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International Journal of Concrete Structures and Materials

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Open Access 01.12.2019 | Research

Investigating Various Factors Affecting the Long-Term Compressive Strength of Heat-Cured Fly Ash Geopolymer Concrete and the Use of Orthogonal Experimental Design Method

verfasst von: Hongen Zhang, Lang Li, Prabir Kumar Sarker, Tao Long, Xiaoshuang Shi, Qingyuan Wang, Gaochuang Cai

Erschienen in: International Journal of Concrete Structures and Materials | Ausgabe 1/2019

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Abstract

This work quantified the hierarchy of the influence of three common mixture design parameters on the compressive strength and the rate of strength increase over the long term of low-calcium fly ash geopolymer concrete (FAGC) through designing 16 mixtures by the orthogonal experimental design (OED) method. The parameters used in the study were liquid to fly ash (L/FA) ratio, sodium hydroxide concentration (SHC) and sodium silicate solution to sodium hydroxide solution (SS/SH) ratio. The L/FA ratio showed little effect on compressive strength when it was varied from 0.40 to 0.52. SHC showed the greatest influence on compressive strength with little impact on the rate of strength increase after the initial heat curing. Even though the SS/SH ratio showed a small effect on the initial compressive strength, it had a considerable influence on the rate of strength increase over the long term. It was found that the compressive strength at 480 days was positively related to the Na₂O/SiO₂ molar ratio when it was varied from 0.49 to 0.80 and the Si/Al molar ratio was increased up to 1.87. Analysis of the failure types of specimens demonstrated that compressive strength of FAGC was associated with the strength of the mortar–aggregate interface zone (MAIZ).

Journal information: ISSN 1976-0485 / eISSN 2234-1315

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1 Introduction

Nowadays, geopolymer binder is attracting a growing interest as an alternative to cement for concrete production. It has been shown that geopolymer concrete exhibits compressive strength which is comparable with that of cement-based (Jo et al. 2016; Pasupathy et al. 2018; Nazari et al. 2019).

Fly ash has been widely used as the raw material to produce geopolymer due to its abundant silicon and aluminum elements, suitable shape and size distribution (Riahi and Nazari 2012; Kotwal et al. 2015). Fly ash-based geopolymer concrete (FAGC) is made of low-calcium fly ash geopolymer binder and normal concrete aggregates. The properties of FAGC is affected by different factors such as CaO content, curing conditions, sodium hydroxide (NaOH) concentration, ratio of alkali-activator liquid to fly ash and the ratio of sodium silicate (Na₂SiO₃) to NaOH solutions. Previous researches (Shi et al. 2012; de Vargas et al. 2011; Sindhunata et al. 2006; Hongen et al. 2017; Zhang et al. 2018) found out higher curing temperatures (up to 80 °C) has a positive effect on compressive strength of FAGCs. Studies (Chithambaram et al. 2018; Nath and Sarker 2015) attributed appropriate NaOH concentration and the ratio of Na₂SiO₃ to NaOH solution to high compressive strength of geopolymer concrete. However, it is necessary to clearly quantify the influence of these parameters on the properties of FAGC. The influence of different types of fly ash on the long-term strength of FAGC were studied by Gunasekara et al. (2017). It is also important to assess the influence of the other geopolymer mix design parameters on the long-term properties of FAGCs. The orthogonal experimental design (OED) method has been widely used in different areas (Ji et al. 2014; Zhu et al. 2013; Yang et al. 2011) since it is considered as an efficient method to provide maximum and reliable information by designing fewer possible groups.

Based on the above discussions, the main aim of this research is to resort to the statistical P-value to quantify the hierarchy of the influence of three important factors namely liquid to fly ash ratio, sodium hydroxide concentration and sodium silicate solution to sodium hydroxide solution ratio on the compressive strength and the rate of compressive strength increase over the long term. The use of orthogonal experimental design method is also evaluated using the test results.

2 Experimental Procedure

2.1 Materials

2.1.1 Aggregates

The particle size of locally available coarse aggregate is in the range of 4.75 mm and 22 mm and that of river sand is smaller than 4 mm. The physical properties of coarse and fine aggregates are presented in Table 1.

Table 1

The physical properties of coarse aggregate and sand.

Aggregate	Packing density (kg/m³)	Apparent density (kg/m³)	Water content (%)
Coarse aggregate	1479	2632	0.3
Fine aggregate	1342	2381	0.1

2.1.2 Fly Ash

A low-calcium fly ash was used as the raw material to provide the essential silicon and aluminum for synthesis of geopolymer binder. It can be seen from Fig. 1 that the fly ash particles were in a spherical shape. The results of JL-6000 laser particle size analyzer showed that the average particle size of fly ash was 13.5 micron. The particle size distribution of fly ash is presented in Fig. 2. The chemical compositions and loss on ignition (LOI) of fly ash are given in Table 2.

Table 2

Chemical compositions of fly ash.

Chemical composition	SiO₂	Al₂O₃	CaO	Fe₂O₃	MgO	K₂O	SO₃	TiO₂	Na₂O	LOI^a
Fly ash (%)	50.76	27.32	5.4	4.64	3.72	4.85	2.0	1.16	0.8	2.83

^aLoss on ignition.

2.1.3 Alkali-Activator Solution

The alkali-activator solution consisted of sodium silicate (Na₂SiO₃) and sodium hydroxide (NaOH) solutions. The Na₂SiO₃ solution has a modulus ratio (M_s) equaling to 3.23 (where M_s = SiO₂/Na₂O, Na₂O = 8.83%, SiO₂ = 27.64%). The NaOH solution was made by dissolving NaOH particles of 98% purity into distilled water. The alkali-activator solution was placed at room temperature for about 24 h before use.

2.2 Specimen Preparation

2.2.1 Mixture Design

This paper investigated the effects of three mix design parameters which are (A): liquid/fly ash (L/FA) ratio, (B): sodium hydroxide concentration (SHC) and (C): sodium silicate solution to sodium hydroxide solution (SS/SH) ratio. Each factor has four different levels as given in Table 3. The values of factor A increased from 0.40 to 0.52 with 0.04 incremental steps and the molarity of sodium hydroxide (NaOH) varied from 8 to 14 M with 2 M incremental steps. The values of SS/SH ratio were 2.0, 2.5, 3.1 and 4.0.

Table 3

The mix design variables.

Level	Variables
Level	A (L/FA)	B (SHC) (mol)	C (SS/SH)
1	0.40	8	2.0
2	0.44	10	2.5
3	0.48	12	3.1
4	0.52	14	4.0

According to the OED principle of L₁₆ (4³), a total of 16 mixtures were prepared (Table 4). The concrete mixture proportions together with Si/Al molar ratios and Na₂O/SiO₂ molar ratios are given in Table 5. The Si/Al molar ratios were calculated from the silicon and aluminum available in fly ash and sodium silicate solution. The Na₂O/SiO₂ molar ratios were calculated from the silicon dioxide and sodium oxide from the alkali-activator solution.

Table 4

The orthogonal experimental design variables.

Mix no.	Mix designation	A (L/FA)	B (SHC) (mol)	C (SS/SH)
1	A1B1C1	0.40	8	2.0
2	A1B2C2	0.40	10	2.5
3	A1B3C3	0.40	12	3.1
4	A1B4C4	0.40	14	4.0
5	A2B1C2	0.44	8	2.5
6	A2B2C1	0.44	10	2.0
7	A2B3C4	0.44	12	4.0
8	A2B4C3	0.44	14	3.1
9	A3B1C3	0.48	8	3.1
10	A3B2C4	0.48	10	4.0
11	A3B3C1	0.48	12	2.0
12	A3B4C2	0.48	14	2.5
13	A4B1C4	0.52	8	4.0
14	A4B2C3	0.52	10	3.1
15	A4B3C2	0.52	12	2.5
16	A4B4C1	0.52	14	2.0

Table 5

Mix proportions of FAGC (kg/m³).

Mix no.	CA^a	S^b	FA^c	SS^d	SH^e	Na₂O/SiO₂	Si/Al
1	1212	544	460	122.7	61.3	0.66	1.81
2	1212	544	460	131.4	52.6	0.65	1.82
3	1212	544	460	139.1	44.9	0.63	1.84
4	1212	544	460	147.2	36.8	0.58	1.85
5	1201	539	460	142.9	57.2	0.59	1.85
6	1201	539	460	133.4	66.7	0.74	1.83
7	1201	539	460	160.1	40.0	0.55	1.88
8	1201	539	460	151.3	48.8	0.66	1.86
9	1186	533	460	166.9	53.9	0.54	1.89
10	1186	533	460	176.6	44.2	0.52	1.91
11	1186	533	460	147.2	73.6	0.80	1.85
12	1186	533	460	157.7	63.1	0.75	1.87
13	1174	527	460	191.4	47.8	0.49	1.94
14	1174	527	460	180.9	58.3	0.58	1.92
15	1174	527	460	170.9	68.3	0.70	1.90
16	1174	527	460	159.5	79.7	0.86	1.88

^aCoarse aggregate.

^bSand.

^cFly ash.

^dNa₂SiO₃ solution.

^eNaOH solution.

2.2.2 Casting and Curing of Test Specimens

The mixing of geopolymer concrete was conducted in a concrete mixer at room temperature. The aggregates and fly ash were first dry-mixed in the mixer for about 3 min. The alkali-activator solution was gradually added and the wet-mixing continued for another 5 min. The fresh geopolymer concrete was poured into steel cubic moulds in two equal layers. The concrete samples were vibrated on a vibrating table.

After finishing, the moulds were covered with plastic film and then cured in an oven at a temperature of 80 °C. After heat curing for 24 h, the specimens were removed from the oven and demoulded. According to the GB/T50081-2002 (Ministry of Construction of the PRC & General Administration of Quality Supervision, Inspection and Quarantine of the People’s Republic of China 2003), the specimens were stored at 20 °C and 97% relative humidity until the testing.

2.3 Test Procedure

2.3.1 Compressive Strength Test

Compressive strength tests were carried out at a load rate of 0.5 MPa/s using 2000 kN electro-hydraulic mechanical testing machine referring to the GB/T50081-2002 (Ministry of Construction of the PRC & General Administration of Quality Supervision, Inspection and Quarantine of the People’s Republic of China 2003). The test was conducted using cubic specimens of 100 mm in dimensions.

2.3.2 Scanning Electron Microscopy (SEM) and Energy Dispersive Spectroscopy (EDS) Test

The concrete samples of M13 to M16 were selected to carry out scanning electron microscopy (SEM) and energy dispersive spectroscopy (EDS) using SU3500 instrument in Sichuan University, China. The sample’s surface was coated with a layer of platinum using a sputter coater with 15 mA currents for duration of 90 s before the SEM and EDS analysis.

2.3.3 Thermogravimetric Analysis (TGA) and Derivative Thermogravimetric Analysis (DTG)

At the curing age of 480 days, fragments of M13 to M16 concrete specimens were ground into powder and then heated to about 800 °C at a constant heating rate of 10 °C/min in the same gas environment. Thermogravimetric analysis (TGA) and derivative thermogravimetric analysis (DTG) were conducted using a METTLER TOLEDO TGA/DSC2/1600 instrument in a nitrogen environment (N₂ flowing at 50 ml/min).

3 Test Results and Discussions

3.1 Compressive Strength

The compressive strength of mixtures 1 to 16 at the ages of 7, 28 and 480 days were presented in Table 6. Additionally, the strength development at the ages of 7, 28, 60, 100 and 480 days were also plotted in Fig. 3. It can be seen from Fig. 3 that compressive strength of all the mixtures increased with the increase of age after the initial 24 h heat curing at 80 °C and mixture 12 reached the highest compressive strength. In the light of this compressive strength value, the best concrete mixture was A₃B₄C₂, which meant that L/FA ratio was at level 3, SHC was at level 4 and SS/SH ratio was at level 2.

Table 6

Compressive strength of FAGCs.

Compressive strength of FAGCs (MPa)
Mix no.	7-day	28-day	480-day
1	37.6 ± 0.9	39.5 ± 4.6	45.8 ± 0.7
2	52.2 ± 2.7	54.3 ± 1.5	65.5 ± 4.0
3	57.1 ± 5.4	60.4 ± 1.8	72.1 ± 5.3
4	52.3 ± 6.6	56.5 ± 3.4	73.7 ± 2.3
5	38.1 ± 1.6	40.7 ± 2.9	50.7 ± 3.2
6	61.5 ± 4.6	61.9 ± 5.9	71.0 ± 6.6
7	47.3 ± 3.3	49.9 ± 1.5	62.8 ± 4.7
8	71.1 ± 0.8	72.3 ± 2.1	80.7 ± 2.5
9	34.8 ± 1.0	36.8 ± 1.2	47.8 ± 0.9
10	34.3 ± 0.8	41.4 ± 2.9	52.6 ± 3.1
11	65.9 ± 1.8	70.4 ± 7.7	83.3 ± 0.4
12	72.6 ± 0.5	73.2 ± 4.3	88.7 ± 3.2
13	24.1 ± 0.6	25.7 ± 0.6	34.3 ± 0.4
14	36.6 ± 1.2	39.6 ± 0.7	51.5 ± 2.7
15	58.4 ± 1.5	61.9 ± 1.1	75.5 ± 1.1
16	64.6 ± 3.3	66.6 ± 6.3	84.5 ± 2.5

The compressive strengths up to 480 days, presented in Table 6, were used to investigate the long term compressive strength development of low-calcium FAGC. Figure 4 shows that 480-day compressive strength of FAGC plotted against the Si/Al molar ratio. The FAGC mixtures had a narrow range of Si/Al molar ratios (ranging from 1.81 to 1.94) and the influence of Si/Al ratio on compressive strength could be observed. Compressive strength was first observed to increase with the increase in Si/Al ratio and FAGC with Si/Al ratio close to 1.87 tended to show high compressive strength. A distinct decrease was observed in compressive strength when the Si/Al ratio was larger than 1.87. The compressive strength of FAGCs prepared with NaOH solutions of different molarity are also noted in Fig. 4. To some degree, the influence of Si/Al molar ratio on the long-term compressive strength was affected by the concentration of NaOH solution.

The compressive strengths of FAGCs at 480 days as a function of Na₂O/SiO₂ molar ratios are presented in Fig. 5. It can be seen from Fig. 5 that compressive strength increased with the increase in Na₂O/SiO₂ molar ratio. This is attributed to the hypothesis that increasing the Na₂O increases the binding mechanism and properties development of geopolymers (Chi and Huang 2013).

3.2 The Failure Pattern of Concrete

Figure 6 showed the failure patterns of the mortar, aggregates and mortar–aggregate interface zone (MAIZ) of the specimens of mixtures 13, 14, 15 and 16, respectively. The coarse aggregate and MAIZ remained intact in mixture 13 (referring to the letter a, b and c in Fig. 6a). Therefore, the compressive strength of the concrete of mixture 13 depended on the strength of mortar. As can been seen in Fig. 6b, the MAIZ were broken and several aggregates were observed to have been pulled out under pressure (referring to the letters c and d in Fig. 6b), which demonstrated that the compressive strength of mixture 14 is determined by the strength of MAIZ. It was observed from Fig. 6c that almost all the coarse aggregates were pulled out and the MAIZ were almost still in their integrity. The MAIZ were in perfect conditions and all the coarse aggregates were pulled out in mixture 16 (Fig. 6d). However, several cracks were still observed in Fig. 6d, which was believed to be caused by explosive spalling under the increasing external load. The failure-status of specimens in Fig. 6c, d demonstrated that the compressive strength of concrete depended to a great extent on the strength of coarse aggregate. The distinct difference in the failure-status of the mortar, aggregates and MAIZ indicated that the higher SHC and lower SS/SH ratio could improve the strength of mortar and MAIZ.

The compressive strengths of mixtures 13, 14, 15 and 16 at different ages are also presented in Fig. 7. The results show that the compressive strength of FAGC increased with the curing time. It could be observed from Fig. 7 that the compressive strength of mixture 16 was the largest at all the curing ages, followed by the compressive strengths of mixtures 15, 14 and 13. It is concluded from Figs. 6 and 7 that the compressive strength of concrete was associated with the failure type of concrete. In fact, the change in SHC and SS/SH ratio led to the variation in Na₂O/SiO₂ and Si/Al molar ratios. The Na₂O/SiO₂ and Si/Al molar ratio values corresponding to the four mixtures are also presented in Fig. 7. This figure show that the compressive strength increased with the increase in Na₂O/SiO₂ molar ratio and the decrease in Si/Al molar ratio. Together with the failure patterns (Fig. 6), it was found that increasing the Na₂O content and decreasing the Si/Al ratio could enhance the binding strength of MAIZ. Furthermore, the low Na₂O/SiO₂ molar ratio value meant the high content of the sodium silicate solution, causing the geopolymer concrete to become sticky due to the viscous characteristics of the sodium silicate solution. The high amounts of the sodium silicate solution might hinder the geopolymerization process (Heah et al. 2012).

3.3 Microstructures

The samples of M13, M14, M15 and M 16 at 480 days were investigated by using SEM and EDS. The SEM and EDS results of M13 to M16 at 480 days were used to find out how the NaOH molarity affect the long-term compressive strength of geopolymer concrete in the micro-level. The results of SEM are presented in Fig. 8. It is observed from Fig. 8 that the formation of geopolymer gels presented different shapes. The gel in Fig. 8a looked like slices in the concrete. The shape of the gel in Fig. 8b was like coarse strip with several small voids. A kind of shale like gel was observed in Fig. 8c, d. The difference between the shapes of Fig. 8c, d was that much more void spaces could be observed in Fig. 8c and the gel in Fig. 8d was denser than that in Fig. 8c. Together with the 480-day compressive strength of M13 to M16 presented in Fig. 7, it could be noted that the compressive strength was associated with the morphology of microstructure. The morphological change is mainly attributed to the increase of concentration of NaOH solution. The amounts of leaching Si and Al from raw materials increased with the increase of NaOH molarity, which was also reported by the other researchers (Xu et al. 2001). Therefore, FAGCs prepared with higher molarity of NaOH solution experienced a more complete geopolymerization. As a result, more geopolymer product could be observed in Fig. 8c, d, which is evidenced by the EDS results presented in Fig. 9.

The gels shown in Fig. 8 were also investigated by EDS and the results are presented in Fig. 9 and Table 7. The results of EDS showed that the elements of the gel were O, Na, Al, Si and K. The Si/Al weight ratio and Si/Al atomic ratio are also given in Table 7. According to Davidovits, geopolymer is a kind of three-dimensional amorphous microstructural composition formulated by $M_{2} O \cdot mAl_{2} O_{3} \cdot nS_{i} O_{2}$, where M refers to alkali metals, ${\text{m}} \approx 1$ and $2 \le {\text{n}} \le 6$ (Davidovits 2008). Therefore, the range of Si/Al atomic ratio in geopolymer should be in the range of $1 \le {\text{Si}}/{\text{Al}} \le 3$. Together with the data in Table 7, the gel in Fig. 8c, d could be regarded as geopolymer. Much higher Na atomic content was detected in Fig. 8a, b, implying that the surface of geopolymer in Fig. 8a, b might be covered with some unreacted sodium compound (for example, unreacted sodium hydroxide and sodium silicate). Hence, more geopolymer was produced in M15 and M16 samples, causing higher long-term compressive strength. No trace of calcium element was detected in the samples, which shows that expansive sodium-calcium silicate gels were not formed in concrete. Therefore, this result indicates that low-calcium fly ash-based geopolymer concrete has lower possibility to suffer from deleterious alkali silica reaction (ASR).

Table 7

Elements analysis of specimens in weight % and atom %.

Elements	M13 (spectrum 1)		M14 (spectrum 2)		M15 (spectrum 3)		M16 (spectrum 4)
Elements	Weight, %	Atom, %	Weight, %	Atom, %	Weight, %	Atom, %	Weight, %	Atom, %
O	47.24	57.96	51.15	60.55	45.7	58.73	42.43	56.92
Na	38.31	32.71	43.42	35.78	8.28	7.41	1.45	1.36
Al	1.39	1.01	0.73	0.51	11.06	8.43	20.45	16.27
Si	8.97	6.27	4.64	3.13	34.19	25.03	27.24	20.82
K	4.09	2.05	0.06	0.03	0.77	0.4	8.42	4.62
Total	100.00	100.00	100.00	100.00	100.00	100.00	100.00	100.00
Si/Al Ratio	6.45	6.21	6.36	6.14	3.09	2.97	1.33	1.28

3.4 Thermogravimetric Analysis

The results of thermogravimetric analysis (TGA) are illustrated in Fig. 10. It noticed from Fig. 10 that all the samples experienced an increase in the weight loss as the temperature increased. The rapid decline in the weight occurred before 200 °C was mainly due to the loss of free water and part of chemically combined water existing in FAGCs (Kong and Sanjayan 2010; Rashad 2015; Abdulkareem et al. 2014). After the quick weight loss, all the four mixtures experienced a gradual weight loss between 200 and 800 °C, which was related to the evaporation of chemically combined water that occurred up to 300 °C (Abdulkareem et al. 2014) and to the dehydroxylation of OH groups that occurred at temperatures above 300 °C (Duxson et al. 2007a, b). It can be seen from Fig. 10 that the weight losses of the four groups were different and the difference of weight loss began to be larger at about 150 °C. This indicates that different amounts of geopolymer gels were produced in these four groups, which was consistent with the results of SEM–EDS test. The weight loss of M13, M14, M15 and M16 after exposure to 800 °C was about 6.4%, 6.0%, 7.0% and 8.7%. The results showed that the weight loss reached the minimum (6.0%) with declining the SiO₂/Na₂O ratio to 1.7:1 from 2.0:1 and it then increased to 7.0% and 8.7% with declining the SiO₂/Na₂O ratios to 1.4:1 and 1.2:1, respectively.

The results of derivative thermogravimetry (DTG) are presented in Fig. 11 It can be observed from Fig. 11 that the first peak of M16 sample occurred at about 55.2 °C and the first peak of M13, M15 and M14 samples occurred at about 79.3 °C, 79.6 °C and 87.1 °C, respectively. The first peak represents the maximum weight loss rate, which was believed to the evaporation of free water. All the four samples experienced faster weight loss rate up to 200 °C, after which a relatively gentle weight loss rate was observed. A second peak could be observed at about 632 °C in all the DTG curves, which is attributed to the dehydroxylation of sodium-based geopolymers (${\text{Na}}_{n } \left\{ { - \left( {{\text{SiO}}_{2} } \right)_{2} {\text{AlO}}_{2} } \right\}_{\text{n}} \cdot {\text{wH}}_{2} {\text{O}}$) (Duxson et al. 2007b). Due to the two distinct peaks, there were two step weight loss in all the TGA curves.

4 Property Development and Optimal Mixture Design of FAGC

4.1 Mechanism of Strength Development and Failure Analysis Under Compression

The compressive strength of FAGC increased with the increase of curing time because geopolymerization continued to occur during the curing period. The continued geopolymerization could reduce the size and number of pores, diminish the width and number of cracks and enhance the strength of MAIZ, which was illustrated in Fig. 12.

The influence of HSC and L/FA ratio could be intuitively expressed by Eqs. (1) and (2) (Van Jaarsveld et al. 1997)

$$\left( {{\text{Si}}_{2} {\text{O}}_{5} ,{\text{Al}}_{2} {\text{O}}_{2} } \right)_{\text{n}} + {\text{nSiO}}2 + 4{\text{nH}}_{2} {\text{O}} + {\text{nOH}}^{ - } \to {\text{n}}({\text{OH}})_{3} - {\text{Si}} - {\text{O}} - \mathop {\mathop {{\text{Al}}^{ - } }\limits_{|} }\limits_{{({\text{OH}})_{2} }} - {\text{O}} - {\text{Si}} - ({\text{OH}})_{3}$$

(1)

$$\begin{aligned} {\text{n}}({\text{OH}})_{3} - {\text{Si}} - {\text{O}} - \mathop {\mathop {{\text{Al}}^{ - } }\limits_{|} }\limits_{{({\text{OH}})_{2} }} - {\text{O}} - {\text{Si}} - ({\text{OH}})_{3} + {\text{NaOH or KOH}} \to ({\text{Na}}^{ + } ,{\text{K}}^{ + } ) - ( - \mathop {\mathop {\text{Si}}\limits_{|}^{{^{|} }} }\limits_{{\mathop {\text{O}}\limits_{|} }} - {\text{O}} - \mathop {\mathop {{\text{Al}}^{ - } }\limits_{|}^{|} }\limits_{{\mathop {\text{O}}\limits_{|} }} - {\text{O}} - \mathop {\mathop {\mathop {\text{Si}}\limits_{|}^{{^{|} }} }\limits_{\text{O}} }\limits_{|} - {\text{O}} - ) + 4{\text{nH}}_{2} {\text{O}} \hfill \\ \, \hfill \\ {\text{ Geopolymeric structure}} \hfill \\ \end{aligned}$$

(2)

The NaOH solution of higher concentration had greater ability in the efficiency of activation (Zuhua et al. 2009) and higher SHC was more effective in dissolving the fly ash particles, leading to much more complete geopolymerization and improving the compressive strength. Hence the increase in SHC value made a greater contribution to a relatively high geopolymerization degree and resulted in higher compressive strength. Previous works (Weng and Sagoe-Crentsil 2007; Sagoe-Crentsil and Weng 2007) and Eq. (1) demonstrated that water was an important medium for the destruction of raw materials and the transfer of effective ions. However, too much water would decrease the geopolymerization rate because of its dilution effect. Therefore, compressive strength increased with L/FA ratio below 0.44 and declined with the increase in the L/FA ratio in the range of from 0.44 to 0.52. Previous work (Sathonsaowaphak et al. 2009) proved that the compressive strength began to decline when the SS/SH ratio was larger than 2.0 because of the difficulty in compaction. Additionally, sodium silicate solution was a combination of sodium silicate and distilled water. The increase in the ratio increased the water content existing in the alkaline solution, resulting in the decrease in the concentration of NaOH solution. As a result, the geopolymerization rate would be reduced and less N–A–S–H gels would be produced.

Figure 13 was used to conduct the failure analysis of FAGC under compression. Based on the results of Fig. 6, the concrete failure can be divided into three models (I, II and III) according to the position of failure plane. It was observed from Fig. 13 that the position of failure plane was related to the compressive strength of FAGCs. Generally, the failure plane occurred at the location of has the lowest strength. For example, the strength of mortar–aggregate interface zone (MAIZ) was the lowest in model II, therefore the concrete specimen was crushed because of the failure of MAIZ.

4.2 Optimal Mixture Design

4.2.1 Orthogonal Analysis Principle

The orthogonal analysis was used to gain the optimal geopolymer concrete mix. The analysis process consists of range analysis and variance analysis. The range analysis is used to determine the optimal level of each factor and assess the significance level of all factors. In the range analysis, the K value and R value are calculated. The K value of each level of a factor is the sum of four compressive strength values with the same level. Taking factor A for an example, the K₁ value is the sum of compressive strength of all specimens with L/FA of 0.40. The level of each factor with the largest K value has the most significant influence on compressive strength. The R value for each factor is the difference between the maximum and minimal K values of the four levels. The influence of one factor on the compressive strength would be the most significant if it has the largest R value. The variance analysis is conducted to calculate the P-value of each factor. The most significant factor has the smallest P-value. The orthogonal analysis process is also illustrated using the following flowchart (Fig. 14).

4.2.2 Results of Orthogonal Analysis and Optimal Mixture Design

The 7-day compressive strength and 28-day compressive strength (Table 6) were selected to conduct the range analysis. The results of range analysis are summarized in Table 8.

Table 8

The range analysis on initial and long-term compressive strength.

Factors	7-day compressive strength			28-day compressive strength			480-day compressive strength
Factors	A (L/FA)	B (SHC)	C (SS/SH)	A (L/FA)	B (SHC)	C (SS/SH)	A (L/FA)	B (SHC)	C (SS/SH)
K₁	199.3	134.7	227.1	211.5	142.8	238.4	260.5	178.7	284.6
K₂	218.0	184.7	218.3	224.8	197.1	230.0	265.3	240.6	280.4
K₃	207.6	228.7	192.9	221.7	243.3	210.1	272.4	297.1	255.6
K₄	183.8	260.6	159.9	193.8	268.6	173.6	245.8	327.6	223.4
K	808.7	808.7	808.7	851.8	851.8	851.8	1044.0	1044.0	1044.0
R	34.2	125.8	71.7	31.1	125.8	64.8	26.6	149.0	61.2

In Table 8, K₁ value equals to the sum of compressive strength of all specimens with level 1 of each factor. K value and R value are calculated as Eq. (3) and Eq. (4).

$$K = \, K_{1} + K_{2} + \, K_{3} + \, K_{4}$$

(3)

$$R = {\text{ Max }}\left[ {K_{1} ,K_{2} ,K_{3} ,K_{4} } \right] \, - {\text{ Min }}\left[ {K_{1} ,K_{2} ,K_{3} ,K_{4} } \right]$$

(4)

It is observed from Table 8 that the influence of SHC factor on initial and long-term compressive strength is the most significant because of its largest R value. As the SHC value increased from 8 M to 14 M, the 7-day, 28-day and 480-day compressive strength increased 95.4%, 86.9% and 83.37% respectively. It was also observed from Table 8 that the K value of factor B increased with the molarity of NaOH solution, indicating that the compressive strength of FAGC tended to increase with the increase of NaOH molarity. As the SS/SH ratio increased from 2.0 to 4.0, the 7-day, 28-day and 480-day compressive strength reduced 29.6%, 27.2% and 21.5%, respectively. The K value of factor C declined with the ratio of SS/SH, which could be obtained from Table 8. It demonstrated that an increase in the ratio of SS/SH resulted in the decline of initial and long-term compressive strength. Table 8 shows that the K value of factor A reached its maximum when the L/FA ratio was 0.44. The K value of factor A increased with the increase of L/FA ratio when the ratio was smaller than 0.44 and then decreased with the increase of the ratio when the ratio was larger than 0.44. This result indicates that initial and long-term compressive strength of FAGC reached its maximum when the L/FA ratio was 0.44.

The variance analysis which is involved in large numbers of mathematics calculation was conducted using the SPSS software. The sum of squares (SS), degree of freedom (DF), F value (F) and P-value (P) are presented in Table 9. The influence of the factor on compressive strength would be more significant if the P-value of each factor was smaller. As shown in Table 9, the P-value of factor B was the smallest followed by those of factors C and A. Therefore, the influence of sodium hydroxide concentration (SHC) on compressive strength was much more significant than the other two factors. Additionally, the P-values of the three factors at all the testing ages are also presented in Fig. 15. The P-values of factor A were the biggest during all the curing ages. Therefore, the influence of L/FA ratio ranging from 0.4 to 0.52 on compressive strength of geopolymer concrete was not as significant as the influence of water to cement ratio on compressive strength of traditional cement-based concrete. However, L/FA ratio played a vital role in providing an essential liquid environment for geopolymerization.

Table 9

The variance analysis on 7- and 28-day compressive strength.

Sources of variation	7-day compressive strength				28-day compressive strength
Sources of variation	SS	DF	F	P	SS	DF	F	P
A(L/FA)	193.1	3	0.257	0.855	160.8	3	0.218	0.882
B(SHC)	2133.2	3	7.964	0.003	2239.3	3	10.135	0.001
C (SS/SH)	731.3	3	1.183	0.357	616.6	3	0.986	0.432
Error	3.654	3	1.0	0.5	3.604	3	1.0	0.5

The results of 28-day, 60-day, 100-day and 480-day compressive strength subtracted 7-day compressive strength were calculated as compressive strength growth ratio. The P-values of various factors on the compressive strength growth ratio are shown in Fig. 16. The P-value of factor B was the largest during all the curing days and it reached 0.878 at 480 days. The results indicate that the influence of concentration of NaOH solution made very little difference to the strength enhancement with age after the initial heat curing, which was distinctly different from its significant influence on the initial strength. The figure also shows that the P-value of factor C decreased with the curing days, indicating that the influence of SS/SH ratio on compressive strength growth ratio became more and more significant with the increase of age.

On the basis of range analysis, the optimal mixture was A2B4C1, which meant that L/FA ratio was at level 2, SHC was at level 4 and SS/SH ratio was at level 1.

5 Conclusion

This study quantitatively assessed the influence of three important factors on the compressive strength and rate of compressive strength increase over the long term up to 480 curing days. The following conclusions are drawn from this study:

The initial compressive strength was higher for using higher concentration of NaOH solution. However, the rate of compressive strength increase over the long term was low for the mixtures using higher concentration of NaOH solution.

The initial and long-term compressive strength decreased with the increase of SS/SH ratio. Even though the SS/SH ratio showed a small effect on the initial compressive strength, it showed a significant effect on the rate of compressive strength increase over the long term.

The initial and long-term compressive strength showed an increasing trend with the increase of liquid to fly ash ratio of up to 0.44 and then showed a decreasing trend with the increase of liquid to fly ash ratio.

The 480-day compressive strength of FAGC increased with the increase of the Na₂O/SiO₂ molar ratio. Also, the 480-day compressive strength increased with the increase in Si/Al molar ratio of up to 1.87 and was observed to decline when the Si/Al molar ratio was greater than 1.87.

Based on the failure modes of concrete, the long-term compressive strength of FAGC was found to be associated with the strength of the mortar–aggregate interfacial zone (MAIZ).

Based on theoretical analysis of the results of OED method, the optimum mixture was found as A2B4C1, which represents L/FA ratio at level 2, SHC at level 4 and SS/SH ratio at level 1.

Acknowledgments

The authors also like to thank He Yi of the Analytical & Testing Center (ATC) of Sichuan University for his great help in the SEM–EDS tests. The first author is supported by the China Scholarship Council (CSC), which is sincerely appreciated.

Competing interests

The authors declare that they have no competing interests.

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Titel: Investigating Various Factors Affecting the Long-Term Compressive Strength of Heat-Cured Fly Ash Geopolymer Concrete and the Use of Orthogonal Experimental Design Method
verfasst von: Hongen Zhang
Lang Li
Prabir Kumar Sarker
Tao Long
Xiaoshuang Shi
Qingyuan Wang
Gaochuang Cai
Publikationsdatum: 01.12.2019
Verlag: Springer Singapore
Erschienen in: International Journal of Concrete Structures and Materials / Ausgabe 1/2019
Print ISSN: 1976-0485
Elektronische ISSN: 2234-1315
DOI: https://doi.org/10.1186/s40069-019-0375-7

Springer Professional

Abstract

Publisher's Note

1 Introduction

2 Experimental Procedure

2.1 Materials

2.1.1 Aggregates

2.1.2 Fly Ash

2.1.3 Alkali-Activator Solution

2.2 Specimen Preparation

2.2.1 Mixture Design

2.2.2 Casting and Curing of Test Specimens

2.3 Test Procedure

2.3.1 Compressive Strength Test

2.3.2 Scanning Electron Microscopy (SEM) and Energy Dispersive Spectroscopy (EDS) Test

2.3.3 Thermogravimetric Analysis (TGA) and Derivative Thermogravimetric Analysis (DTG)

3 Test Results and Discussions

3.1 Compressive Strength

3.2 The Failure Pattern of Concrete

3.3 Microstructures

3.4 Thermogravimetric Analysis

4 Property Development and Optimal Mixture Design of FAGC

4.1 Mechanism of Strength Development and Failure Analysis Under Compression

4.2 Optimal Mixture Design

4.2.1 Orthogonal Analysis Principle

4.2.2 Results of Orthogonal Analysis and Optimal Mixture Design

5 Conclusion

Acknowledgments

Competing interests

Publisher's Note

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