Advances in Civil Engineering

Advances in Civil Engineering / 2019 / Article

Research Article | Open Access

Volume 2019 |Article ID 6903725 | 8 pages | https://doi.org/10.1155/2019/6903725

Autogenous Deformation of Alkali-Activated Blast Furnace Slag Concrete Subjected to Variable Curing Temperatures

Academic Editor: José Aguiar
Received30 Oct 2018
Revised21 Jan 2019
Accepted05 Feb 2019
Published28 Apr 2019

Abstract

Deformations of alkali-activated slag concrete (AASC) with high MgO and Al2O3 content, subjected to variable curing temperature were studied. Sodium silicate and sodium carbonate were used as alkali activators. The obtained results showed development of deformations consisting of both shrinkage and expansion. Shrinkage appeared not to be affected by the activator type, while the expansion developed after the cooling down phase in stabilized isothermal conditions and did not stop within the duration of the tests. X-ray diffraction analysis performed shortly after the cooling down phase indicated the formation of crystalline hydrotalcite, which was associated with the observed expansion. A mixture with a higher amount of sodium silicate showed less expansion, likely due to the accelerated hydration and geopolymerization leading to the increased stiffness of the binder matrix.

1. Introduction

The development of alkali-activated materials (AAMs) has been in the focus of interest over the last few decades [15]. Alkali-activated slag (AAS) and AASC (alkali-activated slag concrete) are made by activating granulated blast furnace slag (GGBS) with alkali solutions. The Portland cement can be replaced entirely, thus offering a substantially reduced environmental impact over conventional concrete. Concretes made with GGBS are less sensitive to early-age thermal cracking due to generated heat of hydration [6]. The hardened concrete has a denser microstructure with smaller and fewer capillary pores, resulting in enhanced ability to withstand chemical attacks [7]. The strength of AAS concretes is comparable to ordinary Portland cement (OPC) concrete; compressive strengths as high as 100–130 MPa have been reported [8, 9]. GGBS is mostly an amorphous, glassy material containing mainly calcium and aluminosilicates. In a high calcium system, alkali activation renders the aluminosilicates into a reactive form. In the presence of water and alkalis, AAS produce primarily calcium silicate hydrates (C–S–H), similar to that observed in OPC, but with a lower Ca/Si ratio and a higher Al content [10, 11] and calcium-aluminosilicate hydrates (C–A–S–H). Since the gel contains a certain amount of sodium (Na), it is often referred to as (C–(N)–A–S–H). The C–A–S–H gel exhibits nanocrystallinity, while the C–(N)–A–S–H type gel is amorphous [12]. The exact type of gel that forms depends on the calcium and magnesium content of the system, the type and pH of the activator, and the curing conditions[1317]. The mechanisms of hydration in AAS have been shown to be different [10, 18].

Widespread industrial adoption of AAS has been hindered by the lack of data on long-term performance and durability. Furthermore, driving mechanisms of autogenous shrinkage are not fully understood. Shrinkage is considered as an important engineering property due to the risk of cracking when deformations in the material are internally restrained by aggregates.

For cement-based materials, the autogenous shrinkage is closely related to the chemical shrinkage, microstructure development and the internal relative humidity of the material, [1922]. The drying shrinkage of concrete is mainly influenced by the paste volume, the surface area exposed to drying, the relative humidity of the surroundings [23], and the rate of capillary pressure development [24]. In alkali-activated materials, both the autogenous and the drying shrinkage behaviour appear to be more complex than in OPC. Both autogenous and drying shrinkage in AAS have shown to exceed that of a comparable strength OPC [9, 25, 26]. It has been found that chemical, autogenous and drying shrinkage increase with the addition of more slag and sodium silicate [27]. Drying shrinkage lower than that in OPC mortar was obtained in AAS when using sodium carbonate as activator, instead of sodium silicate [28]. Different activators generate coarser or finer capillary porosity [29], which is expected to influence the shrinkage behaviour. Porosity is also affected by the amount of slag in the mix; an increase in slag content results in reduced total porosity and a denser microstructure [27]. Higher Blaine fineness of slag resulted in greater reactivity and higher porosity [30]. Heat curing, besides providing high early strength, reduced drying shrinkage in AAS [31]. No clear relationship between drying shrinkage and moisture loss in AAS has been established. Despite the higher drying shrinkage observed in AAS, the actual moisture loss in AAS was less than in the comparable OPC samples [25]. The authors attributed the greater drying shrinkage observed in AAS to the increased amount of smaller pores having radius corresponding to mesorange (5–50 nm), which increased the capillary stresses developed during their emptying [25, 26, 32, 33]. In contrast, consistently higher moisture loss compared to OPC was also observed in AAS [34]. The authors reported on irregular drying shrinkage behaviour where lower ambient humidity (faster rate of drying) did not necessarily translate into more rapid shrinkage development, indicating that (drying) shrinkage mechanisms in AAS are significantly more complex than in OPC.

Research focusing specifically on autogenous shrinkage in alkali-activated materials is limited. Alkali activation of slag by a sodium silicate solution may result in twice the chemical shrinkage of a comparable OPC paste [35]. Autogenous shrinkage of AAS mortars was tested by the corrugated tube method [9] under isothermal conditions and linear autogenous shrinkage strains reaching 2700–2800 με over ca. 8 months have been recorded for AASC mixes activated with both plain sodium hydroxide (NaOH) pellets or a combination of sodium hydroxide and aqueous sodium silicate or waterglass [Na2O(SiO2)n], while about 400 με shrinkage strain was obtained in the OPC reference mix. The development of autogenous shrinkage did not slow down significantly over the observed period of 8 months while the OPC reference stabilized around the 3-month mark. The driving mechanism behind the autogenous shrinkage in AAS is not clarified. On one hand, the chemical shrinkage is greater than that in OPC, while the AAS C–S–H has been found to have lower atomic packing density than the C–S–H in OPC; “thus, the large chemical shrinkage associated with AAS hydration is likely related to the glassy nature of the slag itself, which results in a relatively low atomic packing density of the unhydrated material” [35]. Others concluded that the main driving mechanism behind the autogenous shrinkage of alkali-activated fly ash/slag (AFS) was the accelerated self-desiccation due to the decreasing internal relative humidity in the mesopores in the hardened state rather than chemical shrinkage in the fresh state [27]. In the same study, it was also found that the mesopores made up 60–80% of the total pore volume vs. 36% in OPC paste. Another study states that up to 90–95% of the total pore volume is mesopores in AAS [26]. One study reported on shrinkage measurements in AAM samples kept at 99% RH (which can be considered autogenous conditions) where the introduction of polypropylenglycol-based shrinkage-reducing admixtures (SRA) in waterglass-activated slag mortars resulted in shrinkage reduction through induced expansion [36]. Addition of 1% SRA resulted in a ∼200 με expansion over a period of 25 days (Figure 1). Increasing the amount of SRA to 2% led to a lesser expansion. The authors also observed expansion in the OPC reference and a minimal, but clearly detectable expansion in the AAS without SRA. There is no clear agreement whether the autogenous or the drying shrinkage is the dominant mechanism causing volumetric changes in AAS [37].

For practical applications, it is important that the materials are tested under realistic curing conditions. Most alkali-activated materials benefit from heat-curing and hence are habitually heat-cured in order to gain early compressive strength faster, and for fly ash geopolymers heat curing is required [38]. However, shrinkage tests are typically performed under ambient temperature conditions or past heat-curing—by when most of the shrinkage has already developed.

This paper presents experimental results of the autogenous deformation behaviour of AAS undergoing variable temperature (“realistic”) curing.

2. Experimental Program

2.1. Materials

For the AASC mixes, ground granulated blast furnace slag (GGBS, Merit 5000) provided by MEROX, Sweden was used in this study. Its chemical composition, determined by XRF spectrometry, along with the known properties of the cement used for the ordinary Portland cement concrete mixes are listed in Table 1. The mix designs are summarized in Table 2. No superplasticizers were used in any of the studied AASC mixes. All mixes contained 450 kg/m3 of GGBS and had the w/b ratio of 0.45. The only difference in the mixes is the type and the amount of the used alkali activator (10  wt.% and 14 wt.% of the binder weight). Sodium silicate (SS) and sodium carbonate (SC) and their combination were used. The sodium carbonate was provided in dry powder form by CEICH S.A. The aqueous solution of sodium silicate (SS) was provided by PQ Corporation. SS had alkali modulus (SiO2/Na2O) = 2.2 with 34.37 wt.% SiO2, 15.6 wt.% of Na2O and a solid content of 49.97 wt.%. The alkali modulus of the liquid SS was adjusted to 1.00 by adding chemically 98% pure sodium hydroxide (NaOH) pellets. The activator solution was prepared 24 hours prior to mixing. After mixing all dry ingredients for 3 minutes in a Hobart mixer, the activator was added and mixing continued for additional 4 minutes. The 28-day compressive strength was determined on 100 × 100 × 100 mm cubes. Immediately after casting, all samples were sealed in plastic bags.


SlagCaOSiO2Al2O3Fe2O3MgONa2OK2OTiO2MnOSO3
Oxides (wt.%)30.434.9714.340.3416.140.590.692.820.500.65

Physical dataSpecific surface (kg/m2)Particle density (kg/m3)Bulk density (kg/m3)Moisture content (%)Glass content (%)
500295011000.197–98
4503000<2 ppm


Amount (kg/m3)/mixSC10SS10SS14

Slag450450450
0/4133213321332
4/8331331331
Water, eff.202.5202.5202.5
Cement
Activator10% SC10% SS14% SS
Alkali modulus1.001.00
pH of activator11.213.713.7
28-day cube strength (MPa)485077

2.2. Test Methods

Fully coupled autogenous and thermal deformations were recorded on Ø = 80 mm, h = 300 mm concrete cylinders by means of two symmetrically mounted Schaevitz type 010 MRH linear variable deformation transducers. The gauge length was 100 mm. The results represent the average of the two linear variable differential transformers (LVDTs) readings per sample. The scatter across the measurements per material was less than 10%. To facilitate demoulding the AASC samples at 8 hours, the cylinder moulds were lined with transparent plastic foil before casting. The demolded cylindrical samples, with the mounted LVDTs, were placed inside a waterproof casting which was then submerged in water. The curing temperature was regulated with ±3°C accuracy by changing the water temperature. Initially, the imposed temperature path followed the adiabatic temperature development for the concrete based on OPC and with a W/B ratio of 0.38 [39]. After reaching the prescribed curing temperature, the steering consisted of a constant temperature curing, a steady-rate cooling down stage, and steady room temperature curing (Figure 2). The total duration of the tests was 14 days. The recorded data consisted of the free deformation, the temperature in the centre of the sample measured by a cast in thermocouple, the temperature of the water bath, and the ambient temperature. LVDTs were mounted on the already hardened samples. Here, the samples were demolded at 8 hours of age and the deformations zeroed at 8.5 hours (after mounting the LVDTs). Prior to the tests, the test setup and logging equipment were validated by recording the thermal deformations on a steel pipe. The recorded deformations closely follow the temperature steering, consisting of straight lines, with a minimal deviation (Figure 2). The curing temperature path and the recorded temperature development in the centre of the heat-cured samples are shown vs. the real time measured after casting. Positive values indicate expansion while negative contraction (shrinkage). Lab room temperature (20°C) isothermal reference samples are also plotted, with the exception of the SS14 sample where no data are available.

The XRD analysis was done on 28-day-old powdered paste samples using a PAN analytical Empyrean XRD unit operating with Cu Kα radiation. The total scanning time for each sample was 15 minutes and the step size was 0.0262° 2θ. The samples were heat-cured following the procedure applied to the free deformation cylinders. All samples were crushed and grinded after 168 hours. The XRD analysis was performed within two hours after powdering of the samples, which excluded the need to use solvents to stop the hydration.

3. Test Results and Discussion

Application of heat curing requires decoupling of autogenous and thermal deformations to enable separate quantifications of both mechanisms. For successful decoupling, it is crucial to use the correct thermal coefficient, in particular for early-age materials when it is expected to be highly nonlinear. However, in the current study, no decoupling has been attempted. Due to the different hydration/geopolymerization processes in AAM, the thermal coefficients taken from the literature for concrete would not be applicable. At the moment of writing, no data on the development of the thermal coefficient specific to early-age AAM exist.

Recorded free deformations of concrete samples are presented in Figures 36. The total deformations of isothermally cured reference AASC samples exceeded significantly values observed earlier for OPC [40]. The SS10 reference shrank about twice as much as the SC10. Similar trends were observed earlier, Duran Atics et al. [28]. The SC10 mix developed virtually no shrinkage (<20 με) for the first 32 hours of the heat curing at high temperature (Figure 5). Since there is no singularity in the heat curing that could have caused the sharp change in the rate of shrinkage at around 40 hours, the shape of the curve suggest that expansive products might have formed already at that early stage. There was no such slope change observed in the SS10 reference sample. It is important to underline that deformations during the first 8.5 hours were not recorded due to the used experimental setup. Consequently, it is unknown how the 14-day shrinkage would have developed if the measurements would start right after casting. For example, the difference between sodium silicate and carbonate could be even more significant. These results correlate with earlier tests on AAS activated with a mix of sodium silicate and sodium hydroxide where autogenous shrinkage strains up to 7 times larger than in OPC were obtained [18].

The influence of the activator type, sodium silicate vs sodium carbonate on the magnitude, and development rate of the shrinkage was minimal for the heat-cured samples (Figure 6). Increasing the amount of the sodium silicate activator from 10 to 15 wt.% resulted in a initially higher rate of shrinkage development, which complied with earlier studies [26]. However, about 48 hours after casting, the shrinkage rates of the SS10 and SS14 were nearly identical. After 130 hours, the expansion in SS14 was noticeably slower than that in the other two samples with lower amounts of activator; the rate at which the SC14 sample swelled.

Autogenous expansion was observed in all heat-cured samples. The expansion was clearly identifiable after the 130-hour mark where the curing temperature was kept constant. However, based on the slope change during the cooling down stage, it is likely that the expansion begun already while the samples were cooling down. Such expansion, beginning during cooling down, is not uncommon to OPC [41, 42]. The sodium carbonate sample started to swell earlier during the cooling down stage than the sodium silicate sample, as indicated by the slope of the free deformation curves shifting upward during the cooling down period. The differences in deformation behaviour due to increasing the amount of activator could partly be explained by the differences in the developing pore structure. For example, larger observed amounts of smaller mesopores (diameter 5–50 nm) forming in alkali-activated binders were related to the development of higher capillary stresses during their emptying [25, 26, 32, 33].

The thermal drop marked with Δ in Figure 6 and listed in Table 3 indicates coupled autogenous and thermal deformation (AD + TD) during the cooling down stage. TD is calculated as α ∗ ΔT, where α is the thermal dilation coefficient and ΔT is the temperature change. The value of α in cement-based materials is closely connected to the internal RH of the sample [43] and may be also influenced by the pore structure in the concrete body [44]. Unfortunately, the development of the thermal coefficient in AAM is not well studied. However, the observed variations in thermal drop indicated differences in material properties at that curing stage, i.e., different moisture content, hydration products, and/or pore structure. The contraction for the SS14 sample during cooling down was about 30% larger than in the S10 sample (Table 3). The contraction Δ was partly autogenous and thermal, related to the coefficient of thermal expansion, CTE. In ordinary concrete, the CTE decreases sharply right after casting due to large amounts of free water (above 20 × 10−6/°C) to a minimum value around setting time (∼7 × 10−6/°C) [4547]. Thereafter, it slowly increases due to self-desiccation, converging to the value characteristic for the hardened concrete (9…12 × 10−6/°C) [43]. The reduction around setting time is due to the fact that while still plastic, the free water is continuous, while during the formation of the solid skeleton, this continuity gets disrupted. Considering that, the hydration rate of the SS14 is faster, and the thermal coefficient is skewed by the water content. Consequently, it should be lower in a material with the accelerated hydration rate. It can be deduced that, in the AAS, the developing pore structure or the different proportions of hydration/geopolymerization products, or other yet unknown factors have a significant impact on the CTE [44].


SampleΔ thermal drop (με)Early expansion due to heat of hydration (με)Shrinkage before cooling down (με)Expansion past 130 hours (με)

SS1029090−540210
SC10250225−730190
SS14380150−71065

The differences in density, porosity, and Ca/Si ratio in the C–S–H forming in AAS vs OPC and the larger paste volume together account for the much larger deformations (contractions) observed in the AAS [10, 35]. The slag used in the present study slag had a high MgO (15.81 wt.%) and moderate CaO (29.78 wt.%) content (Table 1). AAM systems with high calcium and magnesium content tended to form C–(A)–S–H dominated gels which are less porous than the polymerized gel that forms in a system with a low Ca [16, 48]. In the present study, the dominant phases in AAS were identified as C–(A)–S–H gel and calcite (CaCO3), which complies with earlier results [49] (Figure 7). High Al2O3 content of slag has been related to the formation of larger amounts of ettringite, [10]. The slag used here had a high, 23.5% Al2O3 content (Al2O3/(CaO + Al2O3 + MgO)). However, neither ettringite (Ca6Al2(SO4)3(OH)12·26H2O) nor hydrogarnets were detected in either AAS mix, contrary to earlier findings [10, 50]. In addition, brucide peaks were not detected despite the overall trend for their formation in cementitious systems rich in MgO [51]. It is possible that such formation actually occurred, but earlier in the hydration process converting later into hydrocalcite [51, 52]. Calcite peaks were detected only in the AAS mix activated with sodium carbonate. The use of sodium carbonate as activator has been associated with a prolonged hardening process [49], in which the alkalinity required to fully dissolve the slag develops slowly. Prior to the formation of C–(A)–S–H, Ca2+ ions from the dissolved slag react with from the activator to form calcite (CaCO3), which in turn will raise the alkalinity. The presence of calcite as a minor or trace reaction product in AAS activated with sodium carbonate was also confirmed by Myers [53]. A typical hydration product in AAS is hydrotalcite (Mg6Al2(CO3) (OH)16·4(H2O)—a magnesium aluminate hydrate). Its formation depends on the MgO content of the slag, activator type, and curing conditions, e.g., [11, 29, 49, 50, 5254]. It usually precipitates in the form of tiny crystals forming within the C–S–H [55]. Higher MgO contents have been linked to a denser microstructure and higher compressive strength because of additional hydrotalcite forming [11]. The available Al2O3 first tends to form hydrotalcite (and hydrogarnets/ettringite), followed by the formation of C–(A)–S–H and AFm, depending on the Ca/Si ratio [50, 56]. Small but detectable hydrotalcite peaks have been identified for all three heat-cured AAS mixes at 11.3, 46.0 deg. The remaining three characteristic for hydrotalcite peaks at 22.7, 34.6, and 38.9 were overshadowed by other present crystalline phases. Hydrotalcite forms small platelets, which is one possible reason for the observed expansion. Less extensive expansion observed in the mix SS14 could be related to the accelerated hydration and thus increased strength development rate. Consequently, at the stage when expansion due to hydrotalcite formation occurs, a stiffer skeleton was built which resists deformations better.

It is important that shrinkage tests are performed under realistic curing conditions corresponding to a real structure. Application of heat curing can result in significant differences between the deformation behaviour of concrete cured at ambient temperature vs. a heat-cured [42]. If heat curing is involved, decoupling of autogenous and thermal deformations is necessary in order to be able to quantify both mechanisms separately. For successful decoupling, it is crucial to use the correct thermal coefficient, in particular at an early age when it is expected to be nonlinear. In the current study, no decoupling has been attempted due to lack of reliable data related to the development of the thermal coefficient specific to early-age AAM.

4. Conclusions

Autogenous deformations of alkali-activated concretes based on high MgO content BFS subjected to variable curing temperatures were determined. The applied curing procedure aimed to simulate realistic temperature development. In general, the observed ultimate shrinkage values were higher in comparison with results published previously for concretes based on Portland cement. It was concluded that a combination of hydration and geopolymerisation processes, which occur in alkali-activated slag systems, produced microstructure containing larger amount of smaller pores. This could lead to higher tensile stresses and thus to the increased shrinkage.

The recorded ultimate maximum deformation was not affected by the used type of alkali activator for the heat-cured samples sodium silicate vs sodium carbonate. However, an increased amount of sodium silicate from 10 to 14 wt.% resulted in significantly larger deformation.

Autogenous expansion has been detected in all AASC mixes. It was not possible to determine the exact onset of the expansion without decoupling the autogenous and thermal deformations; however, based on slope changes in the free deformation plots, the expansion presumably begun during the cooling down stage. The expansion did not level off during the duration of the tests. The observed expansion was associated with formation of hydrotalcite due to a high MgO content of the used BFS.

Data Availability

The data used in this study will be provided upon request.

Conflicts of Interest

The authors declare that they have no conflicts of interest.

Acknowledgments

The data used in the publication originate from Ph.D. thesis published at Luleå University of Technology [39]. The funding for this OPC part of this project was provided by Trafikverket (Swedish Road Administration) and SBUF (Development Fund of the Swedish Construction Industry). The materials were supplied by Cementa Ltd., Sweden. Their support is greatly appreciated along with the technical help from the lab staff at LTU. Further, the AASC research, to a great extent, was financed by the Government of Iraq.

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Copyright © 2019 Katalin Orosz et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.


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