# Resistance of Recycled Aggregate Concrete (RAC) Subjected to Drying-Wetting Cycles to Attack of Magnesium and Sodium Sulfates

Authors: Esam Hewayde; Alireza Pachenari; Hussin Al-Eleaj
Journal: Journal of Engineering
 (2020)

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## Abstract

Recycled aggregates were widely used in the concrete industry as a replacement of natural aggregates in the last two decades. In this study, the resistance of concrete mixtures having various levels of recycled aggregate as a replacement of natural coarse aggregate to the attack of magnesium and sodium sulfates was investigated. Five mixtures made with 0%, 25%, 50%, 75%, and 100% recycled aggregate were partially immersed in magnesium and sodium sulfate solutions having concentrations of 2.5%, 4.5%, and 6.5% and subjected to drying-wetting cycles for a total of 10 weeks. Mass losses of concrete specimens owing to the attack of sulfate solutions and the effect of drying-wetting cycles were recorded weekly. Results show that the incorporation of recycled aggregate decreased the compressive strength of concrete at ages of 7 and 28 days. The decline in the compressive strength was more significant when the replacement percentage exceeds 50%. Mass losses of concrete specimens were found to be increased as the level of recycled aggregate increased. Mass losses of concrete specimens having 100% recycled aggregate were approximately as twice as those of concrete specimens having 0% recycled aggregate owing to 10 weeks of partial immersion in magnesium sulfate solutions of concentrations of 2.5%, 4.5%, and 6.5%. The attack of sodium sulfates was less aggressive than that of the magnesium sulfates. Results also show that the reduction in the compressive strength is directly proportional to the mass loss following a linear equation ofR-squared value of 0.937.


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## Body

## 1. Introduction

After 2003 and because of the unstable security situation in Iraq, hundreds and thousands of concrete walls were manufactured and used to protect the government and private buildings. Moreover, concrete walls were also used to separate residential quarters and sections in Baghdad and some other cities. Each concrete wall is about three cubic meters in volume and approximately 7000 kg in weight. Unfortunately, there is no accurate number of concrete walls used since 2003, but it can be predicted to be more than million units. In addition, many old buildings and structures were demolished and new ones were constructed after 2003 owing to the enhancement of the economic situation. Now, Iraq faces a substantial problem in deposing the waste concrete remaining. A solution which is beneficial and necessary from the viewpoint of environmental preservation and effective utilization of resources is applying recycled aggregates (RAs) as a replacement of natural aggregate in production of concrete [1, 2]. It is worth mentioning that the use of RA is not new in the construction industry. It was stated that Romans used stones from demolished roads in rebuilding of new roads [3]. Moreover, since the end of the World War II, the recycling industry had been well established in Europe [4].The effect of using RA, as a partial or complete replacement of coarse aggregate, on different properties of concrete was extensively investigated by many research studies. The strength characteristics of concrete incorporating RA is highly influenced by the strength of the original concrete, the ratio of coarse to fine aggregates in the original concrete, and the ratio of the top size in the original concrete [5]. Other research studies showed that the compressive strength of recycled aggregate concrete (RAC) is relatively lower than that of the normal concrete and variation depends on RA content and the strength of the parent concrete from which the RA was obtained [6–10]. The decrease was mainly attributed to the higher water/cement ratio of the RAC compared to that of the concrete with natural aggregates [11, 12]. The effect of using RA as a replacement of natural aggregates on other properties of fresh and hardened concrete was also investigated by many researchers [13–19].The sulfate attack is a complex form of deterioration that has caused losses predicted by billions around the world. The mechanism of sulfate attack to concrete was extensively investigated by many research studies [1]. It was stated that the sulfate attack leads to a loss of adhesion and strength associated to formation of gypsum and ettringite, both resulting from chemical decomposition of main products of cement hydration [20]. Others also reported that formation of gypsum may cause expansion and cracks which leads to the loss of strength and adhesion [21]. It should be noted that the source of the sulfate can be external, such as sulfate in groundwater and soil, or internal such as sulfates of concrete materials. The latter source of sulfate can cause delayed ettringite formation [20]. Chemical deterioration can be exacerbated by the sulfate attack through crystallization of sulfate salts in pores [22]. This crystallization can generate enough pressure to create cracks and spilling in concrete. It is worthy to state that the drying-wetting cycles can accelerate the physical and chemical effect of sulfate attack. In addition, the drying/wetting cycles can create their own deterioration in concrete [23].There are some research studies about the effect of sulfate attack or drying-wetting on recycled aggregate concrete in the accessible literature. Kumutha and Vijai [5] investigated the effect of magnesium sulfate on concrete made with partial replacement of recycled aggregate. Xiao et al. [24] studied the influence of different sodium sulfate concentrations on the properties of recycled concrete by rapid freeze-thaw test of specimens. Another research investigated chloride penetration into RAC subjected to combined effect of wetting-drying cycles and flexural loading [25]. However, the research on the durability of recycled concrete under the joint action of drying-wetting and sulfate attack is scarce and is almost limited to evaluating mass loss of RAC specimens exposed to 50 g/l sodium sulfate solution under drying-wetting cycles [26]. As a step forward, this paper investigates reduction in compressive strength of RAC mixtures with different replacement rates of recycled coarse aggregates under magnesium and sulfate attack. Furthermore, the trend of weight loss under the combined effect of drying-wetting and sulfate attack is monitored. Finally, a relationship between mass loss and reduction in compressive strength of specimens partially immersed in various concentrations of sulfate solutions is stipulated.


## 2. Experimental Program

### 2.1. Materials

#### 2.1.1. Cement

Ordinary Portland cement (OPC), ASTM C150 Type I, obtained from the local market, was used in preparation of all mixtures. Table1 shows some physical and chemical properties of the cement used.Table 1
Some physical and chemical properties of cement used.
Chemical properties
Physical properties
CaO
62.61%
Initial setting time
120 min.
SiO2
18.79%
Al2O3
4.79%
Final setting time
4 hr. 34 min.
Fe2O3
3.48%
MgO
2.35%
3 days compressive strength
17 MPa
K2O
0.09%
Na2O
0.18%
7 days compressive strength
26 MPa
SO3
2.47%
Loss on ignition (L.O.I)
3.00%
Insoluble residue
1.28%


#### 2.1.2. Aggregates

Natural coarse and fine aggregates obtained from a local quarry were used in preparation of concrete specimens. Particle size distributions of both fine and coarse aggregates are shown in Figure1, while Table 2 depicts physical properties and results of some tests performed on the natural fine and coarse aggregates.Figure 1
Grain size distribution of sand, natural coarse aggregate, and recycled aggregates.Table 2
Physical properties and results of some tests of fine and coarse aggregates and recycled aggregates.
Properties
Fine aggregate
Natural coarse aggregate
Recycled coarse aggregate
Specific gravity
2.65
2.66
2.53
Fineness modulus
2.35
Absorption %
1.60
5.91
5.91
Sulfate content (SO3) %
0.32
0.10
0.1
Clay %
2.30Unbroken concrete cubes available in different projects were used as a source of recycled aggregates (RAs). The cubes were first broken using the press machine and then additionally broken into small pieces using manual hammer. The RAs were sieved on 20 mm opening sieve to isolate the oversize pieces. The average compressive strength of cubes used as a source of RA was 37.2 MPa with a standard deviation of 7.5%. Grain size distribution and physical properties of RA are also shown in Figure1 and Table 2, respectively.


### 2.2. Concrete Mixtures

The reference mixture (M0) was produced using Type I cement and natural fine and coarse aggregates. The reference mixture was designed according to American Method of Selection of Mix Proportions ACI 211.1 with targeted 28-day compressive strength of 30 MPa. Four levels (25%, 50%, 75%, and 100%) of recycled aggregate were used as a replacement of natural coarse aggregate to produce the modified mixtures M25, M50, M75, and M100, respectively. Thus, a total of five concrete mixtures (M0, M25, M50, M75, and M100) were prepared to study the effect of recycled aggregate on compressive strength of concrete and to investigate the resistance of concrete incorporating recycled aggregate to sulfate attack. The mix proportion of the reference and modified mixtures is provided in Table3.Table 3
Mix proportions of reference and modified concrete mixtures.
Mixture ID
Mix proportions kg/m3
Cement content
Water
Sand
Natural coarse aggregate
Recycled aggregate
M0 (ref.)
380
171
720
1052
—
M25
380
171
720
789
263
M50
380
171
720
526
526
M75
380
171
720
263
789
M100
380
171
720
—
1052A superplasticizer SP Mega flow complying with ASTM C494 was used in all mixtures to keep the slump of the mixtures with the range of 75 ± 25 mm.Twenty-four cubes (150 × 150 × 150 mm) from each of the five mixtures were made and cured as per ASTM C192 and C172, respectively. Six of the twenty-four specimens were used to determine the compressive strength of each concrete mixture at age of 7 and 28 days (three specimens at each date). The remaining eighteen specimens were used for the sulfate attack testing program (three specimens for each of the six sulfate concentrations).


### 2.3. Sulfate Solution Baths

Three different concentrations (2.5%, 4.5%, and 6.5%) of magnesium sulfate and same three concentrations of sodium sulfate were used in this investigation to determine the response of concrete having recycled aggregate to sulfate attack. The solution of each concentration was prepared by mixing predetermined distilled water with sulfate powder corresponding to the required concentration. Six steel containers were manufactured with dimensions of 1000 × 1000 × 150 mm to hold the six solutions (one container for each sulfate concentration). Each container was filled by a designed sulfate solution to the depth of 60 mm so that the concrete specimens will be partially immersed in the sulfate solution. It should be stated that the selected concentrations were reported to be present in groundwater and soils of Iraq [27]. To avoid changing of the designated concentration because of evaporation, each sulfate solution was replaced weekly by new solution with the same designated concentration. During the testing program, all containers were kept in a controlled climate of 25°C temperature and 70 ± 10% humidity. Figure 2 shows the steel containers used in the sulfate attack testing program.Figure 2
Steel containers and concrete specimens immersed in sulfate solutions.


### 2.4. Testing Procedure

All concrete specimens were removed from the steel molds one day after casting and were transferred to the curing room (temp. 23°C and humidity> 95%). Concrete specimens used for sulfate attack testing program were cured for 28 days, whereas those used for compressive strength were kept until testing.Fifteen concrete specimens (three of each concrete mixture) were tested at age of 7 days and the same numbers of concrete specimens were tested at age of 28 days to determine the effect of recycled aggregate on compressive strength of concrete. As per ASTM C39 guidelines, a press machine of loading rate 14.4 MPa/min was used to perform the compressive strength tests.After the completion of the 28-day curing time, the concrete specimens used in the sulfate test program were dried in the oven (temp. 100°C) for one hour, accurately weighed, and cooled at room temperature prior to partially being immersed in the sulfate solutions. Fifteen concrete specimens (three specimens of each concrete mixture) were partially immersed in each solution. At the end of each week of the testing period, the concrete specimens were removed from the solution, rinsed by distilled water, dried at 100°C until constant weight, cooled at room temperature, and subsequently re-immersed in the new fresh solution. The testing program was terminated after ten weeks of testing. Mass losses occurred in concrete specimens owing to sulfate attack were recorded weekly during the testing program using the following equation:(1)W=m0−mnm0×100%,where W is the mass loss of the specimen during a certain testing age and m0 and mn are the mass of the specimens before and after immersion in sulfate solutions, respectively. It should be noted that the wetting/drying cycles can initiate their own degradation and also accelerate the effect of the sulfate solution attack [20].The compressive strength of the concrete specimens degraded by the sulfate attack was measured at the end of the testing program to determine the reduction in compressive strength owing to the sulfate attack. The reduction in the compressive strength (R) was calculated as follows:(2)R=fc28days−fcafter exposurefc28days×100%.


## 2.1. Materials

### 2.1.1. Cement

Ordinary Portland cement (OPC), ASTM C150 Type I, obtained from the local market, was used in preparation of all mixtures. Table1 shows some physical and chemical properties of the cement used.Table 1
Some physical and chemical properties of cement used.
Chemical properties
Physical properties
CaO
62.61%
Initial setting time
120 min.
SiO2
18.79%
Al2O3
4.79%
Final setting time
4 hr. 34 min.
Fe2O3
3.48%
MgO
2.35%
3 days compressive strength
17 MPa
K2O
0.09%
Na2O
0.18%
7 days compressive strength
26 MPa
SO3
2.47%
Loss on ignition (L.O.I)
3.00%
Insoluble residue
1.28%


### 2.1.2. Aggregates

Natural coarse and fine aggregates obtained from a local quarry were used in preparation of concrete specimens. Particle size distributions of both fine and coarse aggregates are shown in Figure1, while Table 2 depicts physical properties and results of some tests performed on the natural fine and coarse aggregates.Figure 1
Grain size distribution of sand, natural coarse aggregate, and recycled aggregates.Table 2
Physical properties and results of some tests of fine and coarse aggregates and recycled aggregates.
Properties
Fine aggregate
Natural coarse aggregate
Recycled coarse aggregate
Specific gravity
2.65
2.66
2.53
Fineness modulus
2.35
Absorption %
1.60
5.91
5.91
Sulfate content (SO3) %
0.32
0.10
0.1
Clay %
2.30Unbroken concrete cubes available in different projects were used as a source of recycled aggregates (RAs). The cubes were first broken using the press machine and then additionally broken into small pieces using manual hammer. The RAs were sieved on 20 mm opening sieve to isolate the oversize pieces. The average compressive strength of cubes used as a source of RA was 37.2 MPa with a standard deviation of 7.5%. Grain size distribution and physical properties of RA are also shown in Figure1 and Table 2, respectively.


## 2.1.1. Cement

Ordinary Portland cement (OPC), ASTM C150 Type I, obtained from the local market, was used in preparation of all mixtures. Table1 shows some physical and chemical properties of the cement used.Table 1
Some physical and chemical properties of cement used.
Chemical properties
Physical properties
CaO
62.61%
Initial setting time
120 min.
SiO2
18.79%
Al2O3
4.79%
Final setting time
4 hr. 34 min.
Fe2O3
3.48%
MgO
2.35%
3 days compressive strength
17 MPa
K2O
0.09%
Na2O
0.18%
7 days compressive strength
26 MPa
SO3
2.47%
Loss on ignition (L.O.I)
3.00%
Insoluble residue
1.28%


## 2.1.2. Aggregates

Natural coarse and fine aggregates obtained from a local quarry were used in preparation of concrete specimens. Particle size distributions of both fine and coarse aggregates are shown in Figure1, while Table 2 depicts physical properties and results of some tests performed on the natural fine and coarse aggregates.Figure 1
Grain size distribution of sand, natural coarse aggregate, and recycled aggregates.Table 2
Physical properties and results of some tests of fine and coarse aggregates and recycled aggregates.
Properties
Fine aggregate
Natural coarse aggregate
Recycled coarse aggregate
Specific gravity
2.65
2.66
2.53
Fineness modulus
2.35
Absorption %
1.60
5.91
5.91
Sulfate content (SO3) %
0.32
0.10
0.1
Clay %
2.30Unbroken concrete cubes available in different projects were used as a source of recycled aggregates (RAs). The cubes were first broken using the press machine and then additionally broken into small pieces using manual hammer. The RAs were sieved on 20 mm opening sieve to isolate the oversize pieces. The average compressive strength of cubes used as a source of RA was 37.2 MPa with a standard deviation of 7.5%. Grain size distribution and physical properties of RA are also shown in Figure1 and Table 2, respectively.


## 2.2. Concrete Mixtures

The reference mixture (M0) was produced using Type I cement and natural fine and coarse aggregates. The reference mixture was designed according to American Method of Selection of Mix Proportions ACI 211.1 with targeted 28-day compressive strength of 30 MPa. Four levels (25%, 50%, 75%, and 100%) of recycled aggregate were used as a replacement of natural coarse aggregate to produce the modified mixtures M25, M50, M75, and M100, respectively. Thus, a total of five concrete mixtures (M0, M25, M50, M75, and M100) were prepared to study the effect of recycled aggregate on compressive strength of concrete and to investigate the resistance of concrete incorporating recycled aggregate to sulfate attack. The mix proportion of the reference and modified mixtures is provided in Table3.Table 3
Mix proportions of reference and modified concrete mixtures.
Mixture ID
Mix proportions kg/m3
Cement content
Water
Sand
Natural coarse aggregate
Recycled aggregate
M0 (ref.)
380
171
720
1052
—
M25
380
171
720
789
263
M50
380
171
720
526
526
M75
380
171
720
263
789
M100
380
171
720
—
1052A superplasticizer SP Mega flow complying with ASTM C494 was used in all mixtures to keep the slump of the mixtures with the range of 75 ± 25 mm.Twenty-four cubes (150 × 150 × 150 mm) from each of the five mixtures were made and cured as per ASTM C192 and C172, respectively. Six of the twenty-four specimens were used to determine the compressive strength of each concrete mixture at age of 7 and 28 days (three specimens at each date). The remaining eighteen specimens were used for the sulfate attack testing program (three specimens for each of the six sulfate concentrations).


## 2.3. Sulfate Solution Baths

Three different concentrations (2.5%, 4.5%, and 6.5%) of magnesium sulfate and same three concentrations of sodium sulfate were used in this investigation to determine the response of concrete having recycled aggregate to sulfate attack. The solution of each concentration was prepared by mixing predetermined distilled water with sulfate powder corresponding to the required concentration. Six steel containers were manufactured with dimensions of 1000 × 1000 × 150 mm to hold the six solutions (one container for each sulfate concentration). Each container was filled by a designed sulfate solution to the depth of 60 mm so that the concrete specimens will be partially immersed in the sulfate solution. It should be stated that the selected concentrations were reported to be present in groundwater and soils of Iraq [27]. To avoid changing of the designated concentration because of evaporation, each sulfate solution was replaced weekly by new solution with the same designated concentration. During the testing program, all containers were kept in a controlled climate of 25°C temperature and 70 ± 10% humidity. Figure 2 shows the steel containers used in the sulfate attack testing program.Figure 2
Steel containers and concrete specimens immersed in sulfate solutions.


## 2.4. Testing Procedure

All concrete specimens were removed from the steel molds one day after casting and were transferred to the curing room (temp. 23°C and humidity> 95%). Concrete specimens used for sulfate attack testing program were cured for 28 days, whereas those used for compressive strength were kept until testing.Fifteen concrete specimens (three of each concrete mixture) were tested at age of 7 days and the same numbers of concrete specimens were tested at age of 28 days to determine the effect of recycled aggregate on compressive strength of concrete. As per ASTM C39 guidelines, a press machine of loading rate 14.4 MPa/min was used to perform the compressive strength tests.After the completion of the 28-day curing time, the concrete specimens used in the sulfate test program were dried in the oven (temp. 100°C) for one hour, accurately weighed, and cooled at room temperature prior to partially being immersed in the sulfate solutions. Fifteen concrete specimens (three specimens of each concrete mixture) were partially immersed in each solution. At the end of each week of the testing period, the concrete specimens were removed from the solution, rinsed by distilled water, dried at 100°C until constant weight, cooled at room temperature, and subsequently re-immersed in the new fresh solution. The testing program was terminated after ten weeks of testing. Mass losses occurred in concrete specimens owing to sulfate attack were recorded weekly during the testing program using the following equation:(1)W=m0−mnm0×100%,where W is the mass loss of the specimen during a certain testing age and m0 and mn are the mass of the specimens before and after immersion in sulfate solutions, respectively. It should be noted that the wetting/drying cycles can initiate their own degradation and also accelerate the effect of the sulfate solution attack [20].The compressive strength of the concrete specimens degraded by the sulfate attack was measured at the end of the testing program to determine the reduction in compressive strength owing to the sulfate attack. The reduction in the compressive strength (R) was calculated as follows:(2)R=fc28days−fcafter exposurefc28days×100%.


## 3. Results and Discussion

### 3.1. Effect of RA on Compressive Strength

Compressive strengths of the reference mixture (M0) and those of mixtures having various levels of recycled aggregate as replacement of natural coarse aggregate (25%, 50%, 75%, and 100%) were measured at ages of 7 and 28 days, and the results are provided in Table4. It can be seen that the incorporation of recycled aggregate decreased the compressive strength. The decrease in the compressive strength was proportional to the replacement percentage of recycled aggregates. The reduction in compressive strength at ages 7 and 28 days was more significant when the replacement by RA exceeds 50%. The 7-day compressive strength was decreased by 26.7% and 44.4% owing to replacement of natural coarse aggregate by 75% and 100% recycled aggregate, respectively. The effect of recycled aggregate on compressive strength was less significant at age of 28 days than that at 7 days. The reduction in the 28-day compressive strength, as a result of 75% and 100% replacement by RA, was 20.5% and 25.2%, respectively.Table 4
Results of compressive strength at 7 and 28 days of reference and modified mixtures.
Mixture ID
Compressive strength (MPa)
7 days
28 days
M0
22.5
31.7
M25
21.2
30.7
M50
19.6
28.2
M75
16.5
25.2
M100
12.5
23.7The relationship between the replacement percentage of RA and the reduction in compressive strength at ages of 7 and 28 days is shown in Figure3. It is clear that the reduction ratio increased as the replacement percentage increased. The figure also shows that the effect of RA on compressive strength was approximately similar up to 50% replacement of recycled aggregate. Beyond the 50% replacement of recycled aggregate, the reduction in compressive strength at 28 days was less significant than that at 7 days. This discrepancy effect between the compressive strength at 7 and 28 days can be attributed to the different contributions of recycled aggregate in the compressive strength. At the age of 7 days, the contribution of recycled aggregate is higher than that at 28 days because of the incomplete formation of cement hydration products. As the age of concrete increases, the contribution of the aggregate decreases. The recycled aggregate is expected to be weaker, in terms of compressive strength, than the natural aggregate.Figure 3
Relationship between percentage of replacement of recycled aggregate and reduction in compressive strength.


### 3.2. Resistance of Concrete Having RA to Magnesium Sulfate Attack

Mass losses of the reference and modified mixtures having different levels of RA were recorded every week during the ten weeks of the partial immersion of concrete specimens in the three concentrations of magnesium sulfate solutions. Tables5–7 depict the percentage of mass loss of concrete specimens of reference and modified mixtures immersed in 2.5%, 4.5%, and 6.5% magnesium sulfate solutions, respectively. The three tables clearly show that the mass loss proportionally increased with testing period and the replacement percentage of recycled aggregate. At the end of the 10-week testing period, mass losses of concrete specimens partially immersed in magnesium sulfate solution of 2.5% concentration were found to be 9.5%, 10.2%, 11%, 15.1%, and 17.2% for mixtures M0, M25, M50, M75, and M100, respectively. It can also be noticed that the mass loss of concrete specimens of the reference mixture partially immersed in 2.5%, 4.5%, and 6.5% magnesium sulfate solutions was 9.5%, 9.9%, and 12.2%, respectively, indicating that the relationship between the concentration of the magnesium sulfate solution and the mass loss is not linear. This nonlinear relation is also applicable for other mixtures having different replacement percentages of RA. The tables also reveal that the rate of mass losses of reference and modified mixtures was higher in the second half than that of the first half of the testing period.Table 5
Mass loss percentages of concrete specimens partially immersed in a 2.5% magnesium sulfate solution of reference and modified mixtures.
Testing date
Mass loss (%)
M0
M25
M50
M75
M100
1st week
0.20
0.20
0.20
0.21
0.22
2nd week
0.57
0.59
0.61
0.82
0.85
3rd week
1.30
1.37
1.42
2.00
2.10
4th week
2.70
2.80
3.00
3.20
3.70
5th week
4.00
4.20
4.40
4.70
5.10
6th week
5.80
6.00
6.40
7.30
7.80
7th week
6.90
7.20
7.60
9.00
10.00
8th week
7.70
8.00
8.80
12.10
12.50
9th week
8.60
9.20
10.00
13.80
14.70
10th week
9.50
10.20
11.00
15.10
17.20Table 6
Mass loss percentages of concrete specimens partially immersed in 4.5% magnesium sulfate solutions of reference and modified mixtures.
Testing date
Mass loss (%)
M0
M25
M50
M75
M100
1st week
0.20
0.20
0.21
0.22
0.25
2nd week
0.57
0.60
0.72
0.85
0.90
3rd week
1.37
1.41
1.60
2.20
2.30
4th week
2.72
2.82
3.80
3.90
3.90
5th week
4.30
4.40
5.20
5.40
5.60
6th week
6.00
6.50
7.70
7.90
8.20
7th week
7.20
7.60
8.60
9.40
10.60
8th week
7.90
8.70
9.90
13.20
13.50
9th week
8.70
10.1
11.80
14.70
15.60
10th week
9.90
11.20
13.20
16.10
18.40Table 7
Mass loss percentages of concrete specimens partially immersed in 6.5% magnesium sulfate solutions of reference and modified mixtures.
Testing date
Mass loss (%)
M0
M25
M50
M75
M100
1st week
0.32
0.23
0.23
0.26
0.30
2nd week
0.75
0.75
0.77
0.90
1.30
3rd week
1.67
1.69
1.82
2.50
2.90
4th week
3.20
3.50
3.81
4.40
5.10
5th week
4.70
5.20
6.00
6.90
7.90
6th week
7.00
7.10
7.90
8.20
10.10
7th week
8.30
8.60
10.30
10.80
12.60
8th week
10.50
11.10
13.00
15.00
17.10
9th week
11.50
12.20
14.20
16.70
19.10
10th week
12.20
13.70
16.20
18.90
21.70Figure4 shows concrete specimens that were immersed for only one week in sulfate magnesium solution having a concentration of 6.5%.Figure 4
Concrete specimens partially immersed for one week in magnesium sulfate solution having a concentration of 6.5%.Figure5 shows the relationship between the percentage of replacement of recycled aggregate and mass loss of concrete specimens at the termination of the test in magnesium sulfate solutions (2.5%, 4.5%, and 6.5%) for the reference and modified mixtures. It can be seen that the trend of the mass loss for reference and modified mixtures was approximately similar in the three different concentrations of magnesium sulfate solutions. In other words, the rate of the mass loss of the mixtures was approximately constant in the different concentrations of magnesium sulfate solutions considering that the absolute value of the mass loss was different. Nonetheless, the rate of the mass loss was somehow increased when the concentration of magnesium sulfate solution increased from 4.5% to 6.5% compared to the increase from 2.5% to 4.5%. This behavior of the mass loss was similar for all modified mixtures having different percentages of recycled aggregate.Figure 5
Mass losses of concrete specimens of reference and modified mixtures at the end of 10 weeks of partial immersion in various concentration of magnesium sulfate solutions.The significant mass loss occurred in concrete specimens especially those partially immersed in the highest concentration of magnesium solution can be mainly attributed to more than one reason including(i)
Formation of gypsum and ettringite owing to the chemical reactions between the magnesium sulfate and hydration products. Both gypsum and ettringite have higher volume compared to the original materials which cause pressures that lead to spilling in concrete.(ii)
Crystallization of sulfate salts in concrete pores and cracks which generates additional pressure on concrete surface and results in falling of concrete paste.(iii)
Deterioration owing to the effect of dry/wetting cycles and its effect in exacerbating of the formation of gypsum and ettringite and the crystallization of sulfate salts. It should be stated that values of mass losses recorded in this investigation are significantly higher than those recorded in previous investigations performed without considering the effect of drying/wetting cycles [22].


### 3.3. Resistance of Concrete Having RA to Sodium Sulfate Attack

Three concrete specimens of each of reference and modified mixtures (total of fifteen specimens) were partially immersed for ten weeks in sodium sulfate solutions having concentrations of 2.5%, 4.5%, and 6.5%. Tables8–10 depict the average mass loss of concrete specimens of each mixture at the end of every week of the ten-week partial immersion in concentrations of 2.5%, 4.5%, and 6.5% of sodium sulfate solutions, respectively. Table 8 shows that no mass loss occurred in the five mixtures at the end of the first week of the partial immersion in sodium sulfate of 2.5% concentration. The concrete specimens of M0 and M25 mixtures also exhibited no mass loss at the end of first week of partial immersion in sodium sulfate solution having a concentration of 4.5%. Otherwise, all the other concrete specimens of different mixtures exhibited mass loss owing to the partial immersion in sodium sulfate of various concentrations.Table 8
Mass loss percentages of concrete specimens of reference and modified mixtures partially immersed in 2.5% sodium sulfate solution.
Testing date
Mass loss (%)
M0
M25
M50
M75
M100
1st week
0.00
0.00
0.00
0.00
0.00
2nd week
0.21
0.21
0.25
0.27
0.40
3rd week
0.47
0.49
0.53
0.57
0.61
4th week
0.89
0.89
0.92
0.95
1.01
5th week
1.20
1.21
1.32
1.32
1.35
6th week
1.50
1.60
1.60
1.61
1.65
7th week
1.90
1.90
2.00
2.10
2.22
8th week
2.40
2.50
2.52
2.63
2.80
9th week
2.90
3.00
3.09
3.12
3.27
10th week
3.51
3.52
3.60
3.71
3.91Table 9
Mass loss percentages of concrete specimens of reference and modified mixtures partially immersed in 4.5% sodium sulfate solution.
Testing date
Mass loss (%)
M0
M25
M50
M75
M100
1st week
0.00
0.00
0.09
0.11
0.17
2nd week
0.31
0.41
0.50
0.67
0.69
3rd week
0.59
0.61
0.79
0.85
0.92
4th week
1.32
1.42
1.43
1.47
1.52
5th week
2.10
2.18
2.22
2.31
2.43
6th week
2.41
2.51
2.57
2.61
2.89
7th week
2.89
3.12
3.37
3.51
3.79
8th week
3.55
3.67
4.01
4.11
4.29
9th week
4.20
4.46
4.81
5.09
5.21
10th week
5.40
5.70
6.01
6.32
6.89Table 10
Mass loss percentages of concrete specimens of reference and modified mixtures partially immersed in 6.5% sodium sulfate solution.
Testing date
Mass loss (%)
M0
M25
M50
M75
M100
1st week
0.09
0.09
0.11
0.18
0.23
2nd week
0.41
0.42
0.59
0.99
1.31
3rd week
1.28
1.31
1.47
1.82
2.22
4th week
2.01
2.17
2.37
3.21
3.43
5th week
3.45
3.52
3.72
4.01
4.32
6th week
3.92
3.95
4.01
5.12
5.49
7th week
4.51
4.61
4.92
5.92
6.71
8th week
5.20
5.30
5.78
6.57
7.42
9th week
5.62
5.72
6.39
7.21
8.11
10th week
6.23
6.37
7.21
8.11
9.60Mass losses of concrete specimens of the reference mixture were found to be 3.5%, 5.4%, and 6.23% at the end of the testing period owing to the attack of sodium sulfate solutions with concentrations of 2.5%, 4.5%, and 6.5%, respectively. These mass losses were increased by approximately 11%, 27%, and 54%, respectively, for concrete mixtures made with 100% replacement of recycled aggregate. In all the three concentrations of sodium sulfate solutions, the mass loss was directly proportional to the period of the partial immersion and the concentration of the sodium sulfate. It was observed that the trend of the mass loss during the testing period of the five mixtures was approximately similar.The mass losses of the five concrete mixtures attacked by sodium sulfates were found to be less than those of the five mixtures attacked by magnesium sulfates. This can be attributed to the fact that the sodium sulfate is less aggressive, in terms of chemical reaction with hydration products, than the magnesium sulfate. It can be seen that mass losses of the different concrete mixtures attacked by sodium sulfates were about half of those of concrete mixtures attacked by magnesium sulfates.The average mass losses of concrete specimens of the reference and those made with different percentages of recycled aggregate at the end of ten weeks of partial immersion in various concentrations of sodium sulfate solution are shown in Figure6. Regardless the value of the mass loss, the rate of mass loss of different concrete mixtures partially immersed in sodium sulfate solution with a concentration of 2.5% was very comparable to that of concrete mixtures partially immersed in sodium sulfate solution with a concentrate of 4.5. For concrete mixtures that were partially immersed in the sodium sulfate solution having a concentration of 6.5%, the rate of mass loss was significantly increased for concrete mixtures having more than 50% replacement of recycled aggregate.Figure 6
Mass losses of concrete specimens of reference and modified mixtures at the end of 10 weeks of partial immersion in various concentration of sodium sulfate solution.The mass losses observed in the concrete specimens attacked by sodium sulfate solutions can also be attributed to the previously stated reasons considering that the rate of formation of gypsum and ettringite owing to sodium sulfate attack is less than that of magnesium sulfate attack.


### 3.4. Reduction of Compressive Strength

The compressive strength of concrete specimens that were partially immersed in various concentrations of sodium and magnesium sulfate solutions was measured at the end of the testing period (ten weeks). Figure7 shows the relationship between mass losses of the ninety concrete specimens (three specimens of each mixture in each concentration) at the end of testing period and the reduction in compressive strength owing to the attack of various concentrations of sodium and magnesium sulfate solutions. The figure clearly shows that the reduction in compressive strength increased as the mass loss increased. This directly proportional relationship can be attributed to the fact that higher mass loss, which means more loss in cement paste and more destruction in structural integrity and damage of concrete matrix, results in more reduction in the compressive strength.Figure 7
Relationship between mass loss and reduction in compressive strength of 90 concrete specimens that were partially immersed in various concentrations of magnesium and sodium sulfate solutions.A regression analysis was performed on data of Figure7 and results showed a linear trend with an R2 value of 0.937. The linear trend suggests that the rate of reduction in the compressive strength is approximately 2 times the mass loss. In other words, each 1% mass loss causes approximately 2% reduction in the compressive strength of concrete.


## 3.1. Effect of RA on Compressive Strength

Compressive strengths of the reference mixture (M0) and those of mixtures having various levels of recycled aggregate as replacement of natural coarse aggregate (25%, 50%, 75%, and 100%) were measured at ages of 7 and 28 days, and the results are provided in Table4. It can be seen that the incorporation of recycled aggregate decreased the compressive strength. The decrease in the compressive strength was proportional to the replacement percentage of recycled aggregates. The reduction in compressive strength at ages 7 and 28 days was more significant when the replacement by RA exceeds 50%. The 7-day compressive strength was decreased by 26.7% and 44.4% owing to replacement of natural coarse aggregate by 75% and 100% recycled aggregate, respectively. The effect of recycled aggregate on compressive strength was less significant at age of 28 days than that at 7 days. The reduction in the 28-day compressive strength, as a result of 75% and 100% replacement by RA, was 20.5% and 25.2%, respectively.Table 4
Results of compressive strength at 7 and 28 days of reference and modified mixtures.
Mixture ID
Compressive strength (MPa)
7 days
28 days
M0
22.5
31.7
M25
21.2
30.7
M50
19.6
28.2
M75
16.5
25.2
M100
12.5
23.7The relationship between the replacement percentage of RA and the reduction in compressive strength at ages of 7 and 28 days is shown in Figure3. It is clear that the reduction ratio increased as the replacement percentage increased. The figure also shows that the effect of RA on compressive strength was approximately similar up to 50% replacement of recycled aggregate. Beyond the 50% replacement of recycled aggregate, the reduction in compressive strength at 28 days was less significant than that at 7 days. This discrepancy effect between the compressive strength at 7 and 28 days can be attributed to the different contributions of recycled aggregate in the compressive strength. At the age of 7 days, the contribution of recycled aggregate is higher than that at 28 days because of the incomplete formation of cement hydration products. As the age of concrete increases, the contribution of the aggregate decreases. The recycled aggregate is expected to be weaker, in terms of compressive strength, than the natural aggregate.Figure 3
Relationship between percentage of replacement of recycled aggregate and reduction in compressive strength.


## 3.2. Resistance of Concrete Having RA to Magnesium Sulfate Attack

Mass losses of the reference and modified mixtures having different levels of RA were recorded every week during the ten weeks of the partial immersion of concrete specimens in the three concentrations of magnesium sulfate solutions. Tables5–7 depict the percentage of mass loss of concrete specimens of reference and modified mixtures immersed in 2.5%, 4.5%, and 6.5% magnesium sulfate solutions, respectively. The three tables clearly show that the mass loss proportionally increased with testing period and the replacement percentage of recycled aggregate. At the end of the 10-week testing period, mass losses of concrete specimens partially immersed in magnesium sulfate solution of 2.5% concentration were found to be 9.5%, 10.2%, 11%, 15.1%, and 17.2% for mixtures M0, M25, M50, M75, and M100, respectively. It can also be noticed that the mass loss of concrete specimens of the reference mixture partially immersed in 2.5%, 4.5%, and 6.5% magnesium sulfate solutions was 9.5%, 9.9%, and 12.2%, respectively, indicating that the relationship between the concentration of the magnesium sulfate solution and the mass loss is not linear. This nonlinear relation is also applicable for other mixtures having different replacement percentages of RA. The tables also reveal that the rate of mass losses of reference and modified mixtures was higher in the second half than that of the first half of the testing period.Table 5
Mass loss percentages of concrete specimens partially immersed in a 2.5% magnesium sulfate solution of reference and modified mixtures.
Testing date
Mass loss (%)
M0
M25
M50
M75
M100
1st week
0.20
0.20
0.20
0.21
0.22
2nd week
0.57
0.59
0.61
0.82
0.85
3rd week
1.30
1.37
1.42
2.00
2.10
4th week
2.70
2.80
3.00
3.20
3.70
5th week
4.00
4.20
4.40
4.70
5.10
6th week
5.80
6.00
6.40
7.30
7.80
7th week
6.90
7.20
7.60
9.00
10.00
8th week
7.70
8.00
8.80
12.10
12.50
9th week
8.60
9.20
10.00
13.80
14.70
10th week
9.50
10.20
11.00
15.10
17.20Table 6
Mass loss percentages of concrete specimens partially immersed in 4.5% magnesium sulfate solutions of reference and modified mixtures.
Testing date
Mass loss (%)
M0
M25
M50
M75
M100
1st week
0.20
0.20
0.21
0.22
0.25
2nd week
0.57
0.60
0.72
0.85
0.90
3rd week
1.37
1.41
1.60
2.20
2.30
4th week
2.72
2.82
3.80
3.90
3.90
5th week
4.30
4.40
5.20
5.40
5.60
6th week
6.00
6.50
7.70
7.90
8.20
7th week
7.20
7.60
8.60
9.40
10.60
8th week
7.90
8.70
9.90
13.20
13.50
9th week
8.70
10.1
11.80
14.70
15.60
10th week
9.90
11.20
13.20
16.10
18.40Table 7
Mass loss percentages of concrete specimens partially immersed in 6.5% magnesium sulfate solutions of reference and modified mixtures.
Testing date
Mass loss (%)
M0
M25
M50
M75
M100
1st week
0.32
0.23
0.23
0.26
0.30
2nd week
0.75
0.75
0.77
0.90
1.30
3rd week
1.67
1.69
1.82
2.50
2.90
4th week
3.20
3.50
3.81
4.40
5.10
5th week
4.70
5.20
6.00
6.90
7.90
6th week
7.00
7.10
7.90
8.20
10.10
7th week
8.30
8.60
10.30
10.80
12.60
8th week
10.50
11.10
13.00
15.00
17.10
9th week
11.50
12.20
14.20
16.70
19.10
10th week
12.20
13.70
16.20
18.90
21.70Figure4 shows concrete specimens that were immersed for only one week in sulfate magnesium solution having a concentration of 6.5%.Figure 4
Concrete specimens partially immersed for one week in magnesium sulfate solution having a concentration of 6.5%.Figure5 shows the relationship between the percentage of replacement of recycled aggregate and mass loss of concrete specimens at the termination of the test in magnesium sulfate solutions (2.5%, 4.5%, and 6.5%) for the reference and modified mixtures. It can be seen that the trend of the mass loss for reference and modified mixtures was approximately similar in the three different concentrations of magnesium sulfate solutions. In other words, the rate of the mass loss of the mixtures was approximately constant in the different concentrations of magnesium sulfate solutions considering that the absolute value of the mass loss was different. Nonetheless, the rate of the mass loss was somehow increased when the concentration of magnesium sulfate solution increased from 4.5% to 6.5% compared to the increase from 2.5% to 4.5%. This behavior of the mass loss was similar for all modified mixtures having different percentages of recycled aggregate.Figure 5
Mass losses of concrete specimens of reference and modified mixtures at the end of 10 weeks of partial immersion in various concentration of magnesium sulfate solutions.The significant mass loss occurred in concrete specimens especially those partially immersed in the highest concentration of magnesium solution can be mainly attributed to more than one reason including(i)
Formation of gypsum and ettringite owing to the chemical reactions between the magnesium sulfate and hydration products. Both gypsum and ettringite have higher volume compared to the original materials which cause pressures that lead to spilling in concrete.(ii)
Crystallization of sulfate salts in concrete pores and cracks which generates additional pressure on concrete surface and results in falling of concrete paste.(iii)
Deterioration owing to the effect of dry/wetting cycles and its effect in exacerbating of the formation of gypsum and ettringite and the crystallization of sulfate salts. It should be stated that values of mass losses recorded in this investigation are significantly higher than those recorded in previous investigations performed without considering the effect of drying/wetting cycles [22].


## 3.3. Resistance of Concrete Having RA to Sodium Sulfate Attack

Three concrete specimens of each of reference and modified mixtures (total of fifteen specimens) were partially immersed for ten weeks in sodium sulfate solutions having concentrations of 2.5%, 4.5%, and 6.5%. Tables8–10 depict the average mass loss of concrete specimens of each mixture at the end of every week of the ten-week partial immersion in concentrations of 2.5%, 4.5%, and 6.5% of sodium sulfate solutions, respectively. Table 8 shows that no mass loss occurred in the five mixtures at the end of the first week of the partial immersion in sodium sulfate of 2.5% concentration. The concrete specimens of M0 and M25 mixtures also exhibited no mass loss at the end of first week of partial immersion in sodium sulfate solution having a concentration of 4.5%. Otherwise, all the other concrete specimens of different mixtures exhibited mass loss owing to the partial immersion in sodium sulfate of various concentrations.Table 8
Mass loss percentages of concrete specimens of reference and modified mixtures partially immersed in 2.5% sodium sulfate solution.
Testing date
Mass loss (%)
M0
M25
M50
M75
M100
1st week
0.00
0.00
0.00
0.00
0.00
2nd week
0.21
0.21
0.25
0.27
0.40
3rd week
0.47
0.49
0.53
0.57
0.61
4th week
0.89
0.89
0.92
0.95
1.01
5th week
1.20
1.21
1.32
1.32
1.35
6th week
1.50
1.60
1.60
1.61
1.65
7th week
1.90
1.90
2.00
2.10
2.22
8th week
2.40
2.50
2.52
2.63
2.80
9th week
2.90
3.00
3.09
3.12
3.27
10th week
3.51
3.52
3.60
3.71
3.91Table 9
Mass loss percentages of concrete specimens of reference and modified mixtures partially immersed in 4.5% sodium sulfate solution.
Testing date
Mass loss (%)
M0
M25
M50
M75
M100
1st week
0.00
0.00
0.09
0.11
0.17
2nd week
0.31
0.41
0.50
0.67
0.69
3rd week
0.59
0.61
0.79
0.85
0.92
4th week
1.32
1.42
1.43
1.47
1.52
5th week
2.10
2.18
2.22
2.31
2.43
6th week
2.41
2.51
2.57
2.61
2.89
7th week
2.89
3.12
3.37
3.51
3.79
8th week
3.55
3.67
4.01
4.11
4.29
9th week
4.20
4.46
4.81
5.09
5.21
10th week
5.40
5.70
6.01
6.32
6.89Table 10
Mass loss percentages of concrete specimens of reference and modified mixtures partially immersed in 6.5% sodium sulfate solution.
Testing date
Mass loss (%)
M0
M25
M50
M75
M100
1st week
0.09
0.09
0.11
0.18
0.23
2nd week
0.41
0.42
0.59
0.99
1.31
3rd week
1.28
1.31
1.47
1.82
2.22
4th week
2.01
2.17
2.37
3.21
3.43
5th week
3.45
3.52
3.72
4.01
4.32
6th week
3.92
3.95
4.01
5.12
5.49
7th week
4.51
4.61
4.92
5.92
6.71
8th week
5.20
5.30
5.78
6.57
7.42
9th week
5.62
5.72
6.39
7.21
8.11
10th week
6.23
6.37
7.21
8.11
9.60Mass losses of concrete specimens of the reference mixture were found to be 3.5%, 5.4%, and 6.23% at the end of the testing period owing to the attack of sodium sulfate solutions with concentrations of 2.5%, 4.5%, and 6.5%, respectively. These mass losses were increased by approximately 11%, 27%, and 54%, respectively, for concrete mixtures made with 100% replacement of recycled aggregate. In all the three concentrations of sodium sulfate solutions, the mass loss was directly proportional to the period of the partial immersion and the concentration of the sodium sulfate. It was observed that the trend of the mass loss during the testing period of the five mixtures was approximately similar.The mass losses of the five concrete mixtures attacked by sodium sulfates were found to be less than those of the five mixtures attacked by magnesium sulfates. This can be attributed to the fact that the sodium sulfate is less aggressive, in terms of chemical reaction with hydration products, than the magnesium sulfate. It can be seen that mass losses of the different concrete mixtures attacked by sodium sulfates were about half of those of concrete mixtures attacked by magnesium sulfates.The average mass losses of concrete specimens of the reference and those made with different percentages of recycled aggregate at the end of ten weeks of partial immersion in various concentrations of sodium sulfate solution are shown in Figure6. Regardless the value of the mass loss, the rate of mass loss of different concrete mixtures partially immersed in sodium sulfate solution with a concentration of 2.5% was very comparable to that of concrete mixtures partially immersed in sodium sulfate solution with a concentrate of 4.5. For concrete mixtures that were partially immersed in the sodium sulfate solution having a concentration of 6.5%, the rate of mass loss was significantly increased for concrete mixtures having more than 50% replacement of recycled aggregate.Figure 6
Mass losses of concrete specimens of reference and modified mixtures at the end of 10 weeks of partial immersion in various concentration of sodium sulfate solution.The mass losses observed in the concrete specimens attacked by sodium sulfate solutions can also be attributed to the previously stated reasons considering that the rate of formation of gypsum and ettringite owing to sodium sulfate attack is less than that of magnesium sulfate attack.


## 3.4. Reduction of Compressive Strength

The compressive strength of concrete specimens that were partially immersed in various concentrations of sodium and magnesium sulfate solutions was measured at the end of the testing period (ten weeks). Figure7 shows the relationship between mass losses of the ninety concrete specimens (three specimens of each mixture in each concentration) at the end of testing period and the reduction in compressive strength owing to the attack of various concentrations of sodium and magnesium sulfate solutions. The figure clearly shows that the reduction in compressive strength increased as the mass loss increased. This directly proportional relationship can be attributed to the fact that higher mass loss, which means more loss in cement paste and more destruction in structural integrity and damage of concrete matrix, results in more reduction in the compressive strength.Figure 7
Relationship between mass loss and reduction in compressive strength of 90 concrete specimens that were partially immersed in various concentrations of magnesium and sodium sulfate solutions.A regression analysis was performed on data of Figure7 and results showed a linear trend with an R2 value of 0.937. The linear trend suggests that the rate of reduction in the compressive strength is approximately 2 times the mass loss. In other words, each 1% mass loss causes approximately 2% reduction in the compressive strength of concrete.


## 4. Conclusions

This study investigated the effect of sodium and magnesium sulfate attack of various concentrations on recycled aggregate concrete subjected to dry-wetting cycles. Based on results presented in this paper, the following conclusions can be drawn:(1)
Using recycled aggregate as a replacement of the natural coarse aggregate decreased the compressive strength of concrete at ages of 7 and 28 days. The decline in the compressive strength was directly proportional to the percentage of the replacement. The reduction in the compressive strength was higher at age of 7 days than that at age of 28 days.(2)
Mass losses owing to the partial immersion of concrete specimens, made with different percentages of recycled aggregate, in various concentrations of magnesium sulfate solutions were increased as the percentage of recycled aggregate increased and as the concentration of the magnesium sulfate increased.(3)
Although concrete specimens having various percentages of recycled aggregate did not exhibit any mass losses during the first week of the partial immersion in various concentrations of sodium sulfate solutions, it was found that the mass loss increased as the concentration of the sodium sulfate and the replacement percentage of recycled aggregate increased.(4)
Mass losses of concrete specimens of the reference and modified mixtures attacked by various concentrations of sodium sulfates were approximately half of those attacked by the same concentrations of magnesium sulfates. It should be noted that mass losses recorded in this study involved the combined effect of the sulfate attack and the drying-wetting effect. Therefore, results of this investigation should be interpreted within this context.(5)
For all concrete specimens of reference and modified mixtures attacked by various concentrations of sulfates, the relationship between the reduction in compressive strengths and mass losses was found to follow a linear trend (R2 = 0.937) with a slope of approximately 2, suggesting that the percentile reduction in compressive strength is equal to 2 times the percentile of the mass loss.



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