# Mass Change Prediction Model of Concrete Subjected to Sulfate Attack

Authors: Kwang-Myong Lee; Su-Ho Bae; Jae-Im Park; Soon-Oh Kwon
Journal: Mathematical Problems in Engineering
 (2015)

---

## Abstract

The present study suggested a mass change prediction model for sulfate attack of concrete containing mineral admixtures through an immersion test in sulfate solutions. For this, 100% OPC as well as binary and ternary blended cement concrete specimens were manufactured by changing the types and amount of mineral admixture. The concrete specimens were immersed in fresh water, 10% sodium sulfate solution, and 10% magnesium sulfate solution, respectively, and mass change of the specimens was measured at 28, 56, 91, 182, and 365 days. The experimental results indicated that resistance of concrete containing mineral admixture against sodium sulfate attack was far greater than that of 100% OPC concrete. However, in terms of resistance against magnesium sulfate attack, concrete containing mineral admixture was lower than 100% OPC concrete due to the formation of magnesium silicate hydrate (M-S-H), the noncementitious material. Ultimately, based on the experimental results, a mass change prediction model was suggested and it was found that the prediction values using the model corresponded relatively well with the experimental results.


---

## Body

## 1. Introduction

Concrete structures exposed to soil, groundwater, and seawater environments are subject to performance degradation due to sulfate attack. The harmful ions including sulfate ion penetrate into concrete and react with calcium hydroxide and calcium aluminate hydrate to form expansion hydration products such as gypsum and ettringite. This may lead to cracking and softening action and eventually lower durability of concrete structures [1–4]. In case of sodium sulfate (Na2SO4) attack, the reaction of sulfate ion (SO
4
2
-) and calcium hydroxide generated by cement hydration forms gypsum, which results in softening and loss of strength of cement paste. In this case, the gypsum reacts with calcium aluminate hydrate (C4AH13), monosulfate (C4A S
¯ H12), and tricalcium aluminate (C3A) to produce secondary ettringite, which accompanies volume increase, and therefore results in expansion and cracking [5–7]. In case of magnesium sulfate (MgSO4) attack, magnesium sulfate and calcium hydroxide react first to form gypsum and brucite (Mg(OH)2). Brucite is low in pH and thus destabilizes C-S-H (calcium silicate hydrate) and ettringite. As a result, magnesium sulfate reacts easily with C-S-H to form gypsum, brucite, and silica gel (S2H). The lime freed by this reaction reacts further with magnesium sulfate instead of reestablishing the pH and forms more brucite; accordingly the concentration of gypsum and brucite in the paste matrix will increase. As the increased brucite reacts with S2H, C-S-H gradually loses lime and becomes converted to noncementitious M-S-H [6, 8, 9].The chemical reaction mechanism by sulfate is influenced by the numerous controlling parameters, such as concentration of sulfate ions, ambient temperature, types and proportions of cementitious materials, water-binder ratio (W/B), and curing period [2, 10]. This is a complex and time-dependent phenomenon that takes place over a long time due to the relatively lower diffusivities of sulfate ions that penetrate into concrete. Accordingly, although studies have been conducted for long on the chemical erosion of concrete, complete verification of the mechanism and establishment of prevention measures are yet to be done.Meanwhile, a study has been conducted to improve sulfate attack resistance of concrete by utilizing mineral admixture such as fly ash (FA), ground granulated blast furnace slag (GGBFS), and silica fume (SF). Mineral admixtures react with the portlandite (Ca(OH)2) liberated during the hydration of cement to form secondary C-S-H gel, which is relatively denser than the primary C-S-H gel, thus resulting in pore refinement. The other beneficial effect of incorporating mineral admixtures into the concrete mixture is the reduction of portlandite and alumina contents in the cementitious material that are essential for the formation of gypsum and ettringite [2, 6, 11–13].Thus, the purpose of this research is to investigate the influence of mineral admixture on sulfate attack resistance of concrete through an immersion test in sulfate solutions and to suggest a mass change prediction model of concrete subjected to sulfate attack. For this, concrete test specimens with W/Bs of 32% and 43% were manufactured using 100% ordinary portland cement (OPC) concrete as well as binary blended cement (BBC) and ternary blended cement (TBC) concrete mixed with OPC and mineral admixture. Then, according to the JSTM C 7401 [14] sulfate attack resistance was assessed by investigating mass change as per immersion age. Ultimately, based on the experimental results, a mass change prediction model for sulfate attack of concrete was suggested.


## 2. Experimental Work

### 2.1. Materials Used and Mix Proportions

To manufacture concrete specimens for sulfate resistance test, OPC, FA, GGBFS, and SF were used. The physical properties and chemical compositions of cement and mineral admixtures are given in Table1. To use C3A content in concrete, which exerts significant influence on the sulfate attack mechanism, as a key parameter of sulfate attack prediction model, C3A contents of concrete containing a number of mineral admixtures as shown in Table 2 were analyzed. For fine aggregate and coarse aggregate, river sand and crushed rock were used, respectively. Their physical properties are given in Tables 3 and 4. To control fluidity of concrete mixture, air entraining (AE) and high-range water reducing agent of polycarbonic acid were used as a kind of superplasticizer. The properties are as shown in Table 5.Table 1
Physical properties and chemical composition of cement and mineral admixtures.
Type of binder
Physical properties
Chemical composition (%)
Specific gravity
Blaine (m2/kg)
SiO2
Al2O3
Fe2O3
CaO
MgO
SO3
R2O
OPC
3.15
329.0
21.1
4.6
3.5
61.8
3.2
2.1
0.9
GGBFS
2.89
489.3
34.1
16.1
0.4
42.3
4.1
2.5
0.7
FA
2.23
375.0
56.5
27.1
4.4
3.8
0.8
0.2
1.3
SF
2.20
20,000
88.7
1.8
1.8
1.5
0.8
0.1
1.0Table 2
C3A content of concretes containing mineral admixtures.
Type of concrete
100% OPC
BBC*
TBC1**
TBC2***
C3A content (%)
6.58
3.18
2.87
2.70
*OPC : GGBFS = 50% : 50%.
**OPC : GGBFS : FA = 40% : 40% : 20%.
***OPC : GGBFS : SF = 50% : 45% : 5%.Table 3
Physical properties of fine aggregate.
Specimen
Density (g/cm3)
Absorption (%)
Unit mass (kg/m3)
Amount of passingNo. 200 sieve (%)
Fineness modulus
River sand
2.60
1.47
1,597
2.2
2.43Table 4
Physical properties of coarse aggregate.
Specimen
G
max
⁡ (mm)
Density (g/cm3)
Absorption (%)
Unit mass (kg/m3)
Fineness modulus
Crushed rock
20
2.65
0.58
1,648
7.27Table 5
Properties of superplasticizer.
Main composition
Specific gravity
pH
Solid content (%)
Quantity (%)(by mass of cement)
Polycarbonic acid
1.05
9
38
0.5~2.5To manufacture concrete specimens for sulfate resistance test, mix proportions for BBC concrete and two types of ternary blended cement (TBC1, TBC2) concrete were determined as shown in Table6 in addition to 100% OPC concrete. OPC and GGBFS were used for BBC concrete and FA and SF were additionally used, respectively, for TBC concrete. W/B was 32% and 43% and target slumps and air contents of all of the concrete mixtures were 180
±
25 mm and 5.0
±
0.5%, respectively.Table 6
Mix proportions of concrete mixtures.
G
max
⁡ (mm)
W/B (%)
S/a (%)
Cement type
Unit mass (kg/m3)
Superplasticizer (B × %)
W
Binder (B)
S
G
OPC
GGBFS
FA
SF
20
32
42
OPC
160
500
0
0
0
691
966
1.10
BBC
160
250
250
0
0
684
955
0.85
TBC1
160
200
200
100
0
707
910
1.30
TBC2
160
250
225
0
25
681
951
1.36
20
43
47
OPC
165
388
0
0
0
811
925
1.00
BBC
165
194
194
0
0
805
918
0.80
TBC1
165
155.2
155.2
77.6
0
798
910
1.03
TBC2
165
194
174.6
0
19.4
802
915
1.23


### 2.2. Specimen Preparation

Concrete cylinders (Ø100 × 200 mm) were prepared for compressive strength test and sulfate attack test. After cylinders were molded, they were kept inside a constant temperature and humidity chamber over 24 hours. Then, the molds were removed and test specimens for standard curing were cured in a water bath with temperature of 20
±
2°C until test began. As for test specimens for sulfate solution immersion, pretreatment was conducted as illustrated in Figure 1. In this study, no incrustation specimens were used. Therefore, test specimens were left inside a constant temperature and humidity chamber with temperature of 20
±
2°C and relative humidity of 60
±
5% until 26 days and then the specimens were cured underwater at 20
±
2°C until 28 days.Figure 1
Pretreatment process of concrete in case of no incrustation.


### 2.3. Test Method for Sulfate Attack Resistance

The test method for chemical resistance of concrete is also specified in the ASTM C 1012 [15]. However, this method is for mortar and therefore, in this study, sulfate attack resistance of concrete was tested according to the “test method for chemical resistance by concrete immersion in solution” of JSTM C 7401 [14]. This method is to assess chemical resistance by immersing test specimens into acid or alkaline solutions for a prescribed period of time and by comparing changes in the measurements against those of standard curing specimens. Of chemicals proposed for this method, 10% sodium sulfate and 10% magnesium sulfate solutions were selected for the test.In this test, sulfate attack resistance of concrete is assessed in terms of compressive strength ratio as well as mass and length change ratios. For this study, sulfate attack resistance was assessed by mass change ratio as follows:(1)
mass
change
ratio
(
%
)
=
W
i
-
W
c
i
W
c
i
×
100
,
where W
i is mass of concrete immersed in test solution at the measuring age (g) and W
c
i is mass of concrete before immersion in test solution (g).In addition, to investigate microstructure of the concrete degraded by sulfate ion, powder samples were extracted from the sulfate reaction areas of concrete specimens immersed in each solution for 365 days and XRD analysis was conducted on the samples using JCPDS (joint committee on powder diffraction standards) card method.


## 2.1. Materials Used and Mix Proportions

To manufacture concrete specimens for sulfate resistance test, OPC, FA, GGBFS, and SF were used. The physical properties and chemical compositions of cement and mineral admixtures are given in Table1. To use C3A content in concrete, which exerts significant influence on the sulfate attack mechanism, as a key parameter of sulfate attack prediction model, C3A contents of concrete containing a number of mineral admixtures as shown in Table 2 were analyzed. For fine aggregate and coarse aggregate, river sand and crushed rock were used, respectively. Their physical properties are given in Tables 3 and 4. To control fluidity of concrete mixture, air entraining (AE) and high-range water reducing agent of polycarbonic acid were used as a kind of superplasticizer. The properties are as shown in Table 5.Table 1
Physical properties and chemical composition of cement and mineral admixtures.
Type of binder
Physical properties
Chemical composition (%)
Specific gravity
Blaine (m2/kg)
SiO2
Al2O3
Fe2O3
CaO
MgO
SO3
R2O
OPC
3.15
329.0
21.1
4.6
3.5
61.8
3.2
2.1
0.9
GGBFS
2.89
489.3
34.1
16.1
0.4
42.3
4.1
2.5
0.7
FA
2.23
375.0
56.5
27.1
4.4
3.8
0.8
0.2
1.3
SF
2.20
20,000
88.7
1.8
1.8
1.5
0.8
0.1
1.0Table 2
C3A content of concretes containing mineral admixtures.
Type of concrete
100% OPC
BBC*
TBC1**
TBC2***
C3A content (%)
6.58
3.18
2.87
2.70
*OPC : GGBFS = 50% : 50%.
**OPC : GGBFS : FA = 40% : 40% : 20%.
***OPC : GGBFS : SF = 50% : 45% : 5%.Table 3
Physical properties of fine aggregate.
Specimen
Density (g/cm3)
Absorption (%)
Unit mass (kg/m3)
Amount of passingNo. 200 sieve (%)
Fineness modulus
River sand
2.60
1.47
1,597
2.2
2.43Table 4
Physical properties of coarse aggregate.
Specimen
G
max
⁡ (mm)
Density (g/cm3)
Absorption (%)
Unit mass (kg/m3)
Fineness modulus
Crushed rock
20
2.65
0.58
1,648
7.27Table 5
Properties of superplasticizer.
Main composition
Specific gravity
pH
Solid content (%)
Quantity (%)(by mass of cement)
Polycarbonic acid
1.05
9
38
0.5~2.5To manufacture concrete specimens for sulfate resistance test, mix proportions for BBC concrete and two types of ternary blended cement (TBC1, TBC2) concrete were determined as shown in Table6 in addition to 100% OPC concrete. OPC and GGBFS were used for BBC concrete and FA and SF were additionally used, respectively, for TBC concrete. W/B was 32% and 43% and target slumps and air contents of all of the concrete mixtures were 180
±
25 mm and 5.0
±
0.5%, respectively.Table 6
Mix proportions of concrete mixtures.
G
max
⁡ (mm)
W/B (%)
S/a (%)
Cement type
Unit mass (kg/m3)
Superplasticizer (B × %)
W
Binder (B)
S
G
OPC
GGBFS
FA
SF
20
32
42
OPC
160
500
0
0
0
691
966
1.10
BBC
160
250
250
0
0
684
955
0.85
TBC1
160
200
200
100
0
707
910
1.30
TBC2
160
250
225
0
25
681
951
1.36
20
43
47
OPC
165
388
0
0
0
811
925
1.00
BBC
165
194
194
0
0
805
918
0.80
TBC1
165
155.2
155.2
77.6
0
798
910
1.03
TBC2
165
194
174.6
0
19.4
802
915
1.23


## 2.2. Specimen Preparation

Concrete cylinders (Ø100 × 200 mm) were prepared for compressive strength test and sulfate attack test. After cylinders were molded, they were kept inside a constant temperature and humidity chamber over 24 hours. Then, the molds were removed and test specimens for standard curing were cured in a water bath with temperature of 20
±
2°C until test began. As for test specimens for sulfate solution immersion, pretreatment was conducted as illustrated in Figure 1. In this study, no incrustation specimens were used. Therefore, test specimens were left inside a constant temperature and humidity chamber with temperature of 20
±
2°C and relative humidity of 60
±
5% until 26 days and then the specimens were cured underwater at 20
±
2°C until 28 days.Figure 1
Pretreatment process of concrete in case of no incrustation.


## 2.3. Test Method for Sulfate Attack Resistance

The test method for chemical resistance of concrete is also specified in the ASTM C 1012 [15]. However, this method is for mortar and therefore, in this study, sulfate attack resistance of concrete was tested according to the “test method for chemical resistance by concrete immersion in solution” of JSTM C 7401 [14]. This method is to assess chemical resistance by immersing test specimens into acid or alkaline solutions for a prescribed period of time and by comparing changes in the measurements against those of standard curing specimens. Of chemicals proposed for this method, 10% sodium sulfate and 10% magnesium sulfate solutions were selected for the test.In this test, sulfate attack resistance of concrete is assessed in terms of compressive strength ratio as well as mass and length change ratios. For this study, sulfate attack resistance was assessed by mass change ratio as follows:(1)
mass
change
ratio
(
%
)
=
W
i
-
W
c
i
W
c
i
×
100
,
where W
i is mass of concrete immersed in test solution at the measuring age (g) and W
c
i is mass of concrete before immersion in test solution (g).In addition, to investigate microstructure of the concrete degraded by sulfate ion, powder samples were extracted from the sulfate reaction areas of concrete specimens immersed in each solution for 365 days and XRD analysis was conducted on the samples using JCPDS (joint committee on powder diffraction standards) card method.


## 3. Results and Discussion

### 3.1. Fundamental Properties

Table7 shows slumps and air contents of fresh concrete as well as compressive strengths of standard cured concrete at 28 days per mix proportions of concrete used in the sulfate attack resistance test. Compressive strengths and slumps of concrete are the mean value for 3 and 2 times, respectively, and air contents are one measured value. Slumps and air contents of all of the concrete mixtures satisfied the target values of 180
±
25 mm and 5.0
±
0.5%, respectively. In case of W/B = 32%, compressive strength of BBC concrete and TBC concrete containing mineral admixture was higher than 100% OPC concrete. On the other hand, in case of W/B = 43%, compressive strength of BBC concrete and TBC concrete was found to be generally lower than 100% OPC concrete. This is because, in concrete containing GGBFS, compressive strength increases regardless of GGBFS replacement ratio in case of high strength concrete with unit binder content of 500 kg/m3, but, in normal strength concrete with unit binder content of approximately 400 kg/m3, compressive strength becomes lower than that of OPC concrete when GGBFS replacement ratio exceeds approximately 30% [16].Table 7
Compressive strength, slump, and air content for concrete.
W/B (%)
Cement type
Compressive strength at 28 days (MPa)
Slump (mm)
Air content (%)
32
OPC
49.5
196
5.2
BBC
57.4
197
4.9
TBC1
54.0
205
5.2
TBC2
54.6
196
5.1
43
OPC
36.6
197
5.0
BBC
26.5
203
5.2
TBC1
29.5
205
5.1
TBC2
36.7
194
5.0


### 3.2. Mass Change

Table8 shows charges in the appearance of concrete specimens immersed in 10% sodium sulfate and 10% magnesium sulfate solutions for 28, 182, and 365 days. Figures 2 and 3 show mass change ratios of concrete specimens immersed in sulfate solution for 28, 56, 91, 182, and 365 days according to W/B.Table 8
Visual appearance changes with immersion ages.
W/B (%)
Immersion period (days)
10% Na2SO4
10% MgSO4
32
28
182
365
43
28
182
365Figure 2
Mass change of concrete (W/B = 32%).
(a)
10% Na2SO4
(b)
10% MgSO4Figure 3
Mass change of concrete (W/B = 43%).
(a)
10% Na2SO4
(b)
10% MgSO4In case of W/B = 32%, all of the concrete specimens immersed in 10% sodium sulfate solution displayed almost no mass change. This is because the low W/B increased density of the microstructure of concrete and therefore slowed down the process of deterioration by sodium sulfate attack. This result indicated that the use of low W/B was very effective in suppressing sodium sulfate attack. In case of W/B = 43%, the rate of mass decrease in 100% OPC concrete and BBC concrete was found to increase as the age increased. On the other hand, rate of mass decrease was almost not observed in TBC1 concrete and TBC2 concrete. This result proves that resistance against sodium sulfate of mineral admixture is more effective in TBC concrete additionally containing silica fume or fly ash than in OPC concrete and BBC concrete (Table8).In case of specimens immersed in 10% magnesium sulfate solution, the rate of mass decrease in concrete containing mineral admixture was larger than that in 100% OPC concrete regardless of W/B. The reason that the rate of mass decrease is higher by magnesium sulfate attack than sodium sulfate attack is because magnesium hydroxide reacts with silica gel and, as a result, C-S-H gradually loses calcium and becomes converted into magnesium silicate hydrates, the nonbinding material [8, 9]. In this case, resistance against magnesium sulfate attack was found to be higher in the order of OPC, TBC2, TBC1, and BBC concrete indicating that use of mineral admixture is disadvantageous. Therefore, caution is required in using mineral admixture when concrete is exposed to magnesium sulfates, such as soil and groundwater.


### 3.3. XRD Analysis

Figure4 shows the result of XRD analysis on the sulfate reaction parts of concrete specimens with W/B = 43% immersed in sulfate solution for 365 days. As illustrated by the figure, gypsum and ettringite peaks were formed when specimens were immersed in sodium sulfate solution indicating that these two types of hydrates are the main products of reaction against sodium sulfate attack causing expansion and cracking. In case of immersion in magnesium sulfate solution, brucite of a relatively lower peak was observed in addition to gypsum and ettringite. Brucite is generated by the reaction of hydration products of cement and cation (Mg2+) which combines with sulfate ions. It plays a determinant role in magnesium sulfate attack mechanism. Therefore, it was indicated that cation (Mg2+) bound with sulfate ions affected the mechanism of magnesium sulfate attack.Figure 4
XRD analysis results of concrete specimens (G: gypsum, E: ettringite, B: brucite Q: quartz, C: calcite, and F: feldspar).
(a)
10% Na2SO4
(b)
10% MgSO4


### 3.4. Mass Change Prediction Model for Sulfate Attack

#### 3.4.1. Suggestion of Mass Change Prediction Model for Sulfate Attack

As sulfate attack prediction models of concrete, empirical model, mechanistic model, and numerical model are available. However, since the mechanism of sulfate attack is yet to be completely verified, empirical model based on test results is mainly used. Equations (2) and (3) are an empirical model suggested by Kurtis et al. [17]. This is a result of regression analysis on concrete specimens immersed in 2.1% sodium sulfate solution for 40 years to predict concrete expansion by sulfate attack with W/C, immersion period, and C3A content as independent variables and concrete expansion amount as a dependent variable. In case C3A content is low, this equation can also be applied to concrete with wide W/C range. However, if C3A content is high, the W/C-related variables are statistically insignificant and therefore W/C was not included in the prediction model. Consider
(2)
Exp
=
0.0246
+
[
0.0180
(
T
)
(
W
/
C
)
]
Exp
=
+
[
0.00016
(
T
)
(
C
3
A
)
]
:
C
3
A
<
8
%
,
(3)
In
⁡
(
Exp
)
=
-
3.753
+
[
0.930
(
T
)
]
In
⁡
(
Exp
)
=
+
[
0.0998
In
⁡
(
T
)
(
C
3
A
)
]
:
C
3
A
>
10
%
,
where Exp is percentage of expansion by sulfate attack (%), T is immersion period (year), W/C is water-cement ratio, and C3A is C3A content of cement (%).Equation (4) is an empirical model suggested by Jambor [18] of which W/B is 60% and the purpose is to verify behavior of mortar immersed in sodium sulfate solution. In this test, C3A content was 9~13%. Also, 10~70% GGBFS and 10~50% volcanic tuff were used. As the test solution, sodium sulfate solution with SO4 content of 500~33,800 mg/L was used. Using results of measuring amount of sulfates bound by the mortar specimens, mass change, volume change, dynamic modulus of elasticity, compressive strength, and bending strength change of mortar specimens over 4 years, a prediction model for the degree of sulfate-induced corrosion was suggested. In this model, SO4 concentration, immersion period, C3A content, and replacement ratio of mineral admixture were used as independent variables and degree of sulfate-induced corrosion of mortar was used as a dependent variable. Consider
(4)
DC
=
e
-
0.016
A
·
[
0.11
S
0.45
]
[
0.143
T
0.33
]
[
0.204
e
0.145
C
3
A
]
,
where DC is degree of sulfate-induced corrosion, S is SO4 concentration (mg/L) of sulfate solution, T is immersion period (day), C3A is C3A content of cement (%), and A is replacement ratio of mineral admixture (binder mass %).In this study, mass changes of concrete specimens immersed in 10% sodium sulfate solution and 10% magnesium sulfate solution for 1 year were measured per age of immersion and, based on the existing empirical model of (2), a prediction model for mass change by sulfate attack was suggested as of (5)~(8). To determine coefficients of this model, regression analysis was conducted using SAS (statistical analysis system) [19], a general statistical program, with immersion period, W/B, and C3A content of concrete as independent variables and mass change as a dependent variable.(i)
Concrete immersed in sodium sulfate solutionfor 100% OPC concrete is(5)
MC
=
-
exp
⁡
⁡
[
-
5.997
+
1.455
(
T
0.5
)
(
W
/
B
)
MCbbbbb
=
-
0.00165
(
T
)
(
C
3
A
)
(
T
0.5
)
]
(
R
2
=
0.98
)
;
for BBC concrete and TBC concrete:
(6)
MC
=
-
exp
⁡
⁡
[
(
C
3
A
)
-
3.131
+
0.088
(
T
)
In
⁡
(
W
/
B
)
MCbbbbb
=
+
0.076
(
T
)
In
⁡
(
C
3
A
)
]
(
R
2
=
0.77
)
.
(ii)
Concrete immersed in magnesium sulfate solution for 100% OPC concrete is(7)
MC
=
[
(
C
3
A
)
0.586
-
0.00525
(
T
)
(
W
/
B
)
MCb
=
-
0.078
In
⁡
(
T
)
(
C
3
A
)
]
(
R
2
=
0.50
)
;
for BBC concrete and TBC concrete:
(8)
MC
=
-
exp
⁡
⁡
[
(
C
3
A
)
-
0.466
+
0.007
(
T
)
In
⁡
(
W
/
B
)
MCbbbbb
=
+
0.0046
(
T
)
(
C
3
A
)
]
(
R
2
=
0.83
)
,where MC is mass change of concrete by sulfate attack (%),T is immersion period (day), W/B is water-binder ratio, and C3A is C3A content of concrete (%).


#### 3.4.2. Verification of Mass Change Prediction Model

Figures5 and 6 summarize comparison of the test results of mass change of concrete specimens immersed in sulfate solution with mass change prediction values using the model suggested in this study. As illustrated by the figures, the test results and mass change prediction values of the model suggested in this study correspond relatively well, indicating that prediction of mass change by sulfate attack with a relatively high reliability can be achieved using the model suggested in this study.Figure 5
Comparison of the measurements and predictions (10% Na2SO4).
(a)
W/B = 32%
(b)
W/B = 43%Figure 6
Comparison of the measurements and predictions (10% MgSO4).
(a)
W/B = 32%
(b)
W/B = 43%Figure7 compares mass change prediction result using the model suggested in this study with result of the existing model of (4) to predict the degree of sulfate-induced corrosion, in case of concrete immersed in 10% sodium sulfate solution per immersion period. Despite following a similar trend as a whole, the results have slight differences. This is because while the existing model of (4) predicts a general degradation of mortar according to mass and volume change, strength, and dynamic modulus of elasticity, the suggested model predicts only the mass change of concrete by sulfate attack and therefore test conditions and variables are different.Figure 7
Comparison of results predicted by proposed model and Jambor’s model (W/B = 43%, 10% Na2SO4).
(a)
OPC concrete
(b)
BBC concrete
(c)
TBC1 concrete
(d)
TBC2 concrete


## 3.1. Fundamental Properties

Table7 shows slumps and air contents of fresh concrete as well as compressive strengths of standard cured concrete at 28 days per mix proportions of concrete used in the sulfate attack resistance test. Compressive strengths and slumps of concrete are the mean value for 3 and 2 times, respectively, and air contents are one measured value. Slumps and air contents of all of the concrete mixtures satisfied the target values of 180
±
25 mm and 5.0
±
0.5%, respectively. In case of W/B = 32%, compressive strength of BBC concrete and TBC concrete containing mineral admixture was higher than 100% OPC concrete. On the other hand, in case of W/B = 43%, compressive strength of BBC concrete and TBC concrete was found to be generally lower than 100% OPC concrete. This is because, in concrete containing GGBFS, compressive strength increases regardless of GGBFS replacement ratio in case of high strength concrete with unit binder content of 500 kg/m3, but, in normal strength concrete with unit binder content of approximately 400 kg/m3, compressive strength becomes lower than that of OPC concrete when GGBFS replacement ratio exceeds approximately 30% [16].Table 7
Compressive strength, slump, and air content for concrete.
W/B (%)
Cement type
Compressive strength at 28 days (MPa)
Slump (mm)
Air content (%)
32
OPC
49.5
196
5.2
BBC
57.4
197
4.9
TBC1
54.0
205
5.2
TBC2
54.6
196
5.1
43
OPC
36.6
197
5.0
BBC
26.5
203
5.2
TBC1
29.5
205
5.1
TBC2
36.7
194
5.0


## 3.2. Mass Change

Table8 shows charges in the appearance of concrete specimens immersed in 10% sodium sulfate and 10% magnesium sulfate solutions for 28, 182, and 365 days. Figures 2 and 3 show mass change ratios of concrete specimens immersed in sulfate solution for 28, 56, 91, 182, and 365 days according to W/B.Table 8
Visual appearance changes with immersion ages.
W/B (%)
Immersion period (days)
10% Na2SO4
10% MgSO4
32
28
182
365
43
28
182
365Figure 2
Mass change of concrete (W/B = 32%).
(a)
10% Na2SO4
(b)
10% MgSO4Figure 3
Mass change of concrete (W/B = 43%).
(a)
10% Na2SO4
(b)
10% MgSO4In case of W/B = 32%, all of the concrete specimens immersed in 10% sodium sulfate solution displayed almost no mass change. This is because the low W/B increased density of the microstructure of concrete and therefore slowed down the process of deterioration by sodium sulfate attack. This result indicated that the use of low W/B was very effective in suppressing sodium sulfate attack. In case of W/B = 43%, the rate of mass decrease in 100% OPC concrete and BBC concrete was found to increase as the age increased. On the other hand, rate of mass decrease was almost not observed in TBC1 concrete and TBC2 concrete. This result proves that resistance against sodium sulfate of mineral admixture is more effective in TBC concrete additionally containing silica fume or fly ash than in OPC concrete and BBC concrete (Table8).In case of specimens immersed in 10% magnesium sulfate solution, the rate of mass decrease in concrete containing mineral admixture was larger than that in 100% OPC concrete regardless of W/B. The reason that the rate of mass decrease is higher by magnesium sulfate attack than sodium sulfate attack is because magnesium hydroxide reacts with silica gel and, as a result, C-S-H gradually loses calcium and becomes converted into magnesium silicate hydrates, the nonbinding material [8, 9]. In this case, resistance against magnesium sulfate attack was found to be higher in the order of OPC, TBC2, TBC1, and BBC concrete indicating that use of mineral admixture is disadvantageous. Therefore, caution is required in using mineral admixture when concrete is exposed to magnesium sulfates, such as soil and groundwater.


## 3.3. XRD Analysis

Figure4 shows the result of XRD analysis on the sulfate reaction parts of concrete specimens with W/B = 43% immersed in sulfate solution for 365 days. As illustrated by the figure, gypsum and ettringite peaks were formed when specimens were immersed in sodium sulfate solution indicating that these two types of hydrates are the main products of reaction against sodium sulfate attack causing expansion and cracking. In case of immersion in magnesium sulfate solution, brucite of a relatively lower peak was observed in addition to gypsum and ettringite. Brucite is generated by the reaction of hydration products of cement and cation (Mg2+) which combines with sulfate ions. It plays a determinant role in magnesium sulfate attack mechanism. Therefore, it was indicated that cation (Mg2+) bound with sulfate ions affected the mechanism of magnesium sulfate attack.Figure 4
XRD analysis results of concrete specimens (G: gypsum, E: ettringite, B: brucite Q: quartz, C: calcite, and F: feldspar).
(a)
10% Na2SO4
(b)
10% MgSO4


## 3.4. Mass Change Prediction Model for Sulfate Attack

### 3.4.1. Suggestion of Mass Change Prediction Model for Sulfate Attack

As sulfate attack prediction models of concrete, empirical model, mechanistic model, and numerical model are available. However, since the mechanism of sulfate attack is yet to be completely verified, empirical model based on test results is mainly used. Equations (2) and (3) are an empirical model suggested by Kurtis et al. [17]. This is a result of regression analysis on concrete specimens immersed in 2.1% sodium sulfate solution for 40 years to predict concrete expansion by sulfate attack with W/C, immersion period, and C3A content as independent variables and concrete expansion amount as a dependent variable. In case C3A content is low, this equation can also be applied to concrete with wide W/C range. However, if C3A content is high, the W/C-related variables are statistically insignificant and therefore W/C was not included in the prediction model. Consider
(2)
Exp
=
0.0246
+
[
0.0180
(
T
)
(
W
/
C
)
]
Exp
=
+
[
0.00016
(
T
)
(
C
3
A
)
]
:
C
3
A
<
8
%
,
(3)
In
⁡
(
Exp
)
=
-
3.753
+
[
0.930
(
T
)
]
In
⁡
(
Exp
)
=
+
[
0.0998
In
⁡
(
T
)
(
C
3
A
)
]
:
C
3
A
>
10
%
,
where Exp is percentage of expansion by sulfate attack (%), T is immersion period (year), W/C is water-cement ratio, and C3A is C3A content of cement (%).Equation (4) is an empirical model suggested by Jambor [18] of which W/B is 60% and the purpose is to verify behavior of mortar immersed in sodium sulfate solution. In this test, C3A content was 9~13%. Also, 10~70% GGBFS and 10~50% volcanic tuff were used. As the test solution, sodium sulfate solution with SO4 content of 500~33,800 mg/L was used. Using results of measuring amount of sulfates bound by the mortar specimens, mass change, volume change, dynamic modulus of elasticity, compressive strength, and bending strength change of mortar specimens over 4 years, a prediction model for the degree of sulfate-induced corrosion was suggested. In this model, SO4 concentration, immersion period, C3A content, and replacement ratio of mineral admixture were used as independent variables and degree of sulfate-induced corrosion of mortar was used as a dependent variable. Consider
(4)
DC
=
e
-
0.016
A
·
[
0.11
S
0.45
]
[
0.143
T
0.33
]
[
0.204
e
0.145
C
3
A
]
,
where DC is degree of sulfate-induced corrosion, S is SO4 concentration (mg/L) of sulfate solution, T is immersion period (day), C3A is C3A content of cement (%), and A is replacement ratio of mineral admixture (binder mass %).In this study, mass changes of concrete specimens immersed in 10% sodium sulfate solution and 10% magnesium sulfate solution for 1 year were measured per age of immersion and, based on the existing empirical model of (2), a prediction model for mass change by sulfate attack was suggested as of (5)~(8). To determine coefficients of this model, regression analysis was conducted using SAS (statistical analysis system) [19], a general statistical program, with immersion period, W/B, and C3A content of concrete as independent variables and mass change as a dependent variable.(i)
Concrete immersed in sodium sulfate solutionfor 100% OPC concrete is(5)
MC
=
-
exp
⁡
⁡
[
-
5.997
+
1.455
(
T
0.5
)
(
W
/
B
)
MCbbbbb
=
-
0.00165
(
T
)
(
C
3
A
)
(
T
0.5
)
]
(
R
2
=
0.98
)
;
for BBC concrete and TBC concrete:
(6)
MC
=
-
exp
⁡
⁡
[
(
C
3
A
)
-
3.131
+
0.088
(
T
)
In
⁡
(
W
/
B
)
MCbbbbb
=
+
0.076
(
T
)
In
⁡
(
C
3
A
)
]
(
R
2
=
0.77
)
.
(ii)
Concrete immersed in magnesium sulfate solution for 100% OPC concrete is(7)
MC
=
[
(
C
3
A
)
0.586
-
0.00525
(
T
)
(
W
/
B
)
MCb
=
-
0.078
In
⁡
(
T
)
(
C
3
A
)
]
(
R
2
=
0.50
)
;
for BBC concrete and TBC concrete:
(8)
MC
=
-
exp
⁡
⁡
[
(
C
3
A
)
-
0.466
+
0.007
(
T
)
In
⁡
(
W
/
B
)
MCbbbbb
=
+
0.0046
(
T
)
(
C
3
A
)
]
(
R
2
=
0.83
)
,where MC is mass change of concrete by sulfate attack (%),T is immersion period (day), W/B is water-binder ratio, and C3A is C3A content of concrete (%).


### 3.4.2. Verification of Mass Change Prediction Model

Figures5 and 6 summarize comparison of the test results of mass change of concrete specimens immersed in sulfate solution with mass change prediction values using the model suggested in this study. As illustrated by the figures, the test results and mass change prediction values of the model suggested in this study correspond relatively well, indicating that prediction of mass change by sulfate attack with a relatively high reliability can be achieved using the model suggested in this study.Figure 5
Comparison of the measurements and predictions (10% Na2SO4).
(a)
W/B = 32%
(b)
W/B = 43%Figure 6
Comparison of the measurements and predictions (10% MgSO4).
(a)
W/B = 32%
(b)
W/B = 43%Figure7 compares mass change prediction result using the model suggested in this study with result of the existing model of (4) to predict the degree of sulfate-induced corrosion, in case of concrete immersed in 10% sodium sulfate solution per immersion period. Despite following a similar trend as a whole, the results have slight differences. This is because while the existing model of (4) predicts a general degradation of mortar according to mass and volume change, strength, and dynamic modulus of elasticity, the suggested model predicts only the mass change of concrete by sulfate attack and therefore test conditions and variables are different.Figure 7
Comparison of results predicted by proposed model and Jambor’s model (W/B = 43%, 10% Na2SO4).
(a)
OPC concrete
(b)
BBC concrete
(c)
TBC1 concrete
(d)
TBC2 concrete


## 3.4.1. Suggestion of Mass Change Prediction Model for Sulfate Attack

As sulfate attack prediction models of concrete, empirical model, mechanistic model, and numerical model are available. However, since the mechanism of sulfate attack is yet to be completely verified, empirical model based on test results is mainly used. Equations (2) and (3) are an empirical model suggested by Kurtis et al. [17]. This is a result of regression analysis on concrete specimens immersed in 2.1% sodium sulfate solution for 40 years to predict concrete expansion by sulfate attack with W/C, immersion period, and C3A content as independent variables and concrete expansion amount as a dependent variable. In case C3A content is low, this equation can also be applied to concrete with wide W/C range. However, if C3A content is high, the W/C-related variables are statistically insignificant and therefore W/C was not included in the prediction model. Consider
(2)
Exp
=
0.0246
+
[
0.0180
(
T
)
(
W
/
C
)
]
Exp
=
+
[
0.00016
(
T
)
(
C
3
A
)
]
:
C
3
A
<
8
%
,
(3)
In
⁡
(
Exp
)
=
-
3.753
+
[
0.930
(
T
)
]
In
⁡
(
Exp
)
=
+
[
0.0998
In
⁡
(
T
)
(
C
3
A
)
]
:
C
3
A
>
10
%
,
where Exp is percentage of expansion by sulfate attack (%), T is immersion period (year), W/C is water-cement ratio, and C3A is C3A content of cement (%).Equation (4) is an empirical model suggested by Jambor [18] of which W/B is 60% and the purpose is to verify behavior of mortar immersed in sodium sulfate solution. In this test, C3A content was 9~13%. Also, 10~70% GGBFS and 10~50% volcanic tuff were used. As the test solution, sodium sulfate solution with SO4 content of 500~33,800 mg/L was used. Using results of measuring amount of sulfates bound by the mortar specimens, mass change, volume change, dynamic modulus of elasticity, compressive strength, and bending strength change of mortar specimens over 4 years, a prediction model for the degree of sulfate-induced corrosion was suggested. In this model, SO4 concentration, immersion period, C3A content, and replacement ratio of mineral admixture were used as independent variables and degree of sulfate-induced corrosion of mortar was used as a dependent variable. Consider
(4)
DC
=
e
-
0.016
A
·
[
0.11
S
0.45
]
[
0.143
T
0.33
]
[
0.204
e
0.145
C
3
A
]
,
where DC is degree of sulfate-induced corrosion, S is SO4 concentration (mg/L) of sulfate solution, T is immersion period (day), C3A is C3A content of cement (%), and A is replacement ratio of mineral admixture (binder mass %).In this study, mass changes of concrete specimens immersed in 10% sodium sulfate solution and 10% magnesium sulfate solution for 1 year were measured per age of immersion and, based on the existing empirical model of (2), a prediction model for mass change by sulfate attack was suggested as of (5)~(8). To determine coefficients of this model, regression analysis was conducted using SAS (statistical analysis system) [19], a general statistical program, with immersion period, W/B, and C3A content of concrete as independent variables and mass change as a dependent variable.(i)
Concrete immersed in sodium sulfate solutionfor 100% OPC concrete is(5)
MC
=
-
exp
⁡
⁡
[
-
5.997
+
1.455
(
T
0.5
)
(
W
/
B
)
MCbbbbb
=
-
0.00165
(
T
)
(
C
3
A
)
(
T
0.5
)
]
(
R
2
=
0.98
)
;
for BBC concrete and TBC concrete:
(6)
MC
=
-
exp
⁡
⁡
[
(
C
3
A
)
-
3.131
+
0.088
(
T
)
In
⁡
(
W
/
B
)
MCbbbbb
=
+
0.076
(
T
)
In
⁡
(
C
3
A
)
]
(
R
2
=
0.77
)
.
(ii)
Concrete immersed in magnesium sulfate solution for 100% OPC concrete is(7)
MC
=
[
(
C
3
A
)
0.586
-
0.00525
(
T
)
(
W
/
B
)
MCb
=
-
0.078
In
⁡
(
T
)
(
C
3
A
)
]
(
R
2
=
0.50
)
;
for BBC concrete and TBC concrete:
(8)
MC
=
-
exp
⁡
⁡
[
(
C
3
A
)
-
0.466
+
0.007
(
T
)
In
⁡
(
W
/
B
)
MCbbbbb
=
+
0.0046
(
T
)
(
C
3
A
)
]
(
R
2
=
0.83
)
,where MC is mass change of concrete by sulfate attack (%),T is immersion period (day), W/B is water-binder ratio, and C3A is C3A content of concrete (%).


## 3.4.2. Verification of Mass Change Prediction Model

Figures5 and 6 summarize comparison of the test results of mass change of concrete specimens immersed in sulfate solution with mass change prediction values using the model suggested in this study. As illustrated by the figures, the test results and mass change prediction values of the model suggested in this study correspond relatively well, indicating that prediction of mass change by sulfate attack with a relatively high reliability can be achieved using the model suggested in this study.Figure 5
Comparison of the measurements and predictions (10% Na2SO4).
(a)
W/B = 32%
(b)
W/B = 43%Figure 6
Comparison of the measurements and predictions (10% MgSO4).
(a)
W/B = 32%
(b)
W/B = 43%Figure7 compares mass change prediction result using the model suggested in this study with result of the existing model of (4) to predict the degree of sulfate-induced corrosion, in case of concrete immersed in 10% sodium sulfate solution per immersion period. Despite following a similar trend as a whole, the results have slight differences. This is because while the existing model of (4) predicts a general degradation of mortar according to mass and volume change, strength, and dynamic modulus of elasticity, the suggested model predicts only the mass change of concrete by sulfate attack and therefore test conditions and variables are different.Figure 7
Comparison of results predicted by proposed model and Jambor’s model (W/B = 43%, 10% Na2SO4).
(a)
OPC concrete
(b)
BBC concrete
(c)
TBC1 concrete
(d)
TBC2 concrete


## 4. Conclusions

The following conclusions were drawn from the experimental study on the mass change of concrete subjected to sulfate attack.(1)
In case of immersion in 10% sodium sulfate solution, almost no mass change was observed in all of the concrete specimens regardless of the use of mineral admixture when W/B was 32%. This is because the low W/B increased density of concrete microstructure and therefore slowed down degradation by sodium sulfate attack. When W/B was 43%, the rate of mass decrease in 100% OPC concrete and BBC concrete specimens was found to be higher as the age of immersion increased. However, there was almost no mass decrease of TBC1 concrete and TBC2 concrete. This proves that the resistance of mineral admixture against sodium sulfate was greater in TBC than in BBC.
(2)
In case of immersion in 10% magnesium sulfate solution, the rate of mass decrease of concrete containing mineral admixture was found to be higher than OPC concrete regardless of W/B. This is because pozzolanic reaction of mineral admixture consumes calcium hydroxide and resultantly lowers the C-S-H protection effect of calcium hydroxide at magnesium sulfate attack. Therefore, it is necessary to take caution in using mineral admixture when concrete is exposed to the magnesium sulfate environment, such as soil and groundwater.
(3)
Based on the test results, a prediction model for mass change of concrete by sulfate attack was suggested and it was found that the test results and predictions by the suggested model corresponded relatively well. To further generalize sulfate attack prediction model, it will be necessary to pursue studies on sulfate resistance test and mechanistic and numerical methods by considering a variety of influential factors.



---

*Source: 298918-2015-06-02.xml*