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Revista IBRACON de Estruturas e Materiais

On-line version ISSN 1983-4195

Rev. IBRACON Estrut. Mater. vol.5 no.2 São Paulo Apr. 2012

 

Analysis of chloride diffusivity in concrete containing red mud

 

 

D.V. RibeiroI; J.A. LabrinchaII; M.R. MorelliIII

IUniversidade Federal da Bahia, Departamento de Ciência e Tecnologia dos Materiais, verasribeiro@hotmail.com, Escola Politécnica - Rua Aristides Novis, 02, Federação, 40210-630. Salvador/BA, Brasil;
IIUniversidade de Aveiro, Departamento de Engenharia Cerâmica e do Vidro, jal@ua.pt, Campus Universitário de Santiago, 3810-193. Aveiro, Portugal;
IIIUniversidade Federal de São Carlos, Departamento de Engenharia de Materiais, morelli@power.br, Rodovia Washington Luis, Km 235. 13566-550. São Carlos/SP, Brasil.

 


ABSTRACT

Red mud is a solid waste produced in the alumina production process and, due to its high pH, is classified as hazardous. Its incorporation in concrete mixtures, acting as filler due to the particles fineness, might be an interesting reuse alternative. The focus of this paper is to study the chloride diffusivity of concrete mixtures containing red-mud. The concentration of chlorides was monitored by measuring the conductivity of the anolyte, which was distilled water initially. In addition, the estimation of the chloride ions diffusion coefficients in steady and non-steady conditions, Ds and Dns, was obtained from the ''time-lag'' and ''equivalent time'' between diffusion and migration experiments. Due to superfine particle-size distribution and the "filler" effect, the red mud addition seems to assure lower chloride diffusivity.

Keywords: concrete, red mud, chloride diffusion, corrosion.


 

 

1. Introduction

The huge volumes of industrial waste produced today represent one of the world's greatest environmental problems, with an annual volume of up to 25 million tons of waste generated in São Paulo alone [1]. The red mud studied in the present paper is a by-product of aluminum production from bauxite ore produced by the Bayer process. The vast quantities of wastes call for the search for widely consumed target products into which they can be incorporated, such as civil construction.

The world's production of bauxite in 2009 was 205 million tons, and the main producing countries were Australia, China, Brazil, Guinea, India and Jamaica. Ranking third in worldwide production in 2009, Brazil produced 26.6 million tons of bauxite. It also has the world's third largest bauxite ore reserves (around 3.5 billion tons), concentrated mainly in the northern part of the country (state of Pará) [2].

Roughly 0.3 - 1.0 tons of red mud waste are generated per ton of aluminum produced. Brazil has discarded about 10.6 million tons/year of caustic red mud in recent years and the worldwide generation of red mud exceeds 117 million tons/year [3].

Approximately 35-40% of bauxite ore is discarded in the form of strongly alkaline RM slurry [4]. This mud contains about 60 vol. % of solid content in the form of superfine particles. Therefore, this material has a large surface área and a strong water absorbing capacity.

Alkaline matrices such as those provided by Portland cement in mortars and concrete are commonly used in waste conditioning. They are inexpensive, have an extensively documented history of safe use, and are a draw-upon readily-accessible technology. Alkalinity greatly reduces the solubility of many hazardous inorganic species and inhibits microbiological processes. Moreover, since these matrices require water for hydration, they may readily incorporate wet wastes [5] such as red mud.

The search for an economically and environmentally viable alternative has led to the study of red mud for various applications, such as adsorbent for the removal of heavy metals from aqueous solutions [6], building materials such as bricks [7], ceramics and tiles [8], ceramic glazes [9], as polymer-based composites to replace wood [10], iron-rich cement [11, 12], component of clinker [4, 11, 12], and the addition to mortar and concrete formulations was also reported [13]. The use as common building material has been suggested as an alternative that ensures high rates of consumption [14].

It is widely known that chloride ions cause local breakdown of the passive layer and subsequent corrosion of reinforcing steel bars (rebars) in concrete structures.

Several studies [15, 16, 17] report the use of migration tests to evaluate the resistance of concrete to penetrating chloride ions. Initially, these tests were used to evaluate this penetration based on the total penetrated load, according to the ASTM C 1202/1992 standard, and to estimate the diffusion coefficient in steady-state conditions, as suggested by ANDRADE [15]. More recently, several authors have used migration tests to calculate the diffusion coefficient in nonsteady-state conditions [16, 17]. Depending on the proposed objective, these tests may vary in terms of procedure and parameters, but all are based on the induction of the movement of ions under the action of an external electric field [18].

The migration test is based on the principle of applying a potential difference between two cells: one containing a chloride solution (cathode) and the other without chlorides (anode), which are placed on each side of the concrete sample under analysis. The externally applied electric potential forces the passage of chloride ions through the concrete sample from the first (cathode) to the second (anode) cell. By this method, the passage of chloride ions through the specimen is induced by the electric current generated by the potential difference of 12 volts applied to a direct current source through the electrodes contained in each cell.

The positive cell (anode) is filled with distilled water to prevent corrosion-induced deposition of chlorides. The negative cell (cathode) is composed of a solution containing a concentration of 1 M of sodium chloride (NaCl).

 

2. Materials and methods

2.1 Materials

Ordinary CP-II 32 Z Portland cement (OPC), according to the Brazilian NBR 11578 standard, commercially available in São Carlos, Brazil, was selected as reference in all the tests. The coarse aggregate was dense, crushed granitic stone and the sand was supplied from a river deposit commercially available in São Carlos, Brazil.

The red mud came from Poços de Caldas-MG and was supplied by ALCOA Brazil. It is a mixture containing about 60% of solids, collected immediately after alumina recovery from the digestion process.

2.2 Methods

2.2.1 Materials characterization and Concrete Dosage

The materials characterization involved X-ray diffraction (Rigaku Geirgeflex ME 210GF2 Diffractometer) and X-ray fluorescence (Philips PW1480 X-ray Fluorescence Spectrometer) analyses, while physical parameters such as the specific surface area (estimated by BET, using a Micrometrics Gemini 2370 V1.02 equipment) and specific gravity (Helium Pycnometer Accupyc 1330 V2.01 from Micrometrics) were also determined. Similar determinations were performed on sand and on the red mud.

The concrete formulation used as reference was prepared in a
1.0 : 1.5 : 1.3 : 0.5 (Portland cement + red mud : sand : coarse aggregate : water) weight ratio. The mortar content was 65.8% and the cement consumption was 540 kg/m3 compared to a reference mixture. Distinct concrete mixtures in which cement was partially replaced by red mud (10, 20, and 30% in weight) were analyzed.

All the specimens were cylindrical. To perform the migration tests, specimens of 50 mm in diameter and 100 mm in length were molded, from which 40 mm thick slices were cut, discarding the outer top and bottom parts in order to minimize heterogeneities and ensure water saturation.

 2.2.2 Chloride Migration Testing

The American ASTM C-1202/97 standard (Standard Test Method for Electrical Indication of Concretes Ability to Resist Chloride Ion Penetration) advocates the use of vacuum saturated samples before submission to migration tests. This procedure has been adopted by other researchers [11, 16] o ensure that the penetration of chlorides into the sample was caused predominantly by diffusion. In this work, vacuum saturation was not used; instead, the samples were soaked in water for 24 hours prior to testing, according to SANTOS [18] studies.

PVC cells were used, consisting of a 50 mm diameter "T" tube with a top cover for output measurements and a side containing the electrode, properly sealed to prevent loss of solution. The specimens were placed at the interface between the two chambers, and were also glued with a silicone-based adhesive. Thus, the ion exchange between cells took place only through the body surface-to-test exposed area. The test setup and its implementation are illustrated in Figures 1 and 1b, respectively. A 12-Volt current was applied to the system by means of electrodes positioned at the ends of the cell, which were connected to copper wires from a controlled voltage source.

The concentration of chlorides in the anolyte chamber (initially free of chlorides) was analyzed at regular intervals during the experiment using a portable digital conductivitimeter (CD-880, Instrutemp). The chloride concentration was estimated based on the correlation between this parameter and the electrical conductivity, as indicated in Figure 2. Conductivity values were referenced to a temperature of 25°C, by considering an increase of 2% in the conductivity of the solution when the temperature rose by one degree centigrade.

 

 

3. Results and discussion 

3.1 Caracterização das matérias-primas

The Portland cement used in this work has a specific surface area 0.93 m2/g and its specific gravity is 3.11 Kg/dm3. The sand has a specific surface area of 0.68 m2/g and its specific gravity is 2.70 Kg/dm3. According to Brazilian NBR 7211 standard, it is classified as fine sand. The gravel has a specific gravity of 2.74 kg/dm3 and maximum dimension of 19 mm.

The red mud was received in the form of a paste containing about 40% free water. In the present study, the material was dried and crushed, and then used as a powdered additive. Ideally, if its potential as a constituent of concrete is confirmed, red mud should be incorporated and tested in the as-received condition, and the free water present in the mud should be considered a component of the mortar mix.

The specific surface area of bauxite waste is 20.27 m2/g, the specific gravity is 2.90 kg/dm3 and the pH is very high (12.95), exceeding the limit (12.5) for non-hazardous wastes established by the Brazilian NBR 10004 standard.

Table 1 gives the chemical composition of the waste, while Figure 3 shows the corresponding XRD pattern. As expected, aluminium hydroxide (Al(OH)3), calcium carbonate (CaCO3), and iron oxide (Fe2O3) are the predominant components, but the relative amounts of SiO2, muscovite, FeO(OH) and Na2O (or NaOH) are also relevant. Some of these oxides were also detected by XRD, in addition to aluminum hydroxide and a complex Na5Al3CSi3O15 phase.

 

 

3.2 Ensaio de migração de cloretos

Figure 4 shows the evolution of chloride concentration in the anolyte chamber during migration tests. Four samples were used for each addition content and the results presented are the mean values obtained with their standard deviations. As expected, Cl- concentration increases with time once the voltage is applied, following the predictable trend.

 

 

Initially, there is a period in which the amount of chlorides passing into the anolyte chamber is negligible. Its duration corresponds to the so-called "time lag" (t), and can be defined as the time required for chlorides to pass through the concrete disc, causing its saturation. This period of time will later serve as the basis for estimating the Dns values. After this period, the flux of chloride ions through the specimen becomes constant, which corresponds to the steady-state period.

The "time lag" is empirically obtained from the intersection between the extension of the line that characterizes the steady-state and the time axis, according to the diagram of Figure 5.

 

 

Figure 6 shows that the "time lag" increases with increasing waste content, probably due to the reduction of a relative number of capillary pores [19]. Moreover, the mud particles may close or interrupt the connectivity between some of those pores, thus diminishing the capillary suction of the concrete and hindering the transport of substances [20]. This occurs even in samples showing higher total porosity, meaning that within certain limits this parameter is not relevant.

 

 

After the time lag, the flux of chloride ions through the specimen increases at a constant rate, which corresponds to the steady-state regime [16]. The steady-state diffusion coefficient (Ds) in migration tests is estimated using the Modified Nernst-Planck equation:

 

 

where: Ds = steady-state diffusion coefficient; JCl = flux of chloride ions (mol/cm2.s); R = gas constant (1.9872 cal/mol.K); T = temperature (K); l = sample thickness (4 cm); z = ion valence (chlorides = 1); F = Faraday´s constant (23063 cal/volt.eq); Ccl = chlorides concentration in the catholyte (mol/cm3); g = activity coefficient of the catholyte solution (Cl- = 0.657) and ΔФ = effective applied voltage (12V).

The chloride ion flux (JCl) represents the speed at which the ions are transported through the concrete, and the steady-state and nonsteady-state diffusion coefficients are calculated based on this flux. The chloride ion flux can be calculated using the linear slope, between the start and the end of steady-state diffusion on the graph representing the evolution of the chloride concentration in the anodic cell as a function of time (see Figure 5):

 

 

where, A= exposed area (cm²); V = volume of the cathodic chamber (cm3) and; dC/dt = linear slope of steady-state diffusion, on the graph of chloride concentration as a function of time.

The time that chlorides would require under natural conditions of diffusion to reach the penetration depth observed in migration tests, tdif , is calculated according to Equations (B) and (C), proposed by CASTELLOTE et al. [16]

 

 

 

where: t = time-lag in the migration test; tdif = time equivalent of diffusion (s); e = electron charge (1.6 10-19 C); k = Boltzmann's constant (1.38 10-23 J/K).

This mathematical solution allows migration tests to be "converted" into natural tests. In other words, using this "equivalent" time (tdif), Dns is obtained directly from Equation (D):

 

 

where: l = specimen thickness (cm).

Figure 7 shows the flow of chloride ions, JCl, through the concrete as a function of red mud content in the material. This parameter represents the speed at which the ions are transported through the concrete and from which the steady-state and nonsteady-state diffusion coefficients (Figure 8) are calculated.

 

 

A clear decrease in the flow of chloride ions is observed in samples containing increasing amounts of waste. This is very positive because it reveals a delay in the onset of the corrosion process caused by the migration of chloride ions. These observations are in agreement with findings reported SANTOS [18] e AÏTCIN [21], who showed the tendency of supplementary cementitious materials (such as red mud) to significantly reduce the mobility of chloride ions, reflecting the effect of increased tortuosity and better pore diameter distribution resulting from the pozzolanic reactions, which hinder ionic movement.

Moreover, red mud contains mineralogical phases such as sodium aluminosilicates, known as sodalites, i.e., zeolite-type compounds with an extremely high ion-exchange capacity, which makes red mud a good absorber of heavy metals [22] and influences their surface properties [23], including the formation of compounds by reaction with chloride ions. Other authors [24] also cite the importance of the presence of aluminates, which play an important role in anchoring the chloride ions, which would otherwise be free and available to start the corrosion process.

The aspects discussed in the above paragraph are also reflected in the steady-state and nonsteady-state diffusion coefficients of chloride ions shown in Figure 8, both of which decreased due to the addition of a higher red mud content.

 

 

Some authors [16, 18, 25] attribute reductions of the diffusion coefficient to reductions in the water/binder (in this case, cement + red mud). However, they report a decrease in total porosity as this ratio diminishes, which was not the case in the present study. Therefore, the results cannot be correlated with a decrease in the water/binder ratio.

In an attempt to have more sensitive representations about the benefits of the red mud use, the results of chloride penetration are related with the service life of reinforced concrete. For this purpose, the Fick's second law of diffusion (equations E and F) was used, according to proposed by recent studies [24, 26].

 

 

where Ds is the steady-state diffusion (cm2/year), t is the service life (years), erf(z) is the Gaussian error function, CP (chloride penetration) is the depth at which the chloride reaches the threshold limit concentration for rebar depassivation (cm), C0 is the initial chloride concentration (in this case, 0%), CS is the chloride concentration at the surface (%), and CCl is the chloride concentration as a function of depth and time (%), by cement mass.

Additionally, in line with the literature [26, 27], several parameters were fixed: CS = 1.8% and CCl = Cdep = 0.4% per weight of cement, where Cdep is the chloride threshold limit concentration to depassivate the rebars (per weight of cement). The results obtained are shown in Figure 9, which highlights the service life values for chloride penetration in structures with a concrete layer equal to 4 cm thick (minimum required by standards for heavy environments, with presence of chlorides). These values are best viewed in Figure 10.

 

 

The formulation without red mud shows a service life of 16.5 years. As can be seen, the addition of red mud extends the service life of the concrete to up to 35 years (twice the service life of the reference concrete) to specimens containing 30 wt.% of red mud addition.

 

4. Conclusions

 This research led to the following conclusions:

  • The time lag increases with increasing red mud content as a result of the reduction in the relative amount of capillary pores;
  • The decrease in the interconnectivity between capillary pores in samples containing red mud and the presence of typical mineralogical phases such as sodium aluminosilicates, known as sodalites, are responsible for reducing the flow of chloride ions, and hence, the steady-state and nonsteady-state diffusion coefficients;
  • The chloride migration tests of samples of concrete containing red mud showed a longer service life, reaching more than double that of the reference samples (16.5 versus 35 years).

 

5. Acknowledgements 

The authors wish to thank the FAPESB - Bahia Research Foundation, PPGCEM/UFSCar - The Postgraduate Program in Materials Science and Engineering at the Federal University of São Carlos (Brazil) and the UA/DECV - Ceramics and Glass Engineering Dept., University of Aveiro & CICECO (Portugal) - Project FCT-PTDC/CTM/65243/ 2006, for their support of this research.

*This project did not have the financial support of Alcoa Brazil.

 

6. References 

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