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Study of some properties of colored geopolymer concrete consisting of slag

  • Rusul Abdul Rahim Ghadban and Mohammed Ali Abdulrehman EMAIL logo
Published/Copyright: August 29, 2022
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Journal of the Mechanical Behavior of Materials
From the journal Journal of the Mechanical Behavior of Materials Volume 31 Issue 1

Abstract

In this study, the possibility of producing colored geopolymer concrete consisting of slag as a binder and studying the effect of pigment on some properties of geopolymer concrete is discussed. Here two types of pigments (chromium oxide “green” and iron oxide hydroxide “yellow”) were added to the geopolymer concrete and some tests such as slump values, compressive strength, flexural strength, and permeability test were conducted. The results showed that the best percentage of pigment addition was 1% of the weight of the slag, and with increasing addition, the mechanical properties began to deteriorate.

Keywords: geopolymer concrete; colored concrete; slag; pigment

1 Introduction

The word “geopolymer” was used by Davidovits in 1978 to describe a wide range of materials defined by inorganic molecular networks [1]. The mineral sources of silicon (Si) and aluminum (Al) in geopolymer concrete include thermally active natural sources such as metakaolin or industrial byproducts such as fly ash or slag. These two waste materials can be dissolved in alkaline activating solutions, which then polymerize them into molecular chains and turn them into a binder. Ranjan explained that “the polymerization process entails a very rapid chemical reaction of alkaline conditions of silicon and aluminum metals, resulting in a three-dimensional polymeric chain and ring structure.” Geopolymer concrete has exceptional properties such as its cohesion at room temperature, non-toxic, impermeable, better heat resistance, and resistance to all inorganic solvents, and these properties have motivated researchers to consider the idea of using it in structural parts [2].

There are many researchers who have provided studies on slag when it is used in the production of geopolymer concrete. Bernal et al. had examined the mechanical and durability properties of concrete made from blast furnace slag with alkali silicate activated as the binding material [3]. Srinivasan et al. had studied the complete replacement of cement with ground granulated blast furnace slag [4]. Turkmen et al. had investigated the influence of varied sodium hydroxide (NaOH) concentrations and curing temperatures on the mechanical characteristics of Elaz ferrochrome slag-based geopolymer pastes [5].

Colored concrete is produced by adding pigment to the concrete components while mixing the concrete components. Pigments produced specifically for concrete are available in both synthetic and natural forms and are designed to obtain sufficient color without completely affecting the desired physical properties of the mixture [6]. Many researchers who have studied colored concrete like Lee HS et al. had investigated the effects of Fe2O3 pigments on the properties of concrete interlocking blocks [7]. Karaguler and Sungur had studied the effects of adding five types of inorganic pigments (red, black, green, yellow, and ultramarine blue) to architectural self-compacting concrete [8]. Mahmud and Abdulrehman had investigated the mechanical and physical characteristics of colored geopolymer concrete by incorporating two types of pigments, blue (cobalt) and yellow (iron oxide hydroxide) [9]. This study aims to produce colored concrete that is more environmental friendly by coloring slag-based geopolymer concrete.

2 Materials and laboratory parts

2.1 Materials

2.1.1 Slag

The slag used in this study is available in the Iraqi market and imported from Turkey. The chemical composition of slag is shown in Table 1, and other physical properties have been clarified in Table 2. Material requirements comply with ASTM C989 [10].

Table 1

Chemical composition analyses of slag

Oxides %Content
SiO2 38.2
Fe2O3 1.9
Al2O3 14.5
CaO 37
Sulfide sulfur 0.38
Cr2O5 0.02
TiO2 0.8
MnO 3.1
MgO 8.1
Table 2

Slag physical characteristics

Characteristics Outcomes
Surface area (cm2/g) 5,338
Nature of material Powder
Specific weight 3.2
Color Light grey

2.1.2 NaOH

NaOH is widely available in flake form and of high purity (more than 98%) is dissolved in water according to ASTM E291 [11].

2.1.3 Sodium silicate

The sodium silicate used in this study is imported from the United Arab Emirates and is widely available in the Iraqi market.

2.1.4 Coarse aggregate

Traditional gravel was utilized as coarse aggregate from Al-Nabai zone to make the mixtures for this study. The results of the examination showed their conformity with IQS 45/1984 [12].

2.1.5 Fine aggregate

Traditional sand used as fine aggregate is obtained from the Ekhedir region. The results of chemical and physical tests for the fine aggregate showed that it complies with the requirements of IQS No. 45/1984 [12].

2.1.6 High range super plasticizer admixture (HRSPA)

Naphthalene formaldehyde plasticizer was used to improve workability and was in compliance with ASTM C494. Table 3 shows the properties of plasticizer.

Table 3

Characteristics of plasticizer

Technical properties Descriptions
Color Dark brownish liquid
Basis Naphthalene formaldehyde sulfonate
Density (kg/L) 1.181 ± 0.01 @ 20°C
pH value 7–11
Chloride content Nil

2.1.7 Additional water

Tap water was utilized as additional water for colored geopolymer concrete and is suitable for concrete mix.

2.1.8 Pigments

Two types of pigments (in the form of powder) were utilized in this study (green Cr2O3 and yellow FeOOH) and wereimported from China in different proportions (0, 1, 2, 3) by weight % of the amount of slag in the mixes. Table 4 shows the surface area value of the pigments that was utilized in this study.

Table 4

Surface area value of pigments

Pigment Fineness
Green Cr2O3 8,178 (cm2/g)
Yellow FeOOH 12,720 (cm2/g)

2.2 Mixtures of geopolymer concrete with different pigments

The colored geopolymer concrete mixtures are shown in Tables 5 and 6.

Table 5

Colored geopolymer concrete mixes*

Mixes Slag (kg) The alkaline solution (kg) Added water (kg)
So 18 6.3 3.6
SG1 17.82 6.3 3.6
SG2 17.64 6.3 3.6
SG3 17.46 6.3 3.6
SY1 17.82 6.3 3.6
SY2 17.64 6.3 3.6
SY3 17.46 6.3 3.6

*Note: So, without pigments; SG, with green chromium oxide; and SY, geopolymer concrete with yellow iron oxide hydroxide.

Table 6

Mixtures colored geopolymer concrete

Coarse aggregate (kg) Fine aggregate (kg) Pigment (kg) HRSPA wt% of slag Na2SiO3/NaOH
54 26.47 0 2 1:2.5
54 26.47 180 2 1:2.5
54 26.47 360 2 1:2.5
54 26.47 540 2 1:2.5
54 26.47 180 2 1:2.5
54 26.47 360 2 1:2.5
54 26.47 540 2 1:2.5

2.3 Prepare alkaline solutions of geopolymer concrete mixes

2.3.1 Preparing of NaOH solution

To obtain 1 kg of a solution of NaOH at a concentration of 10 M, 314 g of NaOH is dissolved in 686 g of water [13].

2.3.2 Preparation of alkaline liquids for mixtures

The NaOH solution was mixed with the sodium silicate solution in a ratio of 1:2.5 for the purpose of preparing the alkaline liquid, taking into account the prior preparation of the solution (24 h before mixing the components of the mixture) [14].

2.4 Colored geopolymer concrete mixing procedure

Start by mixing the dry ingredients (pigments, slag, coarse aggregate, and fine aggregate) for 2–3 min using an electric mixer (200 L capacity), then add the prepared alkaline liquid, plasticizer, and additional water and mix them all for 4–5 min [14,15].

2.5 Curing

The curing process was carried out by placing the samples after extracting them from the mold in the open air at a temperature of 25–30°C for 28 days.

2.6 Tests of colored geopolymer concrete

2.6.1 Slump test

A slump test was performed on geopolymer concrete to determine the workability of the colored geopolymer concrete when it was in new condition. ASTM C143 [16] was used during testing as shown in Figure 1.

Figure 1 Slump test.
Figure 1

Slump test.

The slump test results of geopolymer concrete samples are presented in Table 7.

It is clear from Table 7 that the slump values decrease when the percentage of pigments increases, because the surface area of the pigments used in this research is higher than the surface area of the slag, and this property helps the pigment to attract water molecules more than the slag and thus reduce its workability.

Table 7

Slump values for samples of geopolymer concrete mixtures

Mixes Slump (mm)
So 215
SG1 199
SG2 175
SG3 151
SY1 182
SY2 144
SY3 118

2.6.2 Compressive strength (fc)

This test was carried out in accordance with BS1881: Part 116:1989 [17]. Three cubic samples with dimensions of 100 × 100 × 100 mm3 from each mixture and its average was calculated. The samples were tested after 28 days with a hydraulic machine with a capacity of 2,000 kN, as shown in Figure 2.

Figure 2 Compressive strength test.
Figure 2

Compressive strength test.

The results of the compressive strength of geopolymer concrete samples are presented in Table 8.

Table 8

Compressive strength for samples of geopolymer concrete mixtures

Mixes Compressive strength (N/mm2)
So 32.6
SG1 33.5
SG2 32.1
SG3 30.9
SY1 33.2
SY2 32.8
SY3 31.6

Pigments were added in the proportions of 0, 1, 2, and 3% for green and yellow. The addition of pigment (1%) gave the highest value in compressive strength of geopolymer concrete with both pigments, but when more than 1% of pigment was added, the value of compressive strength began to decrease gradually. The above behavior can be explained as follows:

  • Adding pigment (green and yellow) to geopolymer concrete reduces the interaction of water with slag because the pigment has a higher surface area than slag and therefore tends to attract water molecules more than slag and this helps in obtaining greater compressive strength because the increase in water molecules interacting with the binder lead to a decrease in the bonding between the molecules of the bonding material [18].

  • The addition of pigment can contribute to filling the voids in the geopolymer concrete, but an increase in the percentage of adding pigment can lead to the agglomeration of the pigment and formation of segregation areas, and the segregation area in turn weakens the geopolymer concrete [19].

2.6.3 Flexural strength (fr)

This test was carried out according to the ASTM C78. Three prisms of each mixture were tested with dimensions of 100 × 100 × 500 mm3. A hydraulic test machine with a capacity of 300 kN was used, as shown in Figure 3 [20].

Figure 3 Flexural strength test.
Figure 3

Flexural strength test.

The fr can be calculated by the following equation:

(1) fr = P L / b d 2 ,

where fr is the flexural strength (MPa), P is the greatest load that causes the specimen to break (N), d is the dimension of prism depth (mm), L is the dimension of the span length (mm), and b is the dimension of prism base (mm).

Table 9 shows the results of tests for flexural strength.

Table 9

Flexural strength for colored geopolymer mixes

Mixes Flexural strength (MPa)
So 6.06
SG1 6.32
SG2 6.33
SG3 6.04
SY1 6.41
SY2 6.12
SY3 5.83

It has been observed from Table 9 that the best value of flexural strength is at 1 and 2% for the green color and at 1% for the yellow color. When the percentage of addition increases, it causes a decrease in the value of the flexural strength. It is possible to adopt the same interpretations of the compressive strength on the flexural strength test.

2.6.4 Permeability test

The amount of water entering the concrete member due to water pressure is defined by permeability. The permeability or water depth was tested according to BS 12390-8 [21] by setting the water pressure to 5 bar for 72 h as shown in Figure 4.

Figure 4 The permeability test.
Figure 4

The permeability test.

Table 10 shows the results of the permeability test.

Table 10

Permeability test outcomes for colored geopolymer concrete

Mixes Permeability (mm)
So 32
SG1 29
SG2 25
SG3 20
SY1 26
SY2 20
SY3 13

It was noted from Table 10 that there is a decrease in the values of permeability with the increase in the percentage of pigment and this is due to the fact that the pigment has a role in filling the voids in the geopolymer concrete due to the fact that its surface area is higher than the surface area of the slag, and its high surface area plays a role in attracting water molecules more than the slag.

3 Conclusion

In the slump test, the workability values decrease with the increase in the percentage of pigment while in the compressive strength test, the highest values were obtained when adding 1% of the pigment to both colors, where there was an increase from the reference value by 2.7 and 1.8% for green and yellow, respectively. In the flexural strength test, the best values were obtained when 1 and 2% were added to the green color, where there was an increase of 4.4% over the reference value, while in the yellow color, the highest value was obtained when 1% was added, where there was an increase of 5.7% from the reference value. When you continue adding pigment in both of the above tests, the results begin to deteriorate. As for the permeability test, the value of the permeability decreases with the increase of the added pigment.

In general, we do not recommend that the percentage of adding pigment be higher than 1%.

Acknowledgments

The authors would like to thank Mustansiriyah University (www.uomustansiriyah.edu.iq) Baghdad-Iraq for its support in the present work.

  1. Funding information: The authors state no funding involved.

  2. Author contributions: All authors have accepted responsibility for the entire content of this manuscript and approved its submission.

  3. Conflict of interest: The authors state no conflict of interest.

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Received: 2022-04-12
Revised: 2022-04-28
Accepted: 2022-04-29
Published Online: 2022-08-29

© 2022 Rusul Abdul Rahim Ghadban and Mohammed Ali Abdulrehman, published by De Gruyter

This work is licensed under the Creative Commons Attribution 4.0 International License.

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https://doi.org/10.1515/jmbm-2022-0066
Keywords for this article
geopolymer concrete; colored concrete; slag; pigment
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  60. Studying the effect of shear stud distribution on the behavior of steel–reactive powder concrete composite beams using ABAQUS software
  61. The behavior of piled rafts in soft clay: Numerical investigation
  62. The impact of evaluation and qualification criteria on Iraqi electromechanical power plants in construction contracts
  63. Performance of concrete thrust block at several burial conditions under the influence of thrust forces generated in the water distribution networks
  64. Geotechnical characterization of sustainable geopolymer improved soil
  65. Effect of the covariance matrix type on the CPT based soil stratification utilizing the Gaussian mixture model
  66. Impact of eccentricity and depth-to-breadth ratio on the behavior of skirt foundation rested on dry gypseous soil
  67. Concrete strength development by using magnetized water in normal and self-compacted concrete
  68. The effect of dosage nanosilica and the particle size of porcelanite aggregate concrete on mechanical and microstructure properties
  69. Comparison of time extension provisions between the Joint Contracts Tribunal and Iraqi Standard Bidding Document
  70. Numerical modeling of single closed and open-ended pipe pile embedded in dry soil layers under coupled static and dynamic loadings
  71. Mechanical properties of sustainable reactive powder concrete made with low cement content and high amount of fly ash and silica fume
  72. Deformation of unsaturated collapsible soils under suction control
  73. Mitigation of collapse characteristics of gypseous soils by activated carbon, sodium metasilicate, and cement dust: An experimental study
  74. Behavior of group piles under combined loadings after improvement of liquefiable soil with nanomaterials
  75. Using papyrus fiber ash as a sustainable filler modifier in preparing low moisture sensitivity HMA mixtures
  76. Study of some properties of colored geopolymer concrete consisting of slag
  77. GIS implementation and statistical analysis for significant characteristics of Kirkuk soil
  78. Improving the flexural behavior of RC beams strengthening by near-surface mounting
  79. The effect of materials and curing system on the behavior of self-compacting geopolymer concrete
  80. The temporal rhythm of scenes and the safety in educational space
  81. Numerical simulation to the effect of applying rationing system on the stability of the Earth canal: Birmana canal in Iraq as a case study
  82. Assessing the vibration response of foundation embedment in gypseous soil
  83. Analysis of concrete beams reinforced by GFRP bars with varying parameters
  84. One dimensional normal consolidation line equation
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