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International Journal of Concrete Structures and Materials

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Open Access

Effect of Autoclave Curing on the Microstructure of Blended Cement Mixture Incorporating Ground Dune Sand and Ground Granulated Blast Furnace Slag

  • Omer Abdalla Alawad1, 2Email author,
  • Abdulrahman Alhozaimy1,
  • Mohd Saleh Jaafar2,
  • Farah Nora Abdul Aziz2 and
  • Abdulaziz Al-Negheimish1
International Journal of Concrete Structures and Materials20159:104

https://doi.org/10.1007/s40069-015-0104-9

©  The Author(s) 2015

Received: 7 June 2014

Accepted: 19 July 2015

Published: 12 August 2015

Abstract

Investigating the microstructure of hardened cement mixtures with the aid of advanced technology will help the concrete industry to develop appropriate binders for durable building materials. In this paper, morphological, mineralogical and thermogravimetric analyses of autoclave-cured mixtures incorporating ground dune sand and ground granulated blast furnace slag as partial cementing materials were investigated. The microstructure analyses of hydrated products were conducted using scanning electron microscopy (SEM), energy dispersive X-ray spectroscopy (EDX), differential thermal analysis (DTA), thermo-graphic analysis (TGA) and X-ray diffraction (XRD). The SEM and EDX results demonstrated the formation of thin plate-like calcium silicate hydrate plates and a compacted microstructure. The DTA and TGA analyses revealed that the calcium hydroxide generated from the hydration binder materials was consumed during the secondary pozzolanic reaction. Residual crystalline silica was observed from the XRD analysis of all of the blended mixtures, indicating the presence of excess silica. A good correlation was observed between the compressive strength of the blended mixtures and the CaO/SiO2 ratio of the binder materials.

Keywords

ground dune sandslagautoclave curingSEMEDXDTATGAXRD

1 Introduction

Concrete is a composite material consisting of aggregate, water and Portland cement (PC). When PC is placed in contact with water, several chemical reactions occur (Hewlett 2003; Taylor 1997). These reactions produce many phases, such as calcium silicate hydrates (C–S–H gel), calcium hydroxide (CH or portlandite), ettringite (AFt), and monasulfomonite (AFm) (Englehardt and Peng 1995; Hewlett 2003). To ensure the continuity of cement hydration, the cast mixture should be cured under appropriate conditions (Mehta and Monteiro 2006; Topçu and Uygunoğlu 2007). The typical curing conditions used in concrete technology include normal curing, low pressure steam curing, high pressure steam curing and membrane curing. The so-called normal curing is conducted under a moist and ambient temperature. Under these conditions, the hydration process and strength development rate of cement paste are slow (Liu et al. 2005). Consequently, concrete takes several days, or sometimes several months, to reach its ultimate strength (Gutteridge and Dalziel 1990; Topçu and Uygunoğlu 2007). As a result, in precast concrete plants and other applications where higher early strength is of great concern, normal curing conditions are not preferred (Erdoğdu and Kurbetci 2005; Hanson 1963; Kołakowski et al. 1994).

In precast concrete technology, accelerated curing conditions, such as high-pressure steam curing (autoclave curing), are adopted (Mindess et al. 1981). The advantages of autoclave curing include that compressive strength equivalent to that of 28 days of normal curing can be achieved within 24 h under autoclave curing, less drying shrinkage, elimination of efflorescence, and better resistance to sulfate attacks (Kołakowski et al. 1994; Menzel 1934; Mindess et al. 1981; Neville 1973). Another advantage of autoclave curing is that many types of siliceous materials can be used as supplementary cementing materials even though some siliceous materials may not be feasible to react under normal curing conditions (Kalousek 1954).

The microstructure of cement paste cured under autoclave conditions is different than that produced at ambient temperature (Menzel 1934). The primary formed C–S–H gel converts to crystalline alpha dicalcium silicate hydrate (α-C2SH) or C3SH1.5 (Jupe et al. 2008; Mindess et al. 1981; Taylor 1997). These phases are porous and weak, which leads to a deterioration in the compressive strength and concrete durability (Eilers et al. 1983; Grabowski and Gillott 1989). To avoid the formation of undesired phases (α–C2SH and C3SH1.5), fine siliceous material should be added at 30–40 % by weight of the cement. The added siliceous materials react with the CH generated from the PC hydration to produce new C–S–H phases, such as tobermorite and xonotlite (Berardi et al. 1975; Eilers et al. 1983; Mindess et al. 1981; Taylor 1997). The hydration product features of autoclaved mixtures depend on many parameters, including the curing conditions, calcium to silica ratio (Ca/Si), and type of added silica (Bresson et al. 2002; Eilers et al. 1983; Hope 1981; Kołakowski et al. 1994). It has been stated that, under autoclave conditions, the use of crystalline silica produces high strength compared to the use of amorphous silica (Assarsson and Rydberg1956; Grabowski and Gillott 1989; Jupe et al. 2008; Luke 2004; Sanders and Smothers 1957; Yazici 2007). Additionally, it has been demonstrated that, at each autoclaving temperature, there is an optimum period of curing that results in good mechanical and physical properties (Hanson 1963; Menzel 1934; Neville 1973; Shi and Hu 2003; Yazıcı et al. 2008).

Recently, many tools have been used to examine the concrete structure not only at microscale but also at the nano-level (Chae et al. 2013; Kar et al. 2014). Scanning electron microscopy (SEM), energy dispersive X-ray spectroscopy (EDX), X-ray diffraction (XRD) and thermo-graphic analysis (DTA and TGA) are being used to study the microscale changes that occur in the cement paste and concrete structure (Murmu and Singh 2014; Singh et al. 2015). Understanding the hydration mechanism and microstructure properties with the aid of advanced technology will help the concrete industry develop appropriate binders for durable building materials (Lange et al. 1997).

Previous studies by the authors have reported that ground dune sand and ground granulated blast furnace can be used as high volume cement replacement materials in autoclave concrete production (Alawad et al. 2015). However, the effect of autoclave conditions on microstructure of blended cement mixtures containing ground dune sand and slag have not been studied in depth. This study aimed to investigate the microstructures of autoclave-cured products of blended cement paste mixtures that incorporate ground dune sand and ground granulated blast furnace slag as cement replacement materials. Microstructure analyses were performed using SEM, EDX, XRD, DTA, and TGA.

2 Experimental Work

2.1 Raw Material

PC complying with ASTM C 150 and ground granulated blast furnace slag of grade 100 (ASTM C 989) were used in this study. The chemical composition and physical properties of the PC and slag are presented in Table 1. The dune sand used in this study was obtained from Riyadh, Saudi Arabia. The particle size analysis of natural dune sand is shown in Fig. 1. The natural dune sand was mechanically ground until 95 % passed a 45-μm sieve. The chemical composition and specific surface area of the ground dune sand (GDS) are presented in Table 1. The XRD patterns and SEM images of the GDS and slag are shown in Figs. 2 and 3, respectively. As shown in Fig. 2a, a very sharp quartz peak at 26.5° (2θ) reflecting the crystallinity of silica in the GDS was observed. However, no stand-out peak of the slag was detected, representing the non-crystallinity of slag (Fig. 2b) (Divsholi et al. 2014). The SEM of GDS and slag presented that both materials have an angular particle texture (Fig. 3). Mining sand with a maximum particle size of 2.36 mm was used as a fine aggregate to fabricate mortar mixtures. The specific gravity and fineness modulus of the fine aggregate were 2.5 and 2.49, respectively.
Table 1

Chemical and physical properties of PC, GDS and Slag.

Chemical oxide

Chemical composition (%)

PC

GDS

Slag

SiO2

22.62

93.4

33.33

Al2O3

6.11

0.19

13.74

Fe2O3

3.69

0.32

0.44

CaO

57.96

0.45

43.1

MgO

2.16

–

5.76

K2O

0.98

0.04

0.41

Na2O

0.17

–

0.2

SO3

2.99

–

1.89

LOI

3.02

1.15

1.34

Specific surface area, BET cm2/g

3012

2574

5314

Specific gravity

3.15

2.64

2.94

Figure 1
Fig. 1

Particle size distribution of natural dune sand.

Figure 2
Fig. 2

XRD pattern a GDS and b slag.

Figure 3
Fig. 3

SEM images a GDS and b slag.

2.2 Sample Preparation

Five mixtures of paste, a control mixture and four blended mixtures, were prepared. The control mixture (M1) consisted of 100 % PC as the binder material. For the blended mixtures, GDS and slag were incorporated as PC replacement materials. The replacement level of GDS was held constant at 40 %, while the concentrations of slag were 0, 15, 30, and 45 %. The blended mixtures were denoted as M2, M3, M4, and M5, and their binder composition details are summarized in Table 2. To examine the performance of the GDS and slag with regard to compressive strength, the control and the four blended mortar mixtures were formulated with a binder composition similar to that used for paste mixtures. The mortar had a binder:fine aggregate:water ratio of 1:3:0.3.
Table 2

Binder proportions for the ternary blended cement mixtures.

Mixture ID

Ingredient %

Water/binder ratio

Molar CaO/SiO2

PC

GDS

Slag

M1

100

–

–

0.5

2.75

M2

60

40

–

0.5

0.74

M3

45

40

15

0.5

0.67

M4

30

40

30

0.5

0.61

M5

15

40

45

0.5

0.56

The paste and mortar mixtures were prepared according to ASTM C 305 and cast in 50 mm cubic steel molds. The cast samples were covered with plastic sheets and kept under laboratory conditions (23 ± 3 °C and 50 ± 5 relative humidity) for 24 h. After being demolded at the age of 24 h, the samples were immersed in water at 23 ± 3 °C (normal curing conditions) for 16 h to develop initial strength and then placed in the autoclave chamber. The chamber temperature was increased from room temperature to 182 ± 3 °C within 1 h. Consequently, the pressure was increased from atmospheric pressure to 1.0 MPa. The adopted autoclave conditions (temperature and pressure) are similar to those used by Yang et al. (2000). The temperature and pressure were kept constant at 182 ± 3 °C and 1.0 MPa for 5 h, then the autoclave heater was turned off and the chamber was allowed to cool naturally. Room temperature was reached in approximately 1.5 h.

2.3 Sample Characterization

Microstructural and microanalytical characterizations of the hydrated pastes were conducted using a Jeol JSM 6610LV coupled with EDX. The samples for SEM analysis were prepared by taking fractured surface specimens of the cured pastes. The specimens were glued to carbon stubs with carbon paint prior to the SEM analysis. The SEM analysis was carried out using accelerating voltages of 10 and 15 kV and magnifications of ×3500 and ×8000. The chemical composition analysis of selected spots (fields of view) was carried out using EDX.

Thermogravimetric analysis (DTA and TGA) was carried out using a TA instrument (model SDT Q600). DTA and TGA analyses were conducted to monitor the phase changes and to evaluate the amount of CH consumed in the cured samples. A predefined amount of the selected sample in powder form was weighed, placed in a platinum sample pan and then heated from room temperature to 1000 °C at a heating rate of 10 °C min−1 in a nitrogen gas flow. XRD analysis was conducted using a Shimadzu XRD-6000 diffractometer with a scanning rate of 2°/min from 10° to 60° (2θ) to obtain the mineralogical information for each sample. The samples for XRD analysis were prepared by grinding pieces of hydrated pastes into a powder form that could pass a 75-μm sieve. The compressive strength test of the cast mortars was carried out in accordance with ASTM C109.

3 Results and Discussion

3.1 Morphological Study

The SEM images and EDX analyses of the hardened pastes of the control and blended mixtures cured under autoclave conditions are shown in Figs. 4 and 5, respectively. Fibrous-like hydrated products and pores of a dark color were observed in the control mixture (Fig. 4a). This image also revealed that the hydrated products are associated with loose structures. These features explained the negative effect of the performance of the plain cement mixture cured under autoclave conditions (Alawad et al. 2014; Bakharev et al. 1999; Kjellsen et al. 1991). For the M2 mixture, plate-like structures of tobermorite (C5S6H5) with dense and closed network structures were observed, as shown in Fig. 4b. For the blended mixtures containing slag (M3, M4 and M5), plate-like structures of tobermorite (C5S6H5) and hydrogarnet (C4ASH4) were observed, as shown in Fig. 4c–e (Klimesch and Ray 1998; Kyritsis et al. 2009). The hydrogarnet phases were dominant when the content of slag was increased. In particular, thin plate-like structures with broken edges were observed in the M4 mixture. In general, the blended mixtures revealed dense, compacted and closed network structures. This structure justified the enhancement effect in the compressive strength of the blended mixtures cured under autoclave conditions (Kondo et al. 1975; Wongkeo et al. 2012).
Figure 4
Fig. 4

SEM images of autoclave cured mixtures a M1, b M2, c M3, d M4 and e M5.

Figure 5
Fig. 5

EDX analysis of M2 and M4 mixtures.

Figure 5 presents the EDX analysis of the M2-AC and M4-AC mixtures. The image and EDX analysis of the M2-AC mixture are shown in Fig. 5a and b, respectively. High peak intensities of Ca and Si with a Ca/Si ratio approximately equal to unity were observed from the EDX analysis (Fig. 5b). This analysis indicated that the crystalline structure phases are newly formed CSH (i.e., tobermorite). The formation of CSH phases with a Ca/Si ratio close to unity is a favored result for the concrete strength and physical properties (Eilers et al. 1983; Yazıcı et al. 2008). The image and EDX analysis of the M4-AC mixture are shown in Fig.  5c and d, respectively. The presence of slag leads to the formation of thin crystalline structure phases of newly formed aluminum bearing CSAH (i.e., C4SAH4) (Klimesch and Ray 1998; Kyritsis et al. 2009; Mostafa et al. 2009). The reason for the formation of C4SAH4 phases is attributed to the presence of the element Al in the system as the slag contains a significant amount of Al2O3 (Table 1). The EDX analysis indicated that the presence of GDS and slag not only prevented the formation of weak and permeable phases (α-C2SH) but also introduced new CSH phases, such as tobermorite (C5S6H5) and hydrogarnet (C4SAH4), which are associated with high strength and low permeability (Yazıcı et al. 2008).

3.2 Thermogravimetric Analysis

Figures 6 and 7 show the DTA and TGA curves of the control and blended mixtures cured under autoclave conditions. The DTA curve of the M1 mixture revealed the existence of a clear endothermic peak located between 450 and 550 °C (Fig. 6). This endothermic peak was attributed to the de-hydroxylation of CH generated from the PC hydration (Alarcon-Ruiz et al. 2005; Oner and Akyuz 2007). For the blended mixture containing 40 % GDS (M2), no endothermic peak in the CH zone was observed, indicating the consumption of CH in the secondary pozzolanic reaction between the SiO2 of GDS and the CH generated from the PC. Additionally, a significant exothermic peak at 850 °C, due to the crystallization of CSH and belite, was observed in the M2 mixtures (Klimesch et al. 1996). For ternary blended mixtures (M3–M5), no endothermic peak in the CH zone was observed, and the clear formation of an exothermic peak at 850 °C, due to the crystallization of CSH, was instead observed. However, the intensity of the exothermic peaks at 850 °C of the slag mixtures were less than that of the M2 mixture (PC-GDS). It was also observed that all the tested mixtures exhibit an endothermic peak at 750 °C (Fig. 6). This endothermic peak was ascribed to carbonation that may take place during sample preparation (Saikia et al. 2006).
Figure 6
Fig. 6

DTA curves of autoclave cured mixtures.

Figure 7
Fig. 7

TGA curves of autoclave cured mixtures.

Figure 7 shows the TGA curves for the control and blended mixtures cured under autoclave conditions. With respect to the CH change, which occurred between 450 and 550 °C, an obvious mass loss in M1 was observed, while all the blended samples showed less mass change in this zone. The calculated value of free CH of M1 was found to be 22.4 %, whereas, for the blended mixtures (M2–M5), it was found to be approximately 5 %, irrespective of the slag content, as shown in Fig. 8. The low mass change in the blended mixtures is evidence of the consumption of CH in the newly formed CSH phases, such as tobermorite.
Figure 8
Fig. 8

Free CH of autoclave cured mixtures.

3.3 Mineralogical Analysis

The XRD patterns of the control and blended mixtures cured under autoclave conditions are shown in Fig. 9. For the M1 mixture, a crystalline peak at 29.5°–31° (2θ) corresponding to the α-dicalcium silicate hydrate (α-C2SH) was observed, as shown in Fig. 9a. This peak might overlap with the calcite peak that took place during the sample curing and preparation. Although the thermogravimetric analysis indicated the presence of CH (portlandite), no portlandite peaks were observed from the XRD of M1. The observed non-consistency in thermogravimetric and XRD results could be attributed to the phenomenon of preferential orientation exhibited by portlandite crystals during XRD (Wee et al. 2000). For M2, residual quartz peaks at 2θ° = 21° and 26.5° were detected, but no portlandite peaks were observed, as shown in Fig. 9b. These residual quartz peaks (1890 count) indicated the presence of excess crystalline silica in the M2 mixture. For the M3, M4 and M5 mixtures, the incorporation of slag as a ternary blended element did not consume the remaining crystalline silica, as shown in Fig. 9c–e. The quartz peak intensities for the M3, M4 and M5 mixtures at 26.5° were 1900, 1880 and 1910 counts, respectively. The results indicated that the reactivity of slag is greater than that of GDS (Kondo et al. 1975). Consequently, the CaO provided from the slag reacted rapidly with the SiO2 and Al2O3 generated from the slag itself, resulting in there being no free CaO to combine with the un-reacted crystalline silica of GDS. Therefore, to utilize the excess crystalline silica, materials rich in CaO should be added.
Figure 9
Fig. 9

XRD patterns of autoclave cured mixtures a M1, b M2, c M3, d M4 and e M5.

3.4 Compressive Strength

The compressive strengths of the control and blended mixtures (M1–M5) cured under autoclave conditions are shown in Fig. 10. The compressive strength results presented are an average of three samples. The average of the strength values of the three samples is within the limits of 5 %. As can be observed from Fig. 10, all the blended mixtures yielded compressive strengths higher than that of the control (M1). The low compressive strength of M1 is attributed to the formation of lime-rich alpha dicalcium silicate hydrate (α-C2SH) (Bakharev et al. 1999; Kjellsen et al. 1991). The microstructure analysis of M1 showed the formation of fibrous-like hydrated products and loose structures. These features explained the negative effect of autoclave curing on the compressive strength performance of the control mixture. The inclusion of 40 % GDS enhanced the compressive strength of M2 by approximately 16 % compared to that of M1. The enhancement in the compressive strength could be ascribed to the fact that, under autoclave curing, the SiO2 of GDS reacted with the calcium hydroxide (CH) liberated from the hydration of the cement to form additional CSH phases, such as tobermorite (C5S6H5). The formation of tobermorite filled the pores and enhanced the compactness of the hydrated mixture. It has been reported that tobermorite is associated with high strength and lower permeability features (Eilers et al. 1983, Jupe et al. 2008). The inclusion of slag as a further PC replacement (M3, M4 and M5) maintained the compressive strength between 66 (M1) and 72 MPa (M2). The slight decrease in the compressive strength in comparison with M2 could be attributed to the formation of hydrogarnet (C4ASH4) phases instead of tobermorite (C5S6H5). It has been stated that the performance of the mechanical properties of hydrogarnet is lower than that of tobermorite (Kondo et al. 1975). In general, the slag-bended mixtures revealed a dense, compacted and closed network of thin plate-like structures. Thin plate-like structures were formed due to the presence of the element aluminum in the system. The compressive strength result indicated that a combination of 40 % GDS and 45 % slag could be used to reduce the total weight of PC by up to 85 % and still achieve compressive strength performance comparable to that of the control mixture (M1). It should be mentioned that a mixture containing 40 % GDS and 60 % slag (no cement) was not cast in this study. The literature review showed that the use of cement-less mixtures had resulted in cracking during autoclave curing (Shi and Hu 2003). The cracking was due to the lack of strength development, and the specimens were not strong enough to withstand the high temperature and pressure during the autoclaving process.
Figure 10
Fig. 10

Compressive strengths of autoclave cured mixtures.

Figure 11 presents the relationship between the compressive strength and molar CaO/SiO2 ratio of the raw binder materials. The molar CaO/SiO2 ratios of the control and blended mixtures are presented in Table 2. It was found that there is a good correlation between the compressive strength and molar CaO/SiO2 ratio. The compressive strength decreases almost linearly as the CaO/SiO2 ratio decreases (R2 = 0.99). The literature review demonstrated that the optimum CaO/SiO2 ratio for autoclave curing to achieve concrete strength is around unity (Alhozaimy et al. 2012; Eilers et al. 1983; Taylor 1997). In this study, the highest compressive strength achieved was 72 MPa (M2-AC) with a CaO/SiO2 ratio of 0.74. Clearly, this value for the CaO/SiO2 ratio is lower than that found in the literature. The incorporation of slag as a further PC replacement caused a further reduction in the CaO/SiO2 ratio due to the low content of CaO in the slag compared to that of PC (Table 1). Therefore, to increase the CaO/SiO2 ratio, materials rich in CaO content should be added.
Figure 11
Fig. 11

Correlation of compressive strength and molar CaO/SiO2 ratio (C/S).

4 Conclusions

This paper studied the effect of autoclave curing on the microstructure properties of mixtures incorporating GDS and ground granulated blast furnace slag as a PC replacement material. The following conclusions can be drawn:
  1. 1.

    The SEM and EDX results indicated that the incorporation of GDS and slag produces denser and more homogeneous microstructures. The SEM showed the clear formation of crystalline plate-like tobermorite and hydrogarnet in the blended mixture cured under autoclave conditions. In addition, the EDX indicated that the CSH products formed had C/S approximately equal to unity.

     
  2. 2.

    The DTA and TGA confirmed the consumption of CH and clear formation of an exothermic peak at 850 °C. The intensity of exothermic peaks at 850 °C of the PC-GDS mixture (M2) was higher than those of the PC-GDS-slag mixtures (M3, M4, M5).

     
  3. 3.

    The XRD indicated the presence of residual crystalline silica of the PC-GDS mixture (M2), whereas the CH peaks disappeared. The incorporation of slag did not affect the peak intensities of residual crystalline silica.

     
  4. 4.

    The incorporation of GDS significantly enhanced the compressive strength of the autoclave-cured mixture, whereas the inclusion of slag maintained the compressive strength to be higher or comparable to that of the control mixture.

     
  5. 5.

    A good correlation was found between the compressive strength and the CaO/SiO2 ratio. The compressive strength decreased linearly as the CaO/SiO2 ratio decreased. The authors recommend using materials rich in CaO to increase the CaO/SiO2 ratio and to utilize the excess SiO2 of GDS in the pozzolanic reaction.

     

Declarations

Acknowledgments

This study is part of a joint research project between King Saud University, Saudi Arabia and Universiti Putra Malaysia titled “Development of local sand as a cementitious material for high-performance concrete”. The funding of this work by King Saud University is gratefully acknowledged.

Open AccessThis article is distributed under the terms of the Creative Commons Attribution 4.0 International License (http://creativecommons.org/licenses/by/4.0/), which permits unrestricted use, distribution, and reproduction in any medium, provided you give appropriate credit to the original author(s) and the source, provide a link to the Creative Commons license, and indicate if changes were made.

Authors’ Affiliations

(1)
Civil Engineering Department and Center of Excellence for Concrete Research and Testing, College of Engineering, King Saud University, Riyadh, Saudi Arabia
(2)
Civil Engineering Department, Faculty of Engineering, Universiti Putra Malaysia, Seri Kembangan, Malaysia

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