Modeling of Corrosion Rate and Resistivity of Steel Reinforcement of Calcium Aluminate Cement Mortar

Argiz, Cristina; Sanjuán, Miguel Ángel; Borges, Pedro Castro; Álvarez, Emiliano

doi:https://doi.org/10.1155/2018/1096282

Advances in Civil Engineering

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Research Article | Open Access

Volume 2018 | Article ID 1096282 | https://doi.org/10.1155/2018/1096282

Modeling of Corrosion Rate and Resistivity of Steel Reinforcement of Calcium Aluminate Cement Mortar

Cristina Argiz,¹Miguel Ángel Sanjuán,²Pedro Castro Borges,³and Emiliano Álvarez⁴

Academic Editor: Constantin Chalioris

Received03 Aug 2017

Accepted26 Dec 2017

Published05 Mar 2018

Abstract

Calcium aluminate cement (CAC) is a binder whose hydrated compounds change over time from cubic phases to hexagonal phases, producing an increase of porosity in reinforced concretes. Thereby, chloride ions, among other steel corrosion promoters, can enter the concrete more easily leading to an increase of the reinforcement corrosion process. When such a transformation of phases is completed, a characteristic value regarding both corrosion intensity (I_corr) and resistivity (related to the ohmic drop of the cementitious material) is reached, which depends mainly on the mix proportions of the material and the curing procedure. This paper presents the characteristic corrosion intensity values of steel embedded in mortars made of CAC after five years of exposure to either a 0.5 mol/l or 1.5 mol/l NaCl solution in order to be applied to estimate the service life of reinforced concrete made of calcium aluminate cement (CAC) which is used in real construction structures. Ohmic drop measurements are also presented to support the values obtained. The aim of this paper is to model the corrosion rate and resistivity of the steel reinforcement of calcium aluminate cement mortar with regard to environmental factors (temperature and chloride content) and mortar quality (water/cement ratio).

1. Introduction

Steel reinforcement corrosion is one of the major problems for a reinforced concrete structure exposed to a chloride environment. The passivation layer is removed locally by the chloride ions when the critical chloride threshold level is achieved. Corrosion process imposes rebar cross-sectional area reduction and internal expansion promoted by the corrosion products which results in the cover concrete cracking. Particularly, corrosion of steel-reinforced concrete made of calcium aluminate cement (CAC) has been reported in Europe [1, 2]. For instance, in Spain, a block of flats collapsed in November 1978, resulting in several persons injured. It is estimated that about 200,000 dwellings were built in Spain between 1950 and 1970 using calcium aluminate cement (CAC) concrete.

It has been reported [3] that the lower the level of C₃A in Portland cements, the lower the chloride ion binding capacity is. Also, the binding capacity depends on the type of the calcium aluminate hydration products such as C₃A, C₄AF, and C₁₂A₇ [4]. This binding capacity also reduces the chloride diffusion through the pore system [5]. Therefore, calcium aluminate cement (CAC) might provide a high binding capacity due to the high Al₂O₃ content and reduce the corrosion rate [6]. Moreover, the chloride binding capacity increases by the curing time [7]. The high efficiency of CAC regarding chloride binding is also found in other ion immobilization [8].

Calcium aluminate hydrate phases (e.g., CAH₁₀, C₂AH₈, and C₃AH₆), that typically form in CAC systems, are prone to phase conversion phenomena [6]. Then, a chemical process in which hexagonal phases of the cement, CAH₁₀ and C₂AH₈, turn into cubic phases, C₃AH₆, leads to an increase of porosity [5], and the corrosion initiation increases together with the porosity. The above-mentioned hydrates in CAC could be converted into stable hydrates by means of a carbonation curing process without the instance of increased porosity; then, the volumetric instability of CAC is avoided [9].

As it is well known, the presence of chloride ions in the environment (sea water, salty fog, deicing salts, salty solutions, etc.) is the main promoting factor of corrosion initiation [5–7]. Although aluminous hydrates can react with chloride ions forming chloroaluminates, the amount of remaining chloride ions in the pore solution in equilibrium could be enough to initiate significant reinforcement corrosion along the time [10]. Currently, new corrosion protection coatings based on chloride immobilization are being studied [11]. Also, bound chlorides may be released by changes in the pore solution such as pH lowering or free-chloride reduction [6]. It is remarkable that the corrosion rate level was found to be directly influenced by the degree of conversion from hexagonal to cubic phases which was achieved by increasing the curing temperature [10, 12].

Corrosion intensity measurements have been used over time as an accurate electrochemical parameter related to the corrosion state of the steel reinforcement in concrete. It was established that corrosion rates over a band ranged between 0.1 and 0.2 µA/cm² should be considered of significance in concrete reinforcement made of portland cement [13] and 0.1 µA/cm² for concrete reinforcement made of CAC cement [14].

Characteristic values of corrosion intensity (I_corr) and resistivity serve to establish the corrosion state. Therefore, the knowledge of the corrosion level will be very helpful when corrosion assessment is made. The conversion process was induced by the increase of the curing temperature. The characteristic values of corrosion intensity and resistivity (expressed as ohmic drop data) of calcium aluminate cement (CAC) mortars exposed to chloride-containing environments are presented.

The scope of the present work is to set such limiting values in steel-reinforced calcium aluminate cement-based materials exposed to a wet chloride contaminated environment. The final scope of this study is to obtain a mathematical model which lead to know the relationship between the corrosion intensity and the ohmic drop of the steel reinforcement with the water-cement ratio, curing temperature, and the environmental chloride content.

2. Experimental Method

2.1. Sample Elaboration

Prismatic (20 × 55 × 90 mm) reinforced mortar specimens (0.35:0.50 water-cement ratio and 1:3 cement-sand ratio) were made (Figure 1) and cured at 100% RH. Curing was performed at 20°C, 40°C, and 60°C for two weeks. Then, they were immersed in either 0.5 M or 1.5 M NaCl solution for 255 days [10], and afterwards, subjected to a sheltered from rain environment for five years.

2.2. Electrochemical Measurements

Steel rebars embedded in CAC mortars (Figure 1) were electrochemically monitored after 5 years of exposure to either a 0.5 mol/l or 1.5 mol/l NaCl solution. Thereby, corrosion intensity and ohmic drop values were measured according to [13].

2.3. XRD

Solid-phase analysis was performed by XRD by means of a Philips PW 1730 diffractometer equipped with a graphite monochromator, and Cu K_α1 radiation was used over a 2θ angular range of 5–65°, with a step size of 0.04° at 2 s per step.

3. Results and Discussions

3.1. XRD Analysis

X-ray diffractograms shown in Figure 2 demonstrate that, after five years, all the specimens suffered the complete conversion from hexagonal phases to cubic phases which are the most stable forms, and then, it is not expected any significant change along the time. Therefore, the electrochemical parameters recorded during this period could be considered as the characteristics values of such material, which are only dependant on the mix proportions (water-cement and cement-aggregate ratios) and the environmental conditions (e.g., chloride content and temperature).

The semiquantitative determination of the crystalline compounds, calculated from the intensity of reflections at 11.2 (2θ) for Friedel’s salt, 12.35 (2θ) for CAH₁₀ and 17.27 (2θ) for katoite (C₃AH₆), is presented in Figure 2. After five years, the reflections of hexagonal Friedel’s salt (Ca₄Al₂O₆Cl₂·10H₂O) remain high, whereas hexagonal CAH₁₀ (CaAl₂O₄·10H₂O) appeared much smaller. The intensity of the cubic katoite (Ca₃Al₂(OH)₁₂) and gibbsite γ-Al(OH)₃ reflections was detected. The intensity of the cubic phase reflections increases with time, while that corresponding to hexagonal CAH₁₀ decrease [6, 10]. The chloride binding capacity is increased not only by the curing time for calcium aluminate cements [7] but also by the curing temperature and compactness of the mortar as shown in Figure 2.

3.2. Characteristic Value of Corrosion Intensity

Figure 3 presents the characteristic values of corrosion intensity found for CAC mortars for different mix proportions and conservation conditions. As expected, higher water-cement ratios lead to higher porosities in the cases of 40°C and 60°C and, therefore, lead to a higher characteristic corrosion intensities. Also, it was found that the higher the chloride content, the higher the corrosion intensity is.

Corrosion intensity measurements are the most accurate electrochemical measurements related to the corrosion state of the steel reinforcement [13]. Therefore, a characteristic value of corrosion intensity, I_corr, can be quite helpful when service life estimations are required. This parameter is presented as the most appropriate one because it provides very useful estimations for designing in order to establish a safe service life calculation. By using this technique, some authors have observed an inhibition effect on the steel corrosion in CAC mortars subjected to a chloride environment [14]. Also, a higher corrosion resistance in marine environments as compared to Portland cement has been found [15].

3.3. Characteristic Value of Corrosion Potential

Corrosion potential is an electrochemical parameter related to the corrosion state of the steel (Figure 4). However, regarding the steel reinforcement of the reinforced concrete, this parameter is only useful when the real history of the reinforced concrete structure is well known. If not, the measurements could be misinterpreted due to the influence of the conditions of the surrounding mortar or concrete. The negative values of corrosion potential show that the steel rebars are corroding (Figure 4) [16]. Nevertheless, this parameter cannot be used to differentiate the relative performance of the steel in the environmental conditions considered in the present study.

3.4. Characteristic Value of Ohmic Drop

Ohmic drop data, which are related to the resistivity of the mortar or concrete embedding the steel rebar, are influenced by the microstructural and humidity changes in the mortar. Therefore, first of all, this parameter is affected by the conversion reaction and the subsequent increase of porosity [5] and then by the increase of humidity in the pores and the possible penetration of some ions from the exterior. After the conversion process, resistivity or ohmic drop values tend to reach a more stable level if the environmental conditions remain constant [17], such value is the characteristic resistivity which is presented in Figure 5 as ohmic drop value, expressed as ohm·cm.

In mortars made with a water/cement ratio of 0.5, it is evident that the increase of NaCl in the solution leads to a decrease of the ohmic drop. On the contrary, the increase of temperature for every NaCl solution seems to result in a decrease of the ohmic drop. With regard to mortars made with a water/cement ratio of 0.35 and cured at 20°C or 40°C, these two conclusions are not clear. This fact seems to be a consequence of the more dense structure obtained in mortars made with a lower water/cement ratio. Only when these mortars (water/cement ratio of 0.35) are cured at 60°C, the general trend observed in mortars made with water/cement ratio of 0.5 is found again.

3.5. Modeling

A relationship between the electrochemical parameters (corrosion intensity and ohmic drop), the mix proportions (w/c ratio), and temperature and the storage conditions (0.5 M or 1.5 M NaCl solution) is obtained in the present research program. This relationship was achieved by using a factorial design of experiments, which provides an approach to the study of a process with a large number of variables involved such as reinforcement corrosion in reinforced concrete mortar or concrete. Also, it allows determining the variables having significant effects on the corrosion process. The traditional experimental method changes a variable which remains constant the rest of the time, and then, data variation is attributed to the shift in that variable. Therefore, this method is very time consuming, and it does not measure the interaction between several variables at a time [18–20].

3.5.1. Factorial Design of Experiments

The variables chosen for studying the characteristic values of the corrosion intensity and ohmic drop formed eight combinations with water-cement ratios of 0.35 and 0.50, chloride contents of 0.5 M and 1.5 M, and curing temperature of 20°C and 60°C. This choice was made taking into account the actual values which can be found in real cases.

Then, the modified Box-Hunter statistical method was applied in order to have a relationship between the corrosion intensity and the ohmic drop of the steel reinforcement with the curing temperature, water-cement ratio, and the environmental chloride content. Thus, the designed experiment includes three variables: curing temperature, water-cement ratio, and chloride content. This kind of design includes eight experiences on the cube presented in Figure 6 (numbered spheres at the corners). Then, it is formed by 8 experimental combinations corresponding to a 2³ factorial design.

The variables were coded in order to obtain the three levels of −1, 0, and +1. The levels or values of the coded variables X₁, X₂, and X₃ were obtained from (1), where X₁ is the curing temperature, X₂ is the water-cement ratio, and X₃ is the chloride content:where X_i is the value or level to code, X′_i is the uncoded variable, X₀ is the central value (mean value of the matrix composition), and δ is the distance between the central value and the +1 and −1 levels. The scope is to sample a reasonable range of the values of interest. If a variable is significant and the results show that extreme values are desirable, subsequent experiments can explore this new range.

The corresponding values of the three variables were calculated considering chloride concentrations from 0.5 M to 1.5 M, curing temperatures from 20°C to 60°C, and water/cement ratios from 0.35 to 0.50. These values represent the working range proposed to study the effect of these variables on the corrosion intensity and ohmic drop. Table 1 shows the variables used in this study, where X₁ is the curing temperature, X₂ is the water-cement ratio, and X₃ is the chloride content. Therefore, the 2³ factorial design of experiments has been defined.

3.5.2. Influence Calculation

Main effects are calculated from the data d_i obtained at the eight corners (i = 1, … , 8) as follows:

However, the interactions between each of the two factors have been calculated according to the following equations:

Finally, the interaction between all the three parameters considered is given by the following equation:

The confidence interval (CI) is calculated by using (5) and considering a standard deviation, s, equal to 2.5 for the corrosion rate study and 150 for the ohmic drop study when an active corrosion process is onset, whereas these values are much higher if the corrosion process is not produced. The student coefficient, t, is 2.306 for 8 experiments, n, considering a confidence level of 95%:

Main effects and interactions between variables are shown in Table 2, where the curing temperature and the combined factor (T) (w/c) are higher than the experimental error, while the chloride content is slightly lower. This means that these two parameters (curing temperature and T × w/c) are the most important with regard to the corrosion rate of the reinforcement. In relation to the ohmic drop study, it is observed the great influence on this parameter of the curing temperature and the water-cement ratio, considered isolated and also combined. The effect of the chloride content is of less important when compared with the other two variables.

The curvature effect, C, is the difference of the average of the data at the central points and the average of the factorial design experiment data, which was calculated according the following equation:

The confidence interval of the curvature effect (CICE) was calculated taking into account the total number of experiments, N, according to the following equation:

The values considered in this case were s = 2.5 for the I_corr study and s = 150 for the ohmic drop study, t = 2.306, N = 4, and n = 8.

The curvature value is lower than the interval of confidence of the curvature effect. Thus, a linear model to determine the influence between variables can be chosen; this means that it is not necessary to take into account such curvature effect.

3.5.3. Modeling

The data obtained in the corrosion intensity and ohmic drop of mortar were fitted to a polynomial function ((8) and (9), resp.), which allows a prediction of the experimental data as Figures 7 and 8 show:

The R² coefficient was calculated according to (10) to evaluate the reliability of the proposed models. Such coefficient gave a reliability of about 20% for the corrosion intensity estimation and 70% for the ohmic drop one. The simulation results were compared with the experimental data, and correlation was found to be good for ohmic drop. On the contrary, a worse prediction has been found for corrosion intensity:where z_i is the experimental data, is the calculated data using the model, and is the average value, whereas n is the number of data.

3.5.4. Response Surfaces

The mathematical model allows the simulation of the corrosion intensity (Figure 9) and ohmic drop (Figure 10) response in function of the variables studied. Once the system has been described with the model equation, the computer and the software facilitate the solving the model and plot the results. For example, Figure 9 shows the surfaces of response for three cases considered: (a) constant curing temperature of 20°C, 30°C, and 40°C, (b) constant water-cement ratios of 0.40, 0.50, and 0.60, and (c) constant chloride content of 1 M, 1.5 M, and 2 M.

(a)

(b)

(c)

(a)

(b)

(c)

Corrosion intensity and ohmic drop data are used to assess the corrosion state of steel reinforcement in concrete. Both of them give an idea about the development of the corrosion process of the steel. This fact justifies that the same factors influence both of them. However, the magnitude of such influence is different for each property. That is, the ohmic drop is mainly affected by the effect of the curing temperature and the water-cement ratio, separately. Also, the combined effect of these factors is of importance. However, for the corrosion intensity study, it has been determined that such combined effect is the most relevant, and the effect of the curing temperature is also significant but not the isolated effect of the water-cement ratio. This result is due to the effect of the water-cement ratio on the capillary porosity of the material and the liquid phase contained in the pores [21], which affect greatly the measurements of the mortar, and then is reflected in the ohmic drop measurements.

On the contrary, once the corrosion process has been initiated, the higher or lesser porosity is of less importance to the corrosion intensity. This only could be affected in some cases by the access of oxygen from the exterior to the reinforcement.

With regard to the chloride content, it has a minor importance when the corrosion process is initiated. Only it has a significant influence on the ohmic drop as a result of a decrease in the resistivity of the material due to a hygroscopic effect and the presence of ions. The interaction of the water-cement ratio and the environmental chloride content is appreciable.

4. Conclusions

Based on the presented analysis, the following conclusions can be drawn:(i)The values of corrosion rate, and corrosion potential and resistivity, which show a steady-state plateau in corrosion data for CAC-reinforced mortars exposed to chloride environments, have been stated.(ii)Very negative values of corrosion potential from −400 mV to −600 mV were recorded showing an active corrosion process of the steel reinforcement. However, this parameter did not allow distinguishing the magnitude of the process. By contrary, the characteristic corrosion rate of the steel depends on the combined effect of the curing temperature and the water-cement ratio showed the main effect interaction study and then by the isolated effect of the curing temperature and chloride content.(iii)Factorial design methods are a useful tool to model the relation between characteristic values of I_corr and ohmic drop with curing temperature, water-cement ratio, and chloride content with a quite important saving in time. However, result utilisation is limited to the experimental range considered because of the high heterogeneity of the material.(iv)High curing temperature, water-cement ratio, and chloride content ratios offer the maximum I_corr. Its interactions can play in a different way, which justify the statistical study. Therefore, further studies must be addressed to evaluate other variables or ranges.(v)The obtained equation can predict characteristic values of I_corr and ohmic drop in reinforced mortars. From the interaction, a study can be deduced that the parameters affecting mostly I_corr are the combined effect of the curing temperature and the water-cement ratio and then the isolated effect of the curing temperature and the water-cement ratio. However, for the ohmic drop, the isolated effects of the curing temperature and the water-cement ratio are the most important and a little lesser the combined effect. Also, the chloride content has a significant relevance but of lesser influence.

Conflicts of Interest

The authors declare that they have no conflicts of interest.

Acknowledgments

Pedro Castro Borges acknowledges the financial support provided by the “Centro de Investigación y de Estudios Avanzados del IPN, Unidad Mérida.” Miguel Ángel Sanjuán wishes to acknowledge the Directorate-General for Science, Research and Development of the European Commission for the receipt of a fellowship under the Human Capital and Mobility Program. Miguel Ángel Sanjuán is also grateful to C. Andrade, K. L. Scrivener, and colleagues of the Instituto Eduardo Torroja from Madrid (Spain) and Imperial College of Science, Technology and Medicine of London (UK).

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Copyright © 2018 Cristina Argiz 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.

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