# Mechanical and Durability Evaluation of Concrete with Sulfate Solution Corrosion

Authors: Feng Ming; You-sheng Deng; Dong-qing Li
Journal: Advances in Materials Science and Engineering
 (2016)

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## Abstract

Concrete material has been a choice for the construction structures, even in the cold regions and saline zone. However, these environmental factors have critical damaging effect on the concrete characters. Consequently, this damage will decrease the servicing time of the concrete construction within this environment. In order to evaluate the durability of concrete, the behavior of concrete specimens under the sulfate solution corrosion attacks was studied in this presented work. Two groups of the specimens were immersed into the sulfate solutions with a concentration of 10% and 20%, respectively. The strength development of the specimens under different immersing time was studied. Based on Fick’s law, a steady diffusion equation for sulfate ions in concrete was presented, and the depth of penetration of the attacking sulfate ions was also determined. Based on the depth of penetration and the definition of damage, a damage model for concrete material is developed and a new equation (strength-time) describing the chemical corrosion concrete material is proposed. Results show that the suggested analytical methods can quantify the damage process of concrete under sulfate attack, and the power laws damage developing formula can be used to describe the damage development of the concrete construction subjected to chemical corrosion.


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## Body

## 1. Introduction

With a global production over 10000 million tons per year [1], the concrete material has been one of the most famous man-made materials in civil engineering. With the developing of concrete technology, the concrete material has been a choice for the construction structures, which is exposed to the extreme conditions (cold regions, saline zone) [2, 3]. However, because the durability is not strong enough to withstand the applied loads in this environment after the concrete structures constructed in the saline zone about 5~10 years, the concrete structures need to be repaired or replaced [4, 5]. According to the statistics, spending on repair and replacement of deteriorated concrete structures is astronomical. Therefore, the durability problem has been a social focal problem due to the poor performance of concrete caused by various factors [6, 7]. Recently, with the project (China Western Development) implementation, many constructions of infrastructure including energy, transport, and telecommunications facilities and other key projects will be built up in the saline zone. Consequently, there is an urgent need for a better understanding of the durability of concrete structure, especially when the concrete structures were placed in the saline zone.The domestic and overseas scholars have studied the durability of concrete under different environmental conditions [8–13]. The previous results pointed out that the key affecting factors for the durability of concrete structure are material factor, environmental factor, and construction factor [8, 9, 14]. The environmental factors such as physical and chemical factors [8], freezing-thawing action [10], and sulfate attack [9, 11] have a critical effect on the durability of concrete. Compared to the freezing-thawing action and the continuous immersing, the wet-dry cycling is the most primary factor, which decreases the durability of concrete [15]. Thus, more attention has been focused on the wet-dry cycling action on the durability of concrete [16, 17]. However, single attacks tested in laboratory conditions yield different results than what may actually be experienced in field applications, where multiple deterioration types are occurring simultaneously [8]. According to the field investigation, the contents of SO42-, Cl-, and Na+ ions were obtained, as shown in Figure 1. Consequently, most of the studies about the concrete deterioration were focused on anticorrosion of concrete against the sulfate solution [5, 16]. For the abovementioned, the durability of concrete immersed into the sulfate solution is seldom considered. Because the long-term immersion in the salt condition has an influence on the concrete deterioration, thus, a study of concrete members (such as piles) immersed into the sulfate solution is an important aspect of engineering durability problems.Figure 1
Ion contents in soil from Qinghai-Tibet Plateau.In order to investigate the durability of concrete subjected to external salt attack, the durability tests of concrete were conducted in laboratory and field [9, 12, 18]. Based on these test results, the damage mechanism of concrete was analyzed. However, the tests were carried out in a limited time. As a result, the results can not reflect the long-term performance of the concrete [6, 9]. Thus, the deterioration mechanism model, which is used to predict the concrete durability, was presented. Based on these deterioration mechanism models, the long-term performances, such as load-bearing capacity and durability, can be evaluated [12, 19]. Generally, these models mainly focus on the following aspects: the process of the sulfate ion diffusion, the increment of the expansion strain and stress, and the cracking of a concrete plate [20–22]. However, due to the ideal assumptions of these deterioration mechanism models, the predicted result has a large difference with the testing result [23]. Furthermore, in many practical applications, not only do chemical attacks occur in the concrete structures, but also simultaneously the actions of chemical attacks, freezing-thaw, and mechanical stresses take place [8, 10, 14]. Thus, the deterioration mechanism of concrete is very complex, especially when there are interactions between the concrete constructions and the environment [24]. As a result, these models mentioned above, which try to build a deterioration model from the aspect of microstructure physical and chemical characteristics, are not suitable for predicting the service life of the concrete constructions [23, 24]. The engineering practice indicates that concrete deterioration is a progressive reduction in properties and ultimately makes concrete no longer serviceable for its intended application [16]. Motivated by this phenomenon, based on the results of systematic experiments, the damage development of concrete subjected to freezing-thawing cycles and/or wet-dry cycles and/or chemical attack was studied by the damage mechanics principles [21, 25, 26]. Of all, the long-term performance is a critical factor for service life prediction. Thus, it is important to find a reasonable method to predict the long-term performance of the concrete constructions.After reviewing the history and the present situation of the investigation on the concrete durability, it can be found that there are many works that have been done about the durability of concrete. This paper presents aspect of the research performed in the laboratory using natural testing procedures and looking at the deterioration of sulphane ingress. The depth of penetration of the attacking sulphane ions was determined after a certain time. Based on the concept of the damage degree, a new equation (strength-time) describing the chemical corrosion concrete material is proposed. On the basis of the experimental results, the prediction model was obtained and this model can be used to predict the durability of the concrete construction.


## 2. Experimental Designs

### 2.1. Characteristics of Concrete Mixtures

#### 2.1.1. Cement

The cement is ordinary Portland cement (PO 42.5) produced by Qilianshan Corporation in Gansu Province, China. The performance index of the used cement is shown in Table1.Table 1
PO 42.5 performance index of Portland cement.
Specific surface area[m2⋅kg−1] Chloride ion[%] Alkali content[%] Sulphur trioxide[%] Ignition loss[%] Setting time [min] Compressive strength [MPa] Initial Final 3 days 28 days 347 0.012 0.43 2.44 1.52 185 325 21.7 48.6 Sand: well-graded medium river sand, the fineness modulus being 2.7; stones: continuous grading gravel, 5~20 mm; Na2SO4: analytical reagent with a quality fraction of 99.28% and the relative molecular mass being 142.04; the running water was used to mix these raw materials.


### 2.2. Sample Preparing

The ratio mass (water) : mass (cement) is 0.45, the ratio mass (sand) : mass (cement) is 1.23, and the ratio mass (stones) : mass (cement) is 2.63. The details of the concrete mixture are listed in Table2.Table 2
Concrete mixture.
Water [kg] Cement [kg] Sand [kg] Stone [kg] W/C Sand percentage [%] 205 455 562 1195 0.45 32All specimens were prepared as cube of 100 mm × 100 mm × 100 mm in the laboratory. Raw materials included Portland cement, silica sand, stone, and water. All specimens were cured for one day in nature condition before being demoulded and for another 27 days cured at20±1°C with a relative humidity at 95±5%.


### 2.3. Continuous Immersing Tests

In order to measure the sulfate erosion damage of the concrete specimens, Na2SO4 solution was chosen as the sulfate liquor, and two concentrations of 10% and 20% were considered. After all the specimens were cured for 28 days, the specimens were immersed into the sulfate solution. During the continuous immersing tests, the sulfate solution was changed once a month to ensure the mass fraction unchanged. After immersing 0 d, 30 d, 60 d, 90 d, 120 d, 180 d, 270 d, 360 d, and 450 d, the specimens are picked out, and then the compressive strength test was conducted, with a loading rate of 0.5 MPa/s. During the test events, when the two duplicate samples’ tolerance bias is over 5 MPa, this result is rejected.


## 2.1. Characteristics of Concrete Mixtures

### 2.1.1. Cement

The cement is ordinary Portland cement (PO 42.5) produced by Qilianshan Corporation in Gansu Province, China. The performance index of the used cement is shown in Table1.Table 1
PO 42.5 performance index of Portland cement.
Specific surface area[m2⋅kg−1] Chloride ion[%] Alkali content[%] Sulphur trioxide[%] Ignition loss[%] Setting time [min] Compressive strength [MPa] Initial Final 3 days 28 days 347 0.012 0.43 2.44 1.52 185 325 21.7 48.6 Sand: well-graded medium river sand, the fineness modulus being 2.7; stones: continuous grading gravel, 5~20 mm; Na2SO4: analytical reagent with a quality fraction of 99.28% and the relative molecular mass being 142.04; the running water was used to mix these raw materials.


## 2.1.1. Cement

The cement is ordinary Portland cement (PO 42.5) produced by Qilianshan Corporation in Gansu Province, China. The performance index of the used cement is shown in Table1.Table 1
PO 42.5 performance index of Portland cement.
Specific surface area[m2⋅kg−1] Chloride ion[%] Alkali content[%] Sulphur trioxide[%] Ignition loss[%] Setting time [min] Compressive strength [MPa] Initial Final 3 days 28 days 347 0.012 0.43 2.44 1.52 185 325 21.7 48.6 Sand: well-graded medium river sand, the fineness modulus being 2.7; stones: continuous grading gravel, 5~20 mm; Na2SO4: analytical reagent with a quality fraction of 99.28% and the relative molecular mass being 142.04; the running water was used to mix these raw materials.


## 2.2. Sample Preparing

The ratio mass (water) : mass (cement) is 0.45, the ratio mass (sand) : mass (cement) is 1.23, and the ratio mass (stones) : mass (cement) is 2.63. The details of the concrete mixture are listed in Table2.Table 2
Concrete mixture.
Water [kg] Cement [kg] Sand [kg] Stone [kg] W/C Sand percentage [%] 205 455 562 1195 0.45 32All specimens were prepared as cube of 100 mm × 100 mm × 100 mm in the laboratory. Raw materials included Portland cement, silica sand, stone, and water. All specimens were cured for one day in nature condition before being demoulded and for another 27 days cured at20±1°C with a relative humidity at 95±5%.


## 2.3. Continuous Immersing Tests

In order to measure the sulfate erosion damage of the concrete specimens, Na2SO4 solution was chosen as the sulfate liquor, and two concentrations of 10% and 20% were considered. After all the specimens were cured for 28 days, the specimens were immersed into the sulfate solution. During the continuous immersing tests, the sulfate solution was changed once a month to ensure the mass fraction unchanged. After immersing 0 d, 30 d, 60 d, 90 d, 120 d, 180 d, 270 d, 360 d, and 450 d, the specimens are picked out, and then the compressive strength test was conducted, with a loading rate of 0.5 MPa/s. During the test events, when the two duplicate samples’ tolerance bias is over 5 MPa, this result is rejected.


## 3. Test Result

Figure2 shows the microstructure of concrete specimens subjected to different immersing times in sulfate solution with a concentration of 10%. As shown in Figure 2(a), there is no ettringite crystal that can be seen in the pores after one month of immersion. With the increasing of immersing time, a little amount of ettringite crystals can be seen in the pores after immersion for three months (Figure 2(b)). With the amount of ettringite crystals continuously increasing with immersion time, the sulfate solution has little destroying effect on the concrete and is accompanied by small fracture and convex protrusion (Figure 2(c)). After immersion for eight months, massive ettringite crystals and gypsum crystals could be noted in the pores (Figure 2(c)). It is well known that when the corrosion products are formed enough, the concrete has to bear the expansion stress [3]. If the expansion stress generated by the expansive products exceeds the tensile strength of concrete, the fracture may occur from the surface to the internal region [18], as shown in Figure 2(d). From the abovementioned, it can be concluded that with the increasing of immersing time the sulfate attack has an obviously destroying effect on the concrete structure.Figure 2
Microstructures of concrete specimens subjected to different immersing time.
(a)
One month (b)
Three months (c)
Eight months (d)
Fifteen monthsFrom Figure2, the results indicate that the sulfate solution is decreasing the durability of the concrete. However, the damage level can be not determined. In order to analyze the damage mechanism of concrete under sulfate solution environment, the uniaxial compressive tests were conducted and the uniaxial compressive strength results are presented in Figure 3. As shown in Figure 3, the uniaxial compressive strength decreases with the increasing of immersing time whatever in the low or high concentration environment. Moreover, concentration of 20% has more serious damage than the concentration of 10%. As the sulfate attack occurs continuously in the concrete, the damage caused by chemical corrosion, especially the ettringite crystals, results in more porous structure in concrete [18]. Due to the increasing of permeability, the sulfate solution can more easily penetrate into the interior; as a result, the porosity is increasing and the effective area is decreasing. Consequently, it is accelerating the process of deterioration, and the deterioration manifests as the uniaxial compressive strength decreasing with immersing time.Figure 3
Uniaxial compressive strength results.According to the definition of the damage degree, the following formula can be obtained [27]: (1)Di=1-σiσ0,where Di is the damage degree of concrete after certain immersing time; σi is the uniaxial compressive strength of concrete after certain immersing time; σ0 is the initial uniaxial compressive strength of concrete.Figure4 shows the damage development of concrete subjected to different sulfate solution concentrations. It can be seen clearly from Figure 4 that the damage degree of concrete in both sulfate solutions increased with the immersing time. Furthermore, the experimental results showed that the damage degree of concrete immersing to the concentration of 20% is higher than the concentration of 10%. With the damage developing, the bearing of the concrete construction is decreasing. When the damage reaches a certain degree, the concrete constructions will fail completely.Figure 4
Damage developing with the immersing time.


## 4. Damage Developing Model for Chemical Corrosion of Concrete

It is well known that the concrete constructions, such as piles, were designed with a long service time. As a result, much attention has been paid to the durability of concrete, especially including the sulfate erosion [6, 8, 14]. Of course, the uniaxial compressive strength is an important parameter for determining the concrete durability. In this section, based on Fick’s law, a steady diffusion equation of sulfate ions is presented. With the damage developing equation of concrete subjected to sulfate environment, a systematic theory for the prediction of service life of concrete constructions was presented.The process of concrete degradation is simplified with three important assumptions as follows:(1)
Microdefects and hydration product ofSO2-4 are distributed evenly in the concrete.(2)
The expansion of the solid product is treated as a uniform expansion.(3)
Ignoring theSO2-4 concentration varies with time in the corrosion areas.


### 4.1. Process of Ion Diffusion

The concrete material is considered as two-phase material, which consists of a matrix and pores. Thus, the ion can migrate in the concrete constructions and the penetration depth increased with the increasing of immersing time, as shown in Figure5.Figure 5
Cross section of the chemical attacked concrete specimen.According to Fick’s law, the following equation can be obtained:(2)Jx=dmdt=-L2k∂c∂x,where J(x) is the erosion ion flux; m is the mass of the ion which diffuses into the concrete; t is time in months; L is the length of the research area; k is the diffusion coefficient; c is the solution concentration in the corrosion layer; x is coordinate.Equation (2) can be written in another form: (3)∂c=-JxL2k∂x.Integrating (3), we obtain(4)∫c00∂c=-∫0dtJxL2k∂x,where c0 is the solution concentration at the surface of the corrosion layer; d(t) is the diffusible depth.Rewriting (4) gives(5)Jx=L2kc0dt.Substituting (2) into (5),(6)∂c∂x=-c0dt.Supposing that the mass of the hydration product of SO2-4 in unit area is n, then the mass of the hydration product of SO2-4 in L2dx can be calculated:(7)nL2dx=-L2k∂c∂xdt.Substituting (6) into (7) and integrating, then the diffusible depth can be described as follows:(8)dt=2kc0tn.


### 4.2. Process of Damage Developing

During the sulfates corrosion, the penetration of aggressive media leads to an increase of the porosity of the material. It is assumed that, due to the increasing of the porosity, there is an expansion coefficient of the attacked area as shown in Figure5 and (9). At any time t, the length of the area can be drawn by the following formula: (9)Lt=L+2βdt.The length of noncorrosive areas is (10)lt=L-2dt.On the basis of certain definitions of macrophenomenological damage mechanics, then, the damage degree D of the whole area A can be obtained by [27] (11)D=A1D1+A0D0A,where A is the area of the sample and A=L2; A0 is the area of the noncorrosive parts and A0=(L-2d(t))2; D0 is the damage degree of the noncorrosive parts; A1 is the area of the corrosive parts and A1=(L+2βd(t))2-A0; D1 is the damage degree of the corrosive areas.Changing (11) in another form,(12)D=D0+4dt1+βD1-D0L+4dt2β2-1D1+D0L2.Substituting (8) into (12),(13)D=D0+42kc0t/n1+βD1-D0L+42kc0t/n2β2-1D1+D0L2.Due to the parameters D0, D1, L, k, c0, n, β in (12) that can be determined by the laboratory test, thus, the damage developing of concrete is only depending on the immersing time. Consequently, the damage equation can be rewritten as(14)D=D0+42kc0/n1+βD1-D0Lt1/2+8kc0β2-1D1+D0nL2t.After the parameters D0, D1, L, k, c0, n, β were determined, the coefficients of t1/2 and t in (14) can be determined. Thus, (14) can be simplified as(15)D=D0+b1t1/2+b2t,where b1, b2 are the experimental constants, corresponding to the concrete characteristic.For the porous materials, such as soil, rocks, and concrete, because they consist of a matrix and pores, these materials always have initial damage. For the engineering purpose, it is more convenient to use the damage degreeDrd, which can be described as follows:(16)Drd=D-D0=b1t1/2+b2t.According to the previous studies [6, 14, 21], chemical corrosion can lead to an increase of the porosity and a decrease of the matrix volume of the concrete materials. Equation (14) was derived from the damage theory, which is the effective working parts decreasing with time. Thus, formula (14) including formulas (15) and (16) can be used to evaluate these corrosion effects on concrete materials. On the basis of the experimental damage developing results (Figure 4), the formulas describing the effects of chemical corrosion attacks with concrete construction immersed into sulfate solutions have been obtained by means of regression. The regression result is shown in Table 3 and Figure 6.Table 3
Regression results for the corrosion of the concrete immersed into 10% and 20% sulfate solutions.
Concentration [%] Regression equation Standard deviation 10 D r d = 0.0391 t 1 / 2 + 0.0055 t 0.028 20 D r d = 0.0685 t 1 / 2 + 0.0021 t 0.067Figure 6
Comparison result between the tested result and the predicted result.
(a)
Concentration of 10% (b)
Concentration of 20%On the basis of the experimental result and the presented model, the comparison result between the tested result and the predicted result is shown in Figure6. As shown in Figure 6, the theoretically derived power law (statistical regression) is complied with the tested results. The standard deviations between the tested results and predicted results are less than 10% in these two cases. This indicates that the predicted value is well in agreement with the measurement results. Consequently, the presented model is suitable for describing the effect of chemical corrosion attacks with concrete.


## 4.1. Process of Ion Diffusion

The concrete material is considered as two-phase material, which consists of a matrix and pores. Thus, the ion can migrate in the concrete constructions and the penetration depth increased with the increasing of immersing time, as shown in Figure5.Figure 5
Cross section of the chemical attacked concrete specimen.According to Fick’s law, the following equation can be obtained:(2)Jx=dmdt=-L2k∂c∂x,where J(x) is the erosion ion flux; m is the mass of the ion which diffuses into the concrete; t is time in months; L is the length of the research area; k is the diffusion coefficient; c is the solution concentration in the corrosion layer; x is coordinate.Equation (2) can be written in another form: (3)∂c=-JxL2k∂x.Integrating (3), we obtain(4)∫c00∂c=-∫0dtJxL2k∂x,where c0 is the solution concentration at the surface of the corrosion layer; d(t) is the diffusible depth.Rewriting (4) gives(5)Jx=L2kc0dt.Substituting (2) into (5),(6)∂c∂x=-c0dt.Supposing that the mass of the hydration product of SO2-4 in unit area is n, then the mass of the hydration product of SO2-4 in L2dx can be calculated:(7)nL2dx=-L2k∂c∂xdt.Substituting (6) into (7) and integrating, then the diffusible depth can be described as follows:(8)dt=2kc0tn.


## 4.2. Process of Damage Developing

During the sulfates corrosion, the penetration of aggressive media leads to an increase of the porosity of the material. It is assumed that, due to the increasing of the porosity, there is an expansion coefficient of the attacked area as shown in Figure5 and (9). At any time t, the length of the area can be drawn by the following formula: (9)Lt=L+2βdt.The length of noncorrosive areas is (10)lt=L-2dt.On the basis of certain definitions of macrophenomenological damage mechanics, then, the damage degree D of the whole area A can be obtained by [27] (11)D=A1D1+A0D0A,where A is the area of the sample and A=L2; A0 is the area of the noncorrosive parts and A0=(L-2d(t))2; D0 is the damage degree of the noncorrosive parts; A1 is the area of the corrosive parts and A1=(L+2βd(t))2-A0; D1 is the damage degree of the corrosive areas.Changing (11) in another form,(12)D=D0+4dt1+βD1-D0L+4dt2β2-1D1+D0L2.Substituting (8) into (12),(13)D=D0+42kc0t/n1+βD1-D0L+42kc0t/n2β2-1D1+D0L2.Due to the parameters D0, D1, L, k, c0, n, β in (12) that can be determined by the laboratory test, thus, the damage developing of concrete is only depending on the immersing time. Consequently, the damage equation can be rewritten as(14)D=D0+42kc0/n1+βD1-D0Lt1/2+8kc0β2-1D1+D0nL2t.After the parameters D0, D1, L, k, c0, n, β were determined, the coefficients of t1/2 and t in (14) can be determined. Thus, (14) can be simplified as(15)D=D0+b1t1/2+b2t,where b1, b2 are the experimental constants, corresponding to the concrete characteristic.For the porous materials, such as soil, rocks, and concrete, because they consist of a matrix and pores, these materials always have initial damage. For the engineering purpose, it is more convenient to use the damage degreeDrd, which can be described as follows:(16)Drd=D-D0=b1t1/2+b2t.According to the previous studies [6, 14, 21], chemical corrosion can lead to an increase of the porosity and a decrease of the matrix volume of the concrete materials. Equation (14) was derived from the damage theory, which is the effective working parts decreasing with time. Thus, formula (14) including formulas (15) and (16) can be used to evaluate these corrosion effects on concrete materials. On the basis of the experimental damage developing results (Figure 4), the formulas describing the effects of chemical corrosion attacks with concrete construction immersed into sulfate solutions have been obtained by means of regression. The regression result is shown in Table 3 and Figure 6.Table 3
Regression results for the corrosion of the concrete immersed into 10% and 20% sulfate solutions.
Concentration [%] Regression equation Standard deviation 10 D r d = 0.0391 t 1 / 2 + 0.0055 t 0.028 20 D r d = 0.0685 t 1 / 2 + 0.0021 t 0.067Figure 6
Comparison result between the tested result and the predicted result.
(a)
Concentration of 10% (b)
Concentration of 20%On the basis of the experimental result and the presented model, the comparison result between the tested result and the predicted result is shown in Figure6. As shown in Figure 6, the theoretically derived power law (statistical regression) is complied with the tested results. The standard deviations between the tested results and predicted results are less than 10% in these two cases. This indicates that the predicted value is well in agreement with the measurement results. Consequently, the presented model is suitable for describing the effect of chemical corrosion attacks with concrete.


## 5. Conclusions

In order to investigate the deterioration mechanism of the concrete materials used in salt regions, two groups of concrete specimens were immersed into sodium sulfate solution with two concentrations of 10% and 20%. On the basis of the experimental result, a damage developing model of concrete was derived. As a result, the following conclusions can be drawn:(1)
The damage degree of the concrete is increasing with the immersion time, and the macro damage features are more clear. As a result, the concrete has obvious deterioration due to the severe environmental conditions.(2)
The depth of penetration of the corrosive salt solutions increasing with the immersing time increased. Furthermore, the velocity of penetration depends on the initial concentration, the properties, and the structure of the materials.(3)
Based on the relationship between the depth of penetration and the damage degree, the damage developing formula was derived and the power laws can be used to describe the damage development of the concrete construction subjected to chemical corrosion.



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*Source: 6523878-2016-12-19.xml*