# Effect of Magnesium Sulphate on Self-Compacting Concrete Containing Supplementary Cementitious Materials

Authors: Aiad Hassan; Hilmi Bin Mahmud; Mohd. Zamin Jumaat; Belal ALsubari; Aziz Abdulla
Journal: Advances in Materials Science and Engineering
 (2013)

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## Abstract

The length change is negligible and can be attributed to the normal distension of concrete. On the other hand, concrete suffering from mass loss gives a good indicator about the durability of SCC. Permeability of concrete is an important factor in classifying its durability generally; concrete with low Permeability will afford better protection of the reinforcement within it than concrete with high Permeability. In this paper, the assessment of magnesium sulphate (MS) attack on concrete containing various ratios of the supplementary cementitious materials (SCM) was investigated for concrete containing FA, RHA, and GGBS with cement replacement levels of 15%, 10%, and 5%, respectively, based on the selected samples from the concrete to the statement of the effect of magnesium on some of the characteristics of concrete such as compressive strength, height, and weight compared with similar samples but under laboratory conditions dry and moist water treatment. Test results showed that the SCC content SCM appear to have higher strength values than those stored in water and air sample; the highest value of mass loss is recorded for the control mixture compared with concrete content SCM, and the change in length in curing concrete is much less relative to the change for concrete immersed in MS.


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## Body

## 1. Introduction

The external attack of sulphate salts is considered as one of the major problems affecting concrete durability. Sulphates are highly soluble salts in the form of sodium sulphate (Na2SO4), calcium sulphate (CaSO4), potassium sulphate (K2SO4), and magnesium sulphate (MgSO4). Sulphate attack is a process in which sulphates react with various phases of hydrated cement paste leading to deterioration of the concrete matrix through spalling, softening, and mass loss, which may lead to expansion and loose strength and elasticity. It is recognized as a complex process due to the effect of numerous controlling factors [1, 2].It has been reported that the addition of mineral admixtures to concrete would enhance its resistance to sulphate attack [2]. One of the most promising mineral admixtures is the rice husk ash (RHA), rice husk is an agricultural residue from the rice milling process. According to the FAO annual report of the United Nations [3], the annual world rice production in 2007 was estimated to be 649.7 million tons, of which the husk constitutes approximately 20 wt% thereof. Burning the husk at the controlled temperature below 800° can produce ash with silica mainly in amorphous form [4–6]. Based on previous studies RHA has not been utilized yet in the construction industry with the exception of repair works at the Bowman Dam in northern California’s Sierra Nevada Mountains, USA; it showed positive results in a dry-mix shotcrete [7]. The reason for not utilising this material is probably due to the lack of understanding of the characteristics of the RHA blended concrete. Many researchers have already published articles about the properties of the blended RHA concrete, such as strength and durability; nonetheless, the effect of RHA on concrete resistance to sulphate attack with SCC was investigated limitedly.Fly ash is divided into two classes: Class-F and Class-C. Class-F fly ash is normally produced from the burning of anthracite or bituminous coal and has pozzolanic properties but little or no cementitious properties. Class-C fly ash is normally produced from the burning of lignite or subbituminous coal and has some autogenous cementitious properties [8]. However, most fly ashes that are being used in concrete production are Class-F. The use of fly ash influences compressive strength, workability, heat of hydration, sulphate resistance, permeability, and the alkali-silica reaction of concrete [9].Ground granulated blast furnace slag (GGBS) is a waste product in the manufacture of pig iron, in which about 300 kg of slag is produced for each tonne of pig iron [10]. When this slag is rapidly quenched and ground, it will possess latent cementitious properties. After processing, the material is known as GGBS. The hydraulic properties may vary and can be separated into grades according to ASTM C989 [11].The objectives of this paper are to assess and find the best indicator for concrete deterioration due to accelerated sulphate attack and to investigate the effect of RHA, FA, and GGBS on concrete resistance to sulphate attack. The chemical properties of SCM and control mix using OPC were investigated. Mixture proportioning was performed to produce high workability concrete (600–700 mm slump flow) with target strength of 40 MPa for the control mixture. A total of four concrete mixtures were immersed in the MS solution. The sulphate attack for the concrete specimens was assessed by the subsequent testing of the changes in the compressive strength, length, and mass.


## 2. Constituent Material

### 2.1. Aggregates

The maximum size of coarse aggregate used was 14 mm. The results of the specific gravity and absorption for the normal coarse aggregate and normal sand are presented in Table1.Table 1
Specific gravity and water absorption of coarse and fine aggregate.
Aggregate
Specific gravity
Absorption (%)
Oven-dry
SSD
Apparent
Granite
2.40
2.61
3.04
1.43
Fine aggregate (river sand)
2.31
2.39
2.50
2.38


### 2.2. Ordinary Portland Cement

Locally manufactured ordinary Portland cement conforming to MS 522: Part1: 2003 Type1 was used for all mixtures.


### 2.3. Rice Husk Ash (RHA)

The detailed chemical analysis is summarized in Table2 for RHA. It contains 87–97% of silica with small amounts of alkali and other trace elements [12].Table 2
Chemical composition of binder materials.
Constituents (wt %)
OPC
RHA
(FA)
GGBS
SiO2
16.5
90.55
41.29
35
Fe2O3
3.633
0.91
12.36
0.52
CaO
69.43
1.23
1.0
40
MgO
1.29
0.44
2.62
8
K2O
0.489
5.52
2.49
0.46
SO3
4.23
0.81
3.0
2.09
Al2O3
3.65
0.67
23.59
11.72
LOI
2.14
2.62
6
1.42
Physical properties
Specific surface area (m²/kg)
320
350
570
450
Specific gravity
3.14
2.15
2.6
2.1


### 2.4. Fly Ash (FA)

The replacement of cement by fly ash in the production of concrete is possible up to 50% [9]. The fly ash used in this experiment meets the requirement of BS EN 450 : 1995. It was used as 15% replacement of cement, which leads to an improvement in the strength of concrete to more than 40 MPa as shown in Table 2.


### 2.5. Ground Granulated Blast Furnace Slag (GGBS)

Details of the chemical analysis are summarized in Table2 for (GGBS). The fineness of GGBS is usually greater than 350m2/kg and occasionally in excess of 500m2/kg; the specific gravity is 2.9 [11]. In this study, the GGBS fineness of 450m2/kg was used. The raw material for GGBS, raw slag, is usually obtained from a predetermined steel plant, which ensures the stability of the raw material. The chemical composition and physical properties of the binder are illustrated in Table 2.


### 2.6. Superplasticizer

The superplasticizer used in this study was (SP-1600). It is an aqueous solution of modified polycarboxylate copolymers that meets the requirements of ASTM C494-86 Type G and BS 5075: Part 3. It facilitates extreme water reduction, excellent flowability with optimal cohesion, and strong self-compacting concrete. It did not contain chlorides or other ingredients that promote steel corrosion.


## 2.1. Aggregates

The maximum size of coarse aggregate used was 14 mm. The results of the specific gravity and absorption for the normal coarse aggregate and normal sand are presented in Table1.Table 1
Specific gravity and water absorption of coarse and fine aggregate.
Aggregate
Specific gravity
Absorption (%)
Oven-dry
SSD
Apparent
Granite
2.40
2.61
3.04
1.43
Fine aggregate (river sand)
2.31
2.39
2.50
2.38


## 2.2. Ordinary Portland Cement

Locally manufactured ordinary Portland cement conforming to MS 522: Part1: 2003 Type1 was used for all mixtures.


## 2.3. Rice Husk Ash (RHA)

The detailed chemical analysis is summarized in Table2 for RHA. It contains 87–97% of silica with small amounts of alkali and other trace elements [12].Table 2
Chemical composition of binder materials.
Constituents (wt %)
OPC
RHA
(FA)
GGBS
SiO2
16.5
90.55
41.29
35
Fe2O3
3.633
0.91
12.36
0.52
CaO
69.43
1.23
1.0
40
MgO
1.29
0.44
2.62
8
K2O
0.489
5.52
2.49
0.46
SO3
4.23
0.81
3.0
2.09
Al2O3
3.65
0.67
23.59
11.72
LOI
2.14
2.62
6
1.42
Physical properties
Specific surface area (m²/kg)
320
350
570
450
Specific gravity
3.14
2.15
2.6
2.1


## 2.4. Fly Ash (FA)

The replacement of cement by fly ash in the production of concrete is possible up to 50% [9]. The fly ash used in this experiment meets the requirement of BS EN 450 : 1995. It was used as 15% replacement of cement, which leads to an improvement in the strength of concrete to more than 40 MPa as shown in Table 2.


## 2.5. Ground Granulated Blast Furnace Slag (GGBS)

Details of the chemical analysis are summarized in Table2 for (GGBS). The fineness of GGBS is usually greater than 350m2/kg and occasionally in excess of 500m2/kg; the specific gravity is 2.9 [11]. In this study, the GGBS fineness of 450m2/kg was used. The raw material for GGBS, raw slag, is usually obtained from a predetermined steel plant, which ensures the stability of the raw material. The chemical composition and physical properties of the binder are illustrated in Table 2.


## 2.6. Superplasticizer

The superplasticizer used in this study was (SP-1600). It is an aqueous solution of modified polycarboxylate copolymers that meets the requirements of ASTM C494-86 Type G and BS 5075: Part 3. It facilitates extreme water reduction, excellent flowability with optimal cohesion, and strong self-compacting concrete. It did not contain chlorides or other ingredients that promote steel corrosion.


## 3. Experimental Programme

In this experiment, four parameters were investigated, SCC with ordinary Portland cement (OPC), fly ash (FA), rice husk ash (RHA), and ground granulated blast furnace slag (GGBS). In the SCCOPC, three mixes with different quantities of cement were used.Three percentages were used for the experiments with FA, RHA, and GGBS. Details of the above-mentioned experimental work plan are shown in Figure1.Figure 1
Mix proportions of various mixes.


### 3.1. Mix Design

The Japanese concept of design of SCC is based on a method proposed by Okamura and Ozawa [13]. The authors proposed a simple mix-proportioning system assuming a general supply from ready-mixed concrete plants. In this paper, the mix design proposed included the following. (1)
Coarse aggregate content which was fixed at 45% of the solid volume.(2)
Fine aggregate content which was fixed at 55% of the mortar volume.(3)
Water-powder ratio in volume was assumed as 1.2 to 2.0 depending on the properties of the powder and cement.(4)
Superplasticizer dosage and the final water-powder ratio were determined so as to ensure the self-compactability.Table3 depicts the properties of the mix proportion and selected mix proportion of SCC for the final mix.Table 3
Selected mix proportion of SCC with various supplementary material ratios.
Mix. No.
W/p%
Cement(kg)
F.A  (kg)
C.A(kg)
Water(kg)
S.P(kg)
Pozzolanic materials   (FA,RHA,GGBS)
SCCOPC
0.53
406
895
732
215
2
0
SCCFA (15%)
0.53
349
895
732
201
2
57
SCCRHA (10%)
0.53
368
895
732
201
2
38
SCCGGBS (5%)
0.53
388
895
732
201
2
18
C.A: coarse aggregate, F.A: fine aggregate, SP: superplasticizer.


## 3.1. Mix Design

The Japanese concept of design of SCC is based on a method proposed by Okamura and Ozawa [13]. The authors proposed a simple mix-proportioning system assuming a general supply from ready-mixed concrete plants. In this paper, the mix design proposed included the following. (1)
Coarse aggregate content which was fixed at 45% of the solid volume.(2)
Fine aggregate content which was fixed at 55% of the mortar volume.(3)
Water-powder ratio in volume was assumed as 1.2 to 2.0 depending on the properties of the powder and cement.(4)
Superplasticizer dosage and the final water-powder ratio were determined so as to ensure the self-compactability.Table3 depicts the properties of the mix proportion and selected mix proportion of SCC for the final mix.Table 3
Selected mix proportion of SCC with various supplementary material ratios.
Mix. No.
W/p%
Cement(kg)
F.A  (kg)
C.A(kg)
Water(kg)
S.P(kg)
Pozzolanic materials   (FA,RHA,GGBS)
SCCOPC
0.53
406
895
732
215
2
0
SCCFA (15%)
0.53
349
895
732
201
2
57
SCCRHA (10%)
0.53
368
895
732
201
2
38
SCCGGBS (5%)
0.53
388
895
732
201
2
18
C.A: coarse aggregate, F.A: fine aggregate, SP: superplasticizer.


## 4. Methodology

A magnesium sulphate hydrate dissolved in water with a content of 5 wt%   was used in the study as a salt. All the specimens that were subjected to sulphate attack were initially cured in water for 7 days after remoulding. They were then immersed in the magnesium sulphate solution. The sulphate treatment was done in three cycles; each cycle consisted of 30 days of sulphate immersion followed by 7 days of air drying and tests were conducted at the end of each cycle. The sulphate solution was replaced every 15 days in each cycle.The length and mass changes were monitored on three concrete cube specimens of100×100×100 mm. For length change measurements, four readings were taken from each specimen at the end of each immersion cycle. The average length was then recorded and the results were expressed as a percentage with respect to the length changes, with the other samples left in the curing tank at the same age and during the drying age.


## 5. Fresh Concrete Properties

The fresh properties are given in Table4 for all concrete mixtures incorporating RHA, FA, and GGBS; no bleeding or segregation was detected. The fresh density was in the range of 2280–2440 kg/m3, which characterizes all the relevant workability aspects and hence each mix was tested with different method for the different workability parameters. The slump flow test was used to assess the horizontal free flow of SCC in the absence of obstructions. Time T50cm is the secondary indicator of the flow funnel; it indicates the tendency for segregation, wherein the funnel can be refilled with concrete and left for 5 minutes to settle. The L-box test was used to determine the passing ability. The results could be estimated according to the limits of the standard for SCC concrete.Table 4
Results of workability fresh SCC containing SCM.
Mix.no.
V-funnel           (sec)
T50 (sec)
Slump flow  (mm)
L-BOX %
Segregation %
J-ring  (mm)
SCCOPC
5
4
610
85
4%
10
SCCFA15
7
5
610
89
6%
10
SCCRHA10
9
5
630
81
7%
13
SCCGGBS5
8
6
650
82
15%
15


## 6. Results and Discussion

### 6.1. Comparing the Effect of MS with Curing Condition on SCC

The results illustrated in Table5 and Figure 2 explain the compressive strength between the concrete immersed in MS and the standard curing of the concrete. The figures show the improvement of the strength immersed in MS relative to the strength of curing with water on all concrete mixed with the SCM products, such as FA, RHA, and GGBS. This can be attributed to the formation of the expansive ettringite in the presence of tricalcium aluminate inside the cement paste matrix and the infiltrated SO4+ ion, which resulted in filling the voids, thus increasing the concrete maturity [14].Table 5
Effect of MS on the strength with curing SCC.
Mix. no.
Compressive strength/MPa
Relative strength % (a/b)
Magnesium sulphate (a)
Water curing (b)
44 d
81 d
118 d
44 d
81 d
118 d
44 d
81 d
118 d
SCCOPC
42
44
48
40
42
46
1.05
1.05
1.04
SCCFA15
52
53
54
50
52
53
1.04
1.02
1.02
SCCRHA10
51
53
56
41
43
46
1.24
1.23
1.22
SCCGGBS5
52
53
54
47
48
49
1.11
1.10
1.10Figure 2
Effect of MS on the strength with curing water SCC.In this study, it can also be observed from the compressive strength results that all concrete specimens immersed in MS up to the third cycle (111d of sulphate exposure) containing FA exhibited higher values than others types of concrete containing RHA and GGBS because theSO4+ ion contents in FA are higher than for the RHA and GGBS, which causes the voids to be filled look better and the strength to develop quicker, as explained in Table 2.


### 6.2. Comparison between Magnesium Sulphate and Air Drying Strength SCC

For the values of the compressive strength for the hardened concrete mixtures immersed in sulphate, “the control drying specimens” along with the relative compressive strength when tested at the same age are shown in Table6. It can be observed that the relative strength of the concrete immersed in sulphate compared to those air dried increased with concrete containing SCM, such as FA, RHA, and GGBS in less time. For example, the relative strength for the 15 FA mixtures was 16% at the first cycle (37 days of sulphate exposure). However, in the third cycle (111 days), the value was reduced to 8%. In addition, the value of the relative strength also decreased for 10 RHA and 5 GGBS. Because increase the binder material and need to be treated with water causing incomplete interaction between the components of the concrete, causing shrinkage of concrete and thus affected to the durability of concrete [15].Table 6
Effect of MS on the strength with air drying SCC.
Mix. no.
Compressive strength (MPa)
Relative strength %
Sulphate solution
Air dried
44 d
81 d
118 d
44 d
81 d
118 d
44 d
81 d
118 d
SCCOPC
42
44
48
39
41
44
1.08
1.07
1.09
SCCFA15
52
53
54
45
46
50
1.16
1.15
1.08
SCCRHA10
51
53
56
44
45
49
1.16
1.18
1.14
SCCGGBS5
52
53
54
43
45
47
1.21
1.18
1.15The effect of the MS attack on the cement paste showed that specimens immersed in theMgSO4 solution at room temperature exhibited a higher compressive strength than specimen’s air dried for up to 120 days. At later ages, the adverse effect of sulphate on strength was dominant [15].


### 6.3. Effect of Magnesium Sulphate on Change in Mass

The change in mass for the concrete exposures to sulphate up to 118 days compared with the mass stored in water and drying specimens in the laboratory taken at the same ages is given in Figures3 and 7. The results show that the highest value of mass loss is recorded for the control mixture, which has a loss of mass at the curing case in the third cycle of display. In as much as the loss of mass for the 10 RHA, 15 FA and 5GGBS were less than the control mix; the RHA blended cement concrete results in better resistance to sulphate attack; therefore, the mass loss can be a measure of sulphate attack due to the gypsum formation. Polviska postulated/reported that the loss of mass is the best indicator to assess the degree of deterioration compared to changes in length and strength [16].Figure 3
Effect of change in mass between MS and water curing.In the drying test, for all mixes the reduction in weight can be attributed to the formation of gypsum on the concrete surface which also results in the softening and spalling of the concrete surface. In addition, the presence of SCM leads to more shrinkage in FA, GGBS, and RHA, respectively compared with control mix. The reason it surface area of these materials and thus leads to reduce the weight (see Figure4, Table 7).Table 7
Effect of MS on the mass with air drying SCC.
Mix. no.
Mass (gr)
Magnesium sulphate
Air dried
Curing water
44 d
81 d
118 d
44 d
81 d
118 d
44 d
81 d
118 d
SCCOPC
2220
2240
2240
2222
2206
2202
2274
2340
2425
SCCFA15
2460
2414
2402
2334
2332
2320
2480
2440
2480
SCCRHA10
2365
2353
2342
2272
2265
2200
2375
2368
2386
SCCGGBS5
2332
2320
2242
2246
2266
2280
2370
2382
2398Figure 4
Effect on MS with air dried at SCC containing SCM.The drying shrinkage tends to decrease in SCC since a very small amount of free water is available in the system. Also, SCC has minimum empty voids on the concrete surface that are largely responsible for drying shrinkage [17].


### 6.4. Effect of Magnesium Sulphate on Length Change at SCC

The percentage of expansion for the concrete exposed to sulphate for up to 118 days compared with the length at curing and drying for the same ages is given in Figures5 and 6, respectively. It can be observed that the values of expansion are low and comparable with the concrete immersed in magnesium sulphate. Thus, concrete expansion may be attributed to the normal swelling of concrete. Kalousek and Benton [18] proved experimentally that no correlation exists between the amount of ettringite precipitated and expansion, and it may be assumed that ettringite deposits in voids, and, therefore, exerts very little or no expansion.Figure 5
Length affected by the addition of MS and curing ages at SCC.Figure 6
Length affected by MS and air dried in SCC.Optical observation of the concrete exposed to MS, water and the drying age of SCC containing various SCM.
(a)
SCCFA
(b)
SCCRHA
(c)
SCCOPC
(d)
SCCGGBSThe results illustrated in Table8 and Figure 5 show the change in the length between the concrete immersed in magnesium sulphate and concrete stored in water. It is observable that the change in length in this case is much less relative to the change for concrete immersed in magnesium sulphate. The experimental consequences revealed that the concrete containing SCM grade 40 exhibits less swelling in the volume of the concrete sample. The reason for the FA, RHA, and GGBS mixes is because it closes the voids to look better than the control mix OPC. This is due to the variation in the degree of fineness, which causes the expansion to exhibit different behaviour as the swelling of the concrete is dependent on the particle size and fineness degree of SCM. It is generally agreed that shrinkage increases with the increase in the cement content because this results in a large volume of hydrated cement paste, which is liable to shrink [10]. In addition, the changes in the length of concrete through air drying compared with the concrete immersed in magnesium sulphate exhibited the same behaviour, as shown in Figure 6.Table 8
Length affected by the addition of MS and curing ages at SCC.
Mix. no.
Length at (mm)
Magnesium sulphate
Curing age
Air dried
44 d
81 d
118 d
44 d
81 d
118 d
44 d
81 d
118 d
SCCOPC
100.400
100.37
100.36
100.46
100.48
100.49
100.40
100.40
100.39
SCCFA
100.36
100.36
100.34
100.37
100.39
100.39
100.38
100.38
100.38
SCCRHA
100.38
100.34
100.34
100.42
100.42
100.46
100.4
100.37
100.39
SCCGGBS
100.39
100.39
100.34
100.42
100.45
100.42
100.40
100.40
100.39


### 6.5. Identify Concrete Deterioration due to Sulphate Attack

Throughout this study, it was possible to evaluate the effect of sulphate attack on concrete mixes by testing the changes in strength, height, and mass, in addition to observing the optical appearance of the test samples, as shown in Figure7. It is acknowledged that the best indicator to evaluate the degradation of concrete is to measure the mass change and monitor the visual appearance of the test samples. The RHA, FA, and GGBS mixtures show the pozzolanic reaction which continues to increase and reduce the infiltration of SO4+ ions within the concrete. A major impact to improve the durability properties of concrete effect in sulphate magnesium, and shows more accurate in all the mixes by using SCM.


## 6.1. Comparing the Effect of MS with Curing Condition on SCC

The results illustrated in Table5 and Figure 2 explain the compressive strength between the concrete immersed in MS and the standard curing of the concrete. The figures show the improvement of the strength immersed in MS relative to the strength of curing with water on all concrete mixed with the SCM products, such as FA, RHA, and GGBS. This can be attributed to the formation of the expansive ettringite in the presence of tricalcium aluminate inside the cement paste matrix and the infiltrated SO4+ ion, which resulted in filling the voids, thus increasing the concrete maturity [14].Table 5
Effect of MS on the strength with curing SCC.
Mix. no.
Compressive strength/MPa
Relative strength % (a/b)
Magnesium sulphate (a)
Water curing (b)
44 d
81 d
118 d
44 d
81 d
118 d
44 d
81 d
118 d
SCCOPC
42
44
48
40
42
46
1.05
1.05
1.04
SCCFA15
52
53
54
50
52
53
1.04
1.02
1.02
SCCRHA10
51
53
56
41
43
46
1.24
1.23
1.22
SCCGGBS5
52
53
54
47
48
49
1.11
1.10
1.10Figure 2
Effect of MS on the strength with curing water SCC.In this study, it can also be observed from the compressive strength results that all concrete specimens immersed in MS up to the third cycle (111d of sulphate exposure) containing FA exhibited higher values than others types of concrete containing RHA and GGBS because theSO4+ ion contents in FA are higher than for the RHA and GGBS, which causes the voids to be filled look better and the strength to develop quicker, as explained in Table 2.


## 6.2. Comparison between Magnesium Sulphate and Air Drying Strength SCC

For the values of the compressive strength for the hardened concrete mixtures immersed in sulphate, “the control drying specimens” along with the relative compressive strength when tested at the same age are shown in Table6. It can be observed that the relative strength of the concrete immersed in sulphate compared to those air dried increased with concrete containing SCM, such as FA, RHA, and GGBS in less time. For example, the relative strength for the 15 FA mixtures was 16% at the first cycle (37 days of sulphate exposure). However, in the third cycle (111 days), the value was reduced to 8%. In addition, the value of the relative strength also decreased for 10 RHA and 5 GGBS. Because increase the binder material and need to be treated with water causing incomplete interaction between the components of the concrete, causing shrinkage of concrete and thus affected to the durability of concrete [15].Table 6
Effect of MS on the strength with air drying SCC.
Mix. no.
Compressive strength (MPa)
Relative strength %
Sulphate solution
Air dried
44 d
81 d
118 d
44 d
81 d
118 d
44 d
81 d
118 d
SCCOPC
42
44
48
39
41
44
1.08
1.07
1.09
SCCFA15
52
53
54
45
46
50
1.16
1.15
1.08
SCCRHA10
51
53
56
44
45
49
1.16
1.18
1.14
SCCGGBS5
52
53
54
43
45
47
1.21
1.18
1.15The effect of the MS attack on the cement paste showed that specimens immersed in theMgSO4 solution at room temperature exhibited a higher compressive strength than specimen’s air dried for up to 120 days. At later ages, the adverse effect of sulphate on strength was dominant [15].


## 6.3. Effect of Magnesium Sulphate on Change in Mass

The change in mass for the concrete exposures to sulphate up to 118 days compared with the mass stored in water and drying specimens in the laboratory taken at the same ages is given in Figures3 and 7. The results show that the highest value of mass loss is recorded for the control mixture, which has a loss of mass at the curing case in the third cycle of display. In as much as the loss of mass for the 10 RHA, 15 FA and 5GGBS were less than the control mix; the RHA blended cement concrete results in better resistance to sulphate attack; therefore, the mass loss can be a measure of sulphate attack due to the gypsum formation. Polviska postulated/reported that the loss of mass is the best indicator to assess the degree of deterioration compared to changes in length and strength [16].Figure 3
Effect of change in mass between MS and water curing.In the drying test, for all mixes the reduction in weight can be attributed to the formation of gypsum on the concrete surface which also results in the softening and spalling of the concrete surface. In addition, the presence of SCM leads to more shrinkage in FA, GGBS, and RHA, respectively compared with control mix. The reason it surface area of these materials and thus leads to reduce the weight (see Figure4, Table 7).Table 7
Effect of MS on the mass with air drying SCC.
Mix. no.
Mass (gr)
Magnesium sulphate
Air dried
Curing water
44 d
81 d
118 d
44 d
81 d
118 d
44 d
81 d
118 d
SCCOPC
2220
2240
2240
2222
2206
2202
2274
2340
2425
SCCFA15
2460
2414
2402
2334
2332
2320
2480
2440
2480
SCCRHA10
2365
2353
2342
2272
2265
2200
2375
2368
2386
SCCGGBS5
2332
2320
2242
2246
2266
2280
2370
2382
2398Figure 4
Effect on MS with air dried at SCC containing SCM.The drying shrinkage tends to decrease in SCC since a very small amount of free water is available in the system. Also, SCC has minimum empty voids on the concrete surface that are largely responsible for drying shrinkage [17].


## 6.4. Effect of Magnesium Sulphate on Length Change at SCC

The percentage of expansion for the concrete exposed to sulphate for up to 118 days compared with the length at curing and drying for the same ages is given in Figures5 and 6, respectively. It can be observed that the values of expansion are low and comparable with the concrete immersed in magnesium sulphate. Thus, concrete expansion may be attributed to the normal swelling of concrete. Kalousek and Benton [18] proved experimentally that no correlation exists between the amount of ettringite precipitated and expansion, and it may be assumed that ettringite deposits in voids, and, therefore, exerts very little or no expansion.Figure 5
Length affected by the addition of MS and curing ages at SCC.Figure 6
Length affected by MS and air dried in SCC.Optical observation of the concrete exposed to MS, water and the drying age of SCC containing various SCM.
(a)
SCCFA
(b)
SCCRHA
(c)
SCCOPC
(d)
SCCGGBSThe results illustrated in Table8 and Figure 5 show the change in the length between the concrete immersed in magnesium sulphate and concrete stored in water. It is observable that the change in length in this case is much less relative to the change for concrete immersed in magnesium sulphate. The experimental consequences revealed that the concrete containing SCM grade 40 exhibits less swelling in the volume of the concrete sample. The reason for the FA, RHA, and GGBS mixes is because it closes the voids to look better than the control mix OPC. This is due to the variation in the degree of fineness, which causes the expansion to exhibit different behaviour as the swelling of the concrete is dependent on the particle size and fineness degree of SCM. It is generally agreed that shrinkage increases with the increase in the cement content because this results in a large volume of hydrated cement paste, which is liable to shrink [10]. In addition, the changes in the length of concrete through air drying compared with the concrete immersed in magnesium sulphate exhibited the same behaviour, as shown in Figure 6.Table 8
Length affected by the addition of MS and curing ages at SCC.
Mix. no.
Length at (mm)
Magnesium sulphate
Curing age
Air dried
44 d
81 d
118 d
44 d
81 d
118 d
44 d
81 d
118 d
SCCOPC
100.400
100.37
100.36
100.46
100.48
100.49
100.40
100.40
100.39
SCCFA
100.36
100.36
100.34
100.37
100.39
100.39
100.38
100.38
100.38
SCCRHA
100.38
100.34
100.34
100.42
100.42
100.46
100.4
100.37
100.39
SCCGGBS
100.39
100.39
100.34
100.42
100.45
100.42
100.40
100.40
100.39


## 6.5. Identify Concrete Deterioration due to Sulphate Attack

Throughout this study, it was possible to evaluate the effect of sulphate attack on concrete mixes by testing the changes in strength, height, and mass, in addition to observing the optical appearance of the test samples, as shown in Figure7. It is acknowledged that the best indicator to evaluate the degradation of concrete is to measure the mass change and monitor the visual appearance of the test samples. The RHA, FA, and GGBS mixtures show the pozzolanic reaction which continues to increase and reduce the infiltration of SO4+ ions within the concrete. A major impact to improve the durability properties of concrete effect in sulphate magnesium, and shows more accurate in all the mixes by using SCM.


## 7. Conclusion

The following conclusions can be drawn based on the results of the current study.(1)
For the third cycle of exposure to sulphate attack, the concrete SCC contents 15FA, 10RHA, and 5GGBS appear to have higher strength values than those stored in water and air sample.(2)
The highest value of mass loss is recorded for the control mixture, which has reduced the mass at the curing case at third cycle of exposures. In the drying test, the mass loss for all mixes is attributed to the formation of gypsum on the concrete surface in addition to the presence of SCM, which leads to more shrinkage and, consequently, a decrease in mass.(3)
The change in length in curing concrete is much less relative to the change for concrete immersed in MS. In addition, the change in the length of concrete through air drying compared with the concrete immersed in MS exhibited the same behaviour because the values of expansion are low and comparable. Thus, concrete containing SCM, such as FA, RHA, and GGBS, exhibited expansion, which may be attributed to the normal swelling of concrete with consequent increase in length.(4)
Generally, adding FA, RHA, and GGBS to SCC improves its resistance to sulphate attack. Increasing the SCM fineness will enhance its resistance, which is due to the increased pozzolanic activity.



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*Source: 232371-2013-11-11.xml*