawa, T.; Miura, M. (2007). "Modified model of alkali-silica reaction". Cement and Concrete Research. 37: 1291–1297. doi:10.1016/j.cemconres.2007.06.008. 
  6. ^ "Structural Effects of ASR on Concrete Structures | FPrimeC Solutions". FPrimeC Solutions. 2016-10-28. Retrieved 2017-01-11. 
  7. ^ Funk, Hanspeter (1975). "The origin of authigenic quartz in the Helvetic Siliceous Limestone (Helvetischer Kieselkalk), Switzerland". Sedimentology. 22 (2): 299–306. Bibcode:1975Sedim..22..299F. doi:10.1111/j.1365-3091.1975.tb00296.x. 
  8. ^ Monnin, Y.; Dégrugilliers P.; Bulteel D.; Garcia-Diaz E. (2006). "Petrography study of two siliceous limestones submitted to alkali-silica reaction". Cement and Concrete Research. 36 (8): 1460–1466. doi:10.1016/j.cemconres.2006.03.025. ISSN 0008-8846. Retrieved 2009-03-17. 
  9. ^ Ramlochan, Terrence; Michael Thomas; Karen A. Gruber (2000). "The effect of metakaolin on alkali-silica reaction in concrete". Cement and Concrete Research. 30 (3): 339–344. doi:10.1016/S0008-8846(99)00261-6. ISSN 0008-8846. Retrieved 2009-03-18. 
  10. ^ "Publication Details for Alkali-Aggregate Reactivity (AAR) Facts Book - Pavements - FHWA". 
  11. ^ Grattan-Bellew, P.E.; G. Cybanski; B. Fournier; L. Mitchell (2003). "Proposed universal accelerated test for alkali-aggregate reaction: the concrete microbar test". Cement Concrete and Aggregates. 25 (2): 29–34. 
  12. ^
  13. ^ Anna Vlach, The Adelaide Advertiser, “Pat bridge load fears”, 8 August 2007, page 9
  14. ^ Jane Whitford Guardian Messenger December 14, 2011
  15. ^
  16. ^ "Fairfield Bridge". Hamilton City Libraries. Archived from the original on 2009-10-23. Retrieved 2009-10-23. 
  17. ^ [1]
  18. ^ Laura Kemp, Wales on Sunday, “THE Millennium Stadium is suffering from concrete cancer, we can reveal”, 8 July 2007; [2]
  19. ^ (
  20. ^