Advances in Materials Science and Engineering
Volume 2015 (2015), Article ID 273101, 7 pages
http://dx.doi.org/10.1155/2015/273101

Research Article

Resistance of Alkali-Activated Slag Concrete to Chloride-Induced Corrosion

Joon Woo Park,¹ Ki Yong Ann,¹ and Chang-Geun Cho²

¹Department of Civil and Environmental Engineering, Hanyang University, Ansan 426, Republic of Korea
²School of Architecture, Chosun University, Gwangju 501, Republic of Korea

Received 28 April 2015; Revised 5 August 2015; Accepted 6 August 2015

Academic Editor: Antônio G. B. de Lima

Copyright © 2015 Joon Woo Park et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

Abstract.

The corrosion resistance of steel in alkali-activated slag (AAS) mortar was evaluated by a monitoring of the galvanic current and half-cell potential with time against a chloride-contaminated environment. For chloride transport, rapid chloride penetration test was performed, and chloride binding capacity of AAS was evaluated at a given chloride. The mortar/paste specimens were manufactured with ground granulated blast-furnace slag, instead of Portland cement, and alkali activators were added in mixing water, including Ca(OH)₂, KOH and NaOH, to activate hydration process. As a result, it was found that the corrosion behavior was strongly dependent on the type of alkali activator: the AAS containing the Ca(OH)₂ activator was the most passive in monitoring of the galvanic corrosion and half-cell potential, while KOH, and NaOH activators indicated a similar level of corrosion to Portland cement mortar (control). Despite a lower binding of chloride ions in the paste, the AAS had quite a higher resistance to chloride transport in rapid chloride penetration, presumably due to the lower level of capillary pores, which was ensured by the pore distribution of AAS mortar in mercury intrusion porosimetry.

1. Introduction

Reducing the CO₂ emission in cement industry has achieved an increasing attention for the last several decades, due to a large margin of CO₂ emitted in process of producing ordinary Portland cement, accounting for about 800–1000 kg/ton cement [1]. Thus, a mixture with noncarbon emitting binder, for example, ground granulated blast-furnace slag (GGBS) and pulverized fuel ash (PFA), has been used in a concrete mix. However, when it comes to the global warming impact, GGBS and PFA have adversely increased allocation to the warming impact rather than Portland cement [2]. Despite debates on pozzolanic materials and their environmental impact, the pozzolanic materials have been thoroughly studied as noncarbon emitting materials [3–5]. As these pozzolanic materials can moreover enhance properties of concrete, their replacement was limited by a very low hydraulic reactivity. For example, the replacement with GGBS has been often in the range of 40–60% to binder and 20–30% for PFA. Thomas studied PFA concrete resulting in better protection to steel due to its increased resistance to chloride ion penetration [6]. The GGBS concrete had the lowest level of the apparent diffusion coefficient compared to OPC concrete as discussed by Ryou and Ann [7]. To increase a portion of carbon-free binder, a chemical activator must seemingly be accompanied. Representatively, alkali-based chemical activators have been used to enhance hydraulic reaction in the matrix of pozzolanic binder, which had shown that a rapid development of concrete strength was achieved by a formation of dense C-S-H gel, in particular, GGBS concrete, so-called alkali-activated slag (AAS). The use of AAS combined with various activators has been currently reported about their properties in particular a development of strength in the majority of previous studies [8–11].

Despite increased strength of concrete, properties of AAS concrete are still subjected to debate. For AAS concrete to apply for a structural material in concrete structures, its compatibility with concrete properties must be ensured. In particular, AAS concrete is intuitively suspected to a lower resistance to chloride-induced corrosion of steel embedment, because the alkalinity of AAS is relatively lower compared to Portland cement; the corrosion resistance of steel embedment is usually determined by the alkalinity of pore solution, as the steel is protected by the passive film on the surface formed in a very alkaline environment as discussed by Ann and Song [12]. Moreover, a reduction of the alkalinity of the pore solution could lead to less binding of chlorides, and in turn more free chlorides can increase the corrosiveness. When it comes to ionic transport, AAS concrete may be susceptible to external ionic percolation at a given time for curing of concrete, as a lower degree of hydration in the AAS matrix may produce an open pore structure, which would substantially form further hydration products in a latent hydration.

In this study, GGBS was used as an AAS. To activate the chemical reaction in terms of hydration process, alkali-based chemical activators (i.e., KOH, NaOH, and Ca(OH)₂) were admixed in mixing water. To evaluate the resistance of AAS to chloride-induced corrosion, the galvanic current of steel in chloride-contaminated AAS mortar was monitored. For ionic transport, rapid chloride penetration was examined, and chloride binding capacity was determined at a given chloride cast in paste specimens.

2. Experimental Works

2.1. Specimen Preparation

To assess the corrosion resistance of alkali-activated slag (AAS) concrete, ground granulated blast-furnace slag (GGBS) was used as a binder, while ordinary Portland cement (OPC) was simultaneously used to produce control specimens. The oxide composition of binders which was measured by the X-ray fluorescence analysis is given in Table 1. The specific gravity of GGBS and OPC was 2.84 and 3.15, respectively. To activate the hydration process in the GGBS matrix, alkali activators were admixed in mixing water, including KOH, NaOH, and Ca(OH)₂. The activator content was determined by OH⁻ ion concentration in the mixing solution.

Table 1: Oxide composition of GGBS and OPC.

Binder type
Oxide composition (%)
Ignition loss
(%)
Fineness
(cm²/g)

CaO
SiO₂
Al₂O₃
FeO
MgO
SO₃

OPC
60.0
23.0
5.0
2.0
1.0
2.0
2.1
3120

GGBS
41.2
34.2
11.7
1.4
3.7
1.7
1.29
4290

AAS mortar specimens were cast for a measurement of the pore volume, chloride permeability, and corrosion behavior. Three different activators were added in the variation of OH⁻ ion concentration. Mix proportion for binder, water, and sand was 1.00 : 0.40 : 2.45 as given in Table 2. For chloride binding capacity, paste specimen was cast, assuming that aggregate has no chemical reactivity in concrete.

Table 2: Mix proportion for AAS mortar and control specimens.

W/B
OPC
(kg/m³)
GGBS
(kg/m³)
Water
(kg/m³)
Activator (kg/m³)
Sand
(kg/m³)

KOH
NaOH
Ca(OH)₂

Control
0.40
581.6
—
232.7
—
—
—
1425.0

AAS
0.40
—
569.6
227.8
28.1
—
—
1395.5

0.40
—
569.6
220.8
—
20.1
—
1395.5

0.40
—
569.6
220.8
—
—
18.6
1395.5

2.2. Chemistry at Chlorides in AAS

For testing of chloride binding capacity, AAS paste was cast in a mould (20  ×  20  ×  20 mm) at 0.4 of W/B. Five levels of chloride ions were admixed in the form of NaCl, ranging from 0.5 to 3.0% by weight of binder. After demoulding, the samples were wrapped in a polythene film and cured at °C to avoid leaching out of hydroxyl and chloride ion from AAS paste. After 90 days of curing, the specimens were dried in the oven at 50°C for 48 hours to remove the pore water in the matrix and avoid a chemical change in matrix. The powder sample was obtained by crushing, grinding, and sieving with a 300 μm sieve. Then the powder sample was placed in a beaker with 50 mL at 50°C distilled water. The samples were stirred for 5 min and stood for 30 min to extract chloride ions. Then, the samples were filtered through the filter paper to measure concentration of water-soluble chloride ions, of which information can be used to determine the chloride binding capacity at a concentration of total chloride.

The X-ray diffraction (XRD) analysis was used to characterize hydration products and bound chloride in the AAS paste. After 90 days of curing, the specimens were dried in the oven at 50°C for 48 hours to remove the pore water in the paste. Then the powder sample obtained was used for XRD analysis, which was conducted by a device D/MAX RINT 2000 with an analyzing range : 5–70°; scan rate: 4°/min; voltage: 40 kV; current density: 100 mA; tube target: Cu; and wave length: 1.5405 Å (Cu/K-α1), respectively.

2.3. Ionic Permeability

Rapid chloride ion penetrability test was performed to evaluate the ionic transport in AAS mortar. This test procedure was well explained elsewhere [13]. In present study, the mortar specimen was used to minimize the influence of gravel, rather than concrete. The AAS cylindrical mortar (Ø100 × 50 mm) was connected to two chambers for an electric circuit as shown in Figure 1: one was filled with 0.3 M sodium hydroxide and the other with 3% sodium chloride. Mesh electrode was connected to a DC supplier in condition of 60 V for 6 hours. The current flowing through the mortar specimen was monitored every 30 minutes. Then, the total current passed was calculated to determine the permeability. Thus, the higher level of charge passed indicated the higher ionic transport in terms of penetrability permeability. Its advised guideline is given in Table 3.

Table 3: Chloride ion penetrability based on charge passed for concrete specimen [9].

Charge passed
Chloride ion penetrability

(coulombs)

>4000
High

2000–4000
Moderate

1000–2000
Low

100–1000
Very low

<100
Negligible

Figure 1: Set-up for rapid chloride ion penetration test.

The mercury intrusion porosimetry (MIP) was used to investigate the pore distribution and pore volume of the AAS paste. A fragment was obtained from the middle of the paste specimen, followed by the drying process at 50°C for 48 hours. Then the sample was placed in a glass tube filled with mercury. The sample was subsequently imposed by mercury filling pressure ranging from 3.7 × 10⁻³ to 413.7 MPa, so that the mercury intrusion volume was recorded at a corresponding pressure. The pore diameter was derived from the pressure using the Washburn equation as given in

where is the pore diameter (μm); is the surface tension (dynes/cm); is the pressure (MPa); and is the contact angle (°) in which the present study took this value as 130°.

2.4. Corrosion Monitoring

To assess the corrosion resistance of AAS, the galvanic current and half-cell potential of the steel in AAS mortar were monitored. AAS mortar was cast with a centrally located steel rebar. The specimen was subjected to a wet and dry cyclic condition (3 days wet and 4 days dry), and 1.5% of chlorides were admixed in mixing water to accelerate the steel corrosion. The current flowing between the embedded steel and the titanium mesh was monitored by measuring the potential drop across a 10 kΩ resistor, as shown in Figure 2. The galvanic current was measured twice a week until 25 weeks. Simultaneously half-cell potential was measured using a standard calomel electrode.

Figure 2: Set-up for galvanic and half-cell monitoring of steel in mortar.

3. Results and Discussion

3.1. Binding of Chlorides in AAS Matrix

As both free and bound chlorides are simultaneously present in the pore solution and cement matrix, one of them must be defined to binding capacity of chloride ions at a given total chloride. In this study, concentration of free chlorides in AAS paste was measured by the water extraction method for a given total chloride, which was subsequently used to render the binding capacity. Figure 3 gives the relation between free and bound chlorides by using the equation form of the Langmuir isotherm, as shown in

where is the concentration of bound chloride; is the concentration of free chloride; and and are constants. For control (Portland cement paste), half of chlorides were mostly bound at a lower level of total chlorides. Then, it is evident that an increase in the total chloride concentration resulted in an increase in the bound chlorides. However, the ratio of bound chloride chlorides to total was adversely reduced, presumably due to limited binding capacity of Portland cement paste. It is seen that the chloride binding capacity for AAS was significantly lower than for Portland cement paste. At a given total chloride concentration, even higher levels of free chloride were present in the cement paste. This may be attributed to a marginal concentration of C₃A in AAS. Glass and Buenfeld [14] showed that binding capacity of chloride ions was strongly dependent on the content of C₃A in cement clinker, which is reactive with chlorides to form the crystallized Friedel’s salt (i.e., bound chlorides). The role of chloride binding at steel corrosion in concrete is subjected to debate. For example, Kim et al. [15] suggested that there was no clear-cut relation between chloride binding and corrosion risk on the stage of corrosion initiation, although the rate of corrosion propagation might be affected by concentration of free chlorides, in turn binding capacity of chlorides. Glass et al. [16] support this hypothesis that no influence of chloride binding on the corrosion risk is given, as the bound chloride chlorides could be released to be free in the vicinity of steel due to a pH fall from the electrochemistry on the steel surface. However, in a number of previous studies, an increase in the chloride binding in terms of C₃A resulted in an increase in the corrosiveness, determined by the corrosion rate, potential, and even visual examination [14]. Hydration products, for example, C-S-H gel and precipitated Ca(OH)₂, may bind chloride ions in the cement matrix. Unlike C₃A binding of chlorides, hydration products can adsorb chloride ions on the surface of hydrates layer, which may therefore be released into free or/and mobile ones at a diluted condition.

Figure 3: Langmuir isotherms between free and bound chlorides depending on activator type.

To observe chloride binding at chemistry, the XRD for AAS paste containing 1.5% of chloride was analysed as seen in Figure 4. Irrespective of the alkali activator, it seems that the C-S-H gel was mainly produced together with C-A-H as hydration products at a low Ca/Si ratio, while portlandite and C-S-H gel were mainly produced in Portland cement paste. In Portland cement paste, Friedel’s salt (3CaO·Al₂O₃·CaCl₂·10H₂O) was often observed at different locations, and in turn chlorides were much bound presumably by C₃A and C₄AF [17–19]. However, in AAS paste, only C-S-H gel and C-A-H were formed, implying that chlorides could be less bound. In AAS paste containing the Ca(OH)₂ activator, in particular, calcium oxychloride (Ca(ClO)₂) was formed. It may suggest that Ca(OH)₂ might have reacted with chlorides, seemingly physical adsorption. Precipitated Ca(OH)₂ can usually adsorb chloride ions by physically surrounding chloride ions in the matrix and then remove free chlorides, of which adsorbed chlorides may be subsequently dissolved in acidic solution. This binding of chlorides is substantially attributed to the presence of precipitated Ca(OH)₂, which was presumably provided by the activator. Thus, it can be said that the Ca(OH)₂ activator may enhance chloride binding capacity and thus the resistance to chloride-induced corrosion.

Figure 4: XRD curves for AAS paste admixed with 1.5% chlorides.

3.2. Ionic Permeability and Pore Structure

The current passed through the AAS cell for 6 hours is given in Figure 5, together with converted value of charge. The ionic penetrability of the control specimen had the highest current and charge, accounting for 8175 C, while the charge passed for AAS specimens ranged from 3600 to 6477 C. A reduction of the charge passed, in terms of ionic transport, in AAS mortar may result from a denser pore structure arising from GGBS, which was finely further grained to admix in concrete and then to block ionic paths in the specimens [20]. Moreover, the AAS mortar containing the Ca(OH)₂ activator produced the greatest resistance to ionic transport, which may be attributed to precipitation of Ca(OH)₂ in the cement matrix. Formation of precipitated Ca(OH)₂ could lead to a further hydration, so-called a latent hydration, and thus the pore structure might be modified to denser one. When it comes to the guided values for the ionic transport, all specimens were ranked in “moderate,” due to the absence of gravel in the specimen, which would otherwise form an electric barrier and then reduce the charge passed through the cell.

Figure 5: Charged current with time depending on activator type.

The pore structure examined by the mercury intrusion porosimetry is given in Figure 6, in terms of cumulative pore volume with the decreasing pore diameter. It is evident that the pore volume and pore distribution are dependent of binder and the activator. For control specimen, the total pore volume was equated to 0.102 mL/g and 0.121–0.137 mL/g for AAS specimens. The high level of pore volume for AAS specimens is ascribed to a sharp increase in the gel pores (<0.01 μm), which might have been mainly formed in the C-S-H gel [21–23]. However, this range of pores is not open to ionic transport; ions and molecules are mobile only in the range of capillary pores. Thus, it can be said that a reduced value of the charge passed for AAS specimen could be achieved by a modified pore structure, encompassing the lower level of capillary pore and higher gel pore. Notwithstanding, the porosity converted from the pore distribution was always in the similar range, irrespective of binder and activator, accounting for 20.1–23.3%.

Figure 6: Cumulative intrusion of AAS and control mortars.

3.3. Resistance to Chloride-Induced Corrosion

To assess the corrosion resistance of AAS, the galvanic current of steel in AAS mortar was monitored for 25 weeks, subjected to a wet and dry cyclic condition to accelerate the corrosion process. The obtained galvanic current for AAS is given in Figure 7. It is evident that the galvanic current was sharply increased to high at the state of corrosion, whilst an even lower value was kept at the passive state. For control, the galvanic current was jumped to 10 mA/mm² or beyond at 13 weeks, indicating the onset of corrosion. However, the steel in AAS mortar containing the KOH and NaOH activators was presumed to be corrosive after 5 weeks, of which the galvanic current was significantly increased to 15–25 mA/mm², implying the lower corrosion resistance, compared to Portland cement concrete. However, in AAS containing the Ca(OH)₂ activator, the galvanic current was always mostly nullified for 25 weeks, as being passive to corrosion. Again, the higher corrosion resistance of AAS with the Ca(OH)₂ activator is attributed to precipitated Ca(OH)₂, which could enhance the capacity of chloride binding at chloride adsorption to remove from the pore solution and then to mitigate the corrosion risk.

Figure 7: Monitoring of galvanic currents of steel in AAS mortar.

Simultaneously, half-cell potential was monitored for an equated duration, as given in Figure 8. Considering the critical potential for the corrosion initiation (i.e., −275 mV versus SCE), the passivity of steel in AAS containing the Ca(OH)₂ activator was again confirmed. For the first 10–12 weeks, the half-cell potential was much fluctuated for all specimens, due to the high sensitivity of electrode to the concrete resistivity. Then, propagation of the half-cell potential was clearly different from the binder and activator in AAS mortars. For control specimen, the half-cell potential was dramatically decreased, after 12 weeks, to the corrosive state, while the AAS containing KOH and NaOH activators indicated the corrosive state mostly from the beginning of monitoring. Again the AAS containing the Ca(OH)₂ activator showed the highest half-cell potential, indicating no corrosion formation. Substantially, it can be said that the AAS can be beneficial with the Ca(OH)₂ activator against chloride-induced corrosion, arising from increased binding of chlorides in the form of Ca(ClO)₂ and modified pore structure.

Figure 8: Monitoring of half-cell potential of steel in AAS mortar.

4. Conclusion

In this study, the corrosion resistance of steel embedment in AAS mortar was assessed by a monitoring of the galvanic current and half-cell potential in chloride-contaminated AAS mortar. To ensure the chemistry of chlorides in AAS, chloride binding was determined by the water extraction method and formation of chlorides in the AAS matrix was confirmed by the XRD analysis. Finally, the pore structure and ionic transport were examined by the rapid chloride penetrability test and mercury porosimetry. The conclusion derived from the experimental works is as follows:

(1)The corrosion resistance of AAS was strongly dependent on the activator. For KOH and NaOH, the corrosion behavior was mostly similar to Portland cement mortar, but the Ca(OH)₂ activator increased the corrosion resistance; the galvanic current always indicated the passive state for 25 weeks and simultaneously the half-cell potential exceeded the threshold voltage for the onset of corrosion (−275 mV versus SCE).(2)The higher resistance of AAS containing the Ca(OH)₂ activator to chloride-induced corrosion may be attributed to precipitation of Ca(OH)₂ in the matrix, which might have reacted with chlorides to physically form Ca(ClO)₂ to remove free chlorides from the pore solution, although the binding capacity of chlorides was lower than for Portland cement paste. However, AAS containing the KOH and NaOH activators had no benefit in binding chlorides in the cement matrix.(3)The AAS mortar had a higher resistance to ionic transport in testing of rapid chloride penetrability test, presumably due to the use of finely grained GGBS, which may fill up the voids in concrete/mortar. Moreover, a modification of the pore structure may reduce the openness to external ions and molecules: in fact, the capillary pores were reduced and the gel pore was increased.

Conflict of Interests

The authors declare that there is no conflict of interests regarding the publication of this paper.

Acknowledgments

This research was supported by the National Research Foundation of Korea (NRF) funded by the Ministry of Education, Science and Technology (Grant no. 2012R1A1A1014432) and supported by a Grant 14RDRP-B076268 from Regional Development Research Program funded by the Ministry of Land, Infrastructures, and Transport of Korean Government.

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