# Research on Properties of Foamed Concrete Reinforced with Small Sized Glazed Hollow Beads

Authors: Chi Hu; Hui Li; Zhongwei Liu; Qingyuan Wang
Journal: Advances in Materials Science and Engineering
 (2016)

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## Abstract

Foamed concrete (400 kg/m3) was prepared through a physical foaming method using ordinary Portland cement (42.5R), vegetable protein foaming agent, fly ash, and glazed hollow beads (GHB, K46) as raw materials. The performance of cement paste as well as the structure and distribution of air voids was characterized by rheometry, SEM, and XRD analyses with imaging software. The effects of GHBs on the compressive strength and thermal conductivity of the foamed concrete sample were also explored. Results show that the proportion of 50–400 μm air voids, average air-void diameter, 28 d compressive strength, and thermal conductivity of the test sample mixed with 2.4 wt% GHBs are 94.44%, 182.10 μm, 2.39 MPa, and 0.0936 w/(m·k), respectively. Excessive amount of GHBs (>2.4 wt%) increases the amount of air voids with diameter smaller than 50 μm in the hardened foamed concrete as well as the degree of open porosity. Moreover, the proportion of 50–400 μm air voids, average air-void diameter, 28 d compressive strength, and thermal conductivity of the sample mixed with 4.0 wt% GHBs are 88.54%, 140.50 μm, 2.05 MPa, and 0.0907 w/(m·k), respectively.


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## Body

## 1. Introduction

The construction of high-rise and super high-rise buildings impels the need to reduce the weight of walls; foamed concrete has become one of the hotspots in research of building materials because of the national policy that advocates energy efficiency of buildings [1–6]. Glazed hollow beads (GHBs), a new inorganic thermal insulator, are characterized by spherical hollow structure, closed air voids, vitrified surface, stable physical and chemical properties, low density, low thermal conductivity, and good fluidity [7, 8]. GHBs are widely applied in coatings, thermal mortar, and thermal insulators [9–16].Researchers have improved the mechanical properties and thermal conductivity of foamed concrete by adding expanded perlites and fibers. Zhao et al. [17] prepared 900 kg/m3 foamed concrete by adding expanded perlites; the prepared foamed concrete exhibits a thermal conductivity of 0.1334 w/(m·k) and a 28 d compressive strength of 3.2 MPa. Chen and Liu [18] prepared 800 kg/m3 foamed concrete by using ordinary Portland cement (with a 28 d compressive strength of 72.5 MPa), high alumina cement (92.4% SiO2), PP fiber, and EPS fiber. The prepared foamed concrete features a 28 d compressive strength of 11.0 MPa and a high thermal conductivity of 0.25 w/(m·k). GHBs are widely added in thermal mortar and insulators; these beads can reduce the density of concrete materials and significantly enhance the thermal insulation properties of mortar and concrete [9, 12, 13, 15]. Nevertheless, few studies reported the application of GHBs in foamed concrete (GHBFC). Generally, GHBs with small dimension show high compressive strength. Small GHBs demonstrate higher strength and maximally improve the compressive strength of foamed concrete compared with expanded perlites with high thermal insulation property. Moreover, spherical GHBs demonstrate higher dispersion capability than fibers presenting outstanding reinforcement effect and thus can be used to simplify the manufacture of modified concrete materials.In this study, GHBs were added to GHBFC to partially replace the cement. The effects of GHBs on the fluidity of cement paste as well as on the structure of air voids and pore walls of foamed concrete were also investigated. Our results provide a reference for production of light foamed concrete with high compressive strength and low thermal conductivity.


## 2. Experimental

### 2.1. Materials

Ordinary Portland cement (PO 42.5R, in accordance with the Chinese standard, GB 175-2007) was provided by Deyang Lisen Cement Plant. The particle size and surface morphology of the cement are shown in Figure1(a). The plant protein foaming agent was provided by Sichuan Xinhan Corrosion Protection Engineering Co., Ltd. Level I fly ash was acquired from Jiangyou Thermal Power Plant. GHBs (K46) were produced by Minnesota Mining and Manufacturing (USA). The primary physical and chemical characters of GHBS are listed in Table 1. The particle sizes and surface morphologies of GHBs are shown in Figure 1(b). Particle size distribution (Figure 2) was determined using Mastersizer 2000 (Malvern, England).Table 1
The primary physical and chemical characters of GHBs.
SiO2 (%)
Al2O3 (%)
CaO (%)
Fe2O3 (%)
K2O (%)
Na2O (%)
Compressive strength (MPa)
True density (kg/m3)
The particle size (μm)
10%
50%
90%
70.34
16.10
9.89
0.13
0.68
0.16
41.34
460
15
40
75Figure 1
SEM images of the cements and GHBs mentioned.
(a)
Cements ×500
(b)
GHBs ×500Figure 2
Particle size distribution of GHBs.


### 2.2. Preparation

All GHBFC specimens were prepared in the laboratory by using a 15 dm3 horizontal type mixer (GH-15, Beijing Guanggui Jingyan Foamed Concrete Science & Technology Co., Ltd.) at 25°C and under the mixing speed of 40 r/min. The process is detailed as follows:(1)
The foaming agent was diluted with water at 1 : 15 ratio. The dilution was injected into the bucket of the foamer (ZK-FP-20, Beijing Zhongke Zhucheng Building Materials Co., Ltd.) by using a high-pressure pump. The dilution was placed in the foaming device and subjected to high-pressure air produced by an air compressor to generate uniform fine bubbles.
(2)
Cement, fly ash, GHBs, and water were placed into the mixer (Table2) and mixed for 2 min. The relative viscosity of each fresh concrete was measured immediately after mixing. An appropriate amount of foam was subsequently added and mixed for 2 min until well-blended slurry was formed.
(3)
The slurry was placed in a 100 mm × 100 mm × 100 mm or 300 mm × 300 mm × 30 mm mold, leveled by a steel ruler, and then placed in a room at20
±
2°C with relative humidity (RH) of 60%. The specimens were removed from the molds after 24 h and stored in a fog room (20
±
2°C; RH > 95%) for curing for 28 d.Table 2
Mix proportions of 400 kg/m3 GHBFC.
Mixes designation
Design density (kg/m3)
Cement (g)
Fly ash (g)
GHBs (%)
Water-binder ratio
Foam (mL)
400-fa
400
1798
1199
0
0.60
5122
400-g1
400
1774
1199
0.8
0.60
5122
400-g2
400
1750
1199
1.6
0.60
5122
400-g3
400
1726
1199
2.4
0.60
5122
400-g4
400
1702
1199
3.2
0.60
5122
400-g5
400
1678
1199
4.0
0.60
5122
Note: the mixing amount of GHBs means the percentage of the gross binder material by weight.


### 2.3. Test Methods

The shear stress of the specimens under different shearing rates was tested according to the test principle of non-Newtonian fluid viscosity by using a rotary viscometer (NXS-11A, Chengdu Instrument Factory, China). The Bingham model was used in linear fitting to determine the relationship between shear stress and shearing rate. The slope of the fitting curve represents the relative viscosity of the slurry (experiment parameters: laboratory temperature is 25°C, A system).The absolute dry density and true density of GHBFC were measured according to the ChineseFoamed Concrete standard (JG/T 266-2011) andCement Density Measurement Method standard (GB/T 208-2014), respectively. The vacuum water absorption ratio of the test specimens was determined using an intelligent concrete vacuum water saturation instrument (Beijing Shengshi Weiye Science & Technology Co., Ltd., China). The open porosity of GHBFC was calculated as follows:(1)
V
o
p
=
V
w
a
t
e
r
V
s
a
m
p
l
e
×
100
%
,where V
o
p, V
s
a
m
p
l
e, and V
w
a
t
e
r are the open porosity, the volume of test specimens, and the volume of water absorbed by the test specimens in vacuum state, respectively.The compressive strength of the test specimens was measured by a fully automatic constant stress testing machine (JYE-300A, Beijing Jiwei Testing Instrument Co., Ltd., China) under a loading rate of 200 N/s. Slices (8 mm × 5 mm × 5 mm) of the test specimens were obtained from six directions. The reaction was terminated through hydration with absolute ethyl alcohol and dried in an oven at 60°C until a constant mass was obtained. The microstructures of the specimens were determined using a scanning electron microscope (SEM, Hitachi JSM-7500F). After binarization of the SEM images, Image-Pro Plus 6.0 was used to analyze and extract data on the pore characteristics of the specimens. Figure3 shows the SEM images of the foamed concrete specimens before and after binarization. The mineral phases of the samples were identified through X-ray diffraction (XRD, DX-2600) analysis, with Cu as target under continuous scanning at 5°–70° with a speed of 0.06°/s. The thermal conductivity of the test specimens was determined by a thermal conductivity apparatus (JTRG-III, Beijing Century Jiantong Environmental Technology Co., Ltd.). The temperatures for the cold and hot plates were set as 5°C and 40°C, respectively.Figure 3
SEM images of the foamed concrete specimens before and after binarization.
(a)
Original image ×40
(b)
Binarization processing image ×40


## 2.1. Materials

Ordinary Portland cement (PO 42.5R, in accordance with the Chinese standard, GB 175-2007) was provided by Deyang Lisen Cement Plant. The particle size and surface morphology of the cement are shown in Figure1(a). The plant protein foaming agent was provided by Sichuan Xinhan Corrosion Protection Engineering Co., Ltd. Level I fly ash was acquired from Jiangyou Thermal Power Plant. GHBs (K46) were produced by Minnesota Mining and Manufacturing (USA). The primary physical and chemical characters of GHBS are listed in Table 1. The particle sizes and surface morphologies of GHBs are shown in Figure 1(b). Particle size distribution (Figure 2) was determined using Mastersizer 2000 (Malvern, England).Table 1
The primary physical and chemical characters of GHBs.
SiO2 (%)
Al2O3 (%)
CaO (%)
Fe2O3 (%)
K2O (%)
Na2O (%)
Compressive strength (MPa)
True density (kg/m3)
The particle size (μm)
10%
50%
90%
70.34
16.10
9.89
0.13
0.68
0.16
41.34
460
15
40
75Figure 1
SEM images of the cements and GHBs mentioned.
(a)
Cements ×500
(b)
GHBs ×500Figure 2
Particle size distribution of GHBs.


## 2.2. Preparation

All GHBFC specimens were prepared in the laboratory by using a 15 dm3 horizontal type mixer (GH-15, Beijing Guanggui Jingyan Foamed Concrete Science & Technology Co., Ltd.) at 25°C and under the mixing speed of 40 r/min. The process is detailed as follows:(1)
The foaming agent was diluted with water at 1 : 15 ratio. The dilution was injected into the bucket of the foamer (ZK-FP-20, Beijing Zhongke Zhucheng Building Materials Co., Ltd.) by using a high-pressure pump. The dilution was placed in the foaming device and subjected to high-pressure air produced by an air compressor to generate uniform fine bubbles.
(2)
Cement, fly ash, GHBs, and water were placed into the mixer (Table2) and mixed for 2 min. The relative viscosity of each fresh concrete was measured immediately after mixing. An appropriate amount of foam was subsequently added and mixed for 2 min until well-blended slurry was formed.
(3)
The slurry was placed in a 100 mm × 100 mm × 100 mm or 300 mm × 300 mm × 30 mm mold, leveled by a steel ruler, and then placed in a room at20
±
2°C with relative humidity (RH) of 60%. The specimens were removed from the molds after 24 h and stored in a fog room (20
±
2°C; RH > 95%) for curing for 28 d.Table 2
Mix proportions of 400 kg/m3 GHBFC.
Mixes designation
Design density (kg/m3)
Cement (g)
Fly ash (g)
GHBs (%)
Water-binder ratio
Foam (mL)
400-fa
400
1798
1199
0
0.60
5122
400-g1
400
1774
1199
0.8
0.60
5122
400-g2
400
1750
1199
1.6
0.60
5122
400-g3
400
1726
1199
2.4
0.60
5122
400-g4
400
1702
1199
3.2
0.60
5122
400-g5
400
1678
1199
4.0
0.60
5122
Note: the mixing amount of GHBs means the percentage of the gross binder material by weight.


## 2.3. Test Methods

The shear stress of the specimens under different shearing rates was tested according to the test principle of non-Newtonian fluid viscosity by using a rotary viscometer (NXS-11A, Chengdu Instrument Factory, China). The Bingham model was used in linear fitting to determine the relationship between shear stress and shearing rate. The slope of the fitting curve represents the relative viscosity of the slurry (experiment parameters: laboratory temperature is 25°C, A system).The absolute dry density and true density of GHBFC were measured according to the ChineseFoamed Concrete standard (JG/T 266-2011) andCement Density Measurement Method standard (GB/T 208-2014), respectively. The vacuum water absorption ratio of the test specimens was determined using an intelligent concrete vacuum water saturation instrument (Beijing Shengshi Weiye Science & Technology Co., Ltd., China). The open porosity of GHBFC was calculated as follows:(1)
V
o
p
=
V
w
a
t
e
r
V
s
a
m
p
l
e
×
100
%
,where V
o
p, V
s
a
m
p
l
e, and V
w
a
t
e
r are the open porosity, the volume of test specimens, and the volume of water absorbed by the test specimens in vacuum state, respectively.The compressive strength of the test specimens was measured by a fully automatic constant stress testing machine (JYE-300A, Beijing Jiwei Testing Instrument Co., Ltd., China) under a loading rate of 200 N/s. Slices (8 mm × 5 mm × 5 mm) of the test specimens were obtained from six directions. The reaction was terminated through hydration with absolute ethyl alcohol and dried in an oven at 60°C until a constant mass was obtained. The microstructures of the specimens were determined using a scanning electron microscope (SEM, Hitachi JSM-7500F). After binarization of the SEM images, Image-Pro Plus 6.0 was used to analyze and extract data on the pore characteristics of the specimens. Figure3 shows the SEM images of the foamed concrete specimens before and after binarization. The mineral phases of the samples were identified through X-ray diffraction (XRD, DX-2600) analysis, with Cu as target under continuous scanning at 5°–70° with a speed of 0.06°/s. The thermal conductivity of the test specimens was determined by a thermal conductivity apparatus (JTRG-III, Beijing Century Jiantong Environmental Technology Co., Ltd.). The temperatures for the cold and hot plates were set as 5°C and 40°C, respectively.Figure 3
SEM images of the foamed concrete specimens before and after binarization.
(a)
Original image ×40
(b)
Binarization processing image ×40


## 3. Results and Discussion

### 3.1. Influence of GHBs on Slurry Fluidity

The effect of GHB content on the rheological properties of slurry is shown in Figure4. The slope of the relational curve between shear stress and shearing rate represents the relative viscosity of the slurry. The calculated relative viscosities of 400-fa, 400-g1, 400-g2, 400-g3, 400-g4, and 400-g5 are 0.0274, 0.0267, 0.0238, 0.0203, 0.0196, and 0.0133 Pa·s (Figure 4). The relative viscosity of the slurry decreases with increasing GHB content. The effect of GHB content on the slump flow of slurry is also shown in Figure 5. The fluidity increases with increasing GHB content.Figure 4
Effect of GHB content on the rheological properties of slurry.Figure 5
Effect of GHB content on the slump flow of slurry.These findings can be explained from two aspects. On the one hand, GHBs (K46) exhibit smooth surface and spherical shape compared with cement with sharp angles (Figure1) and thus can improve slurry fluidity. On the other hand, GHBs display larger length-diameter ratio and smaller specific surface area than those of cement. During mixing, the foamed concrete slurry mixed with GHBs, instead of cement, requires less water for surface wetting and contains high amounts of free water in the slurry system; this sample exhibits reduced relative viscosity and increased liquidity. This result indicates that slurry containing GHBs can improve the workability of foamed concrete.


### 3.2. Effect of GHBs on Air-Void Features and Mechanism Analysis

Figure6 shows the SEM images of air voids in the specimens. The characteristics of air voids are obtained by Image-Pro Plus 6.0, and the results are shown in Table 3 and Figure 7. Table 3 shows that the average air-void diameter of the samples is negatively correlated with GHB content. Figure 7 shows that the proportions of small air voids (<50 μm) of 400-fa, 400-g1, 400-g2, 400-g3, 400-g4, and 400-g5 are 6.38%, 7.26%, 3.97%, 0.79%, 2.10%, and 10.42%, respectively; the ratios of the relatively large air voids (400–1000 μm) in the above-mentioned samples are 9.58%, 4.84%, 3.17%, 4.76%, 3.50%, and 1.04%, respectively. The ratios of air voids (50–400 μm) that determine the strength values of 400-fa, 400-g1, 400-g2, 400-g3, 400-g4, and 400-g5 are 84.04%, 87.90%, 92.86%, 94.44%, 94.41%, and 88.54%, respectively. This finding is attributed to the GHBs surface, which exhibits high water absorption capacity and fast water absorption [19]. Thus, GHBs can provide sufficient water for hydration of adjacent cement particles, thereby reducing the initial setting time of cement on air-void walls, solidifying bubbles, and inhibiting surface tension-induced bubble growth during curing. As such, the ratios of small and large air voids within the foamed concrete decrease with increasing GHB content, and the distribution of air voids becomes centralized and uniform. Excessive GHBs may absorb excessive volume of water from the surface of adjacent bubbles and reduce the stability of bubbles, thereby inducing bubbles to divide into some smaller ones. This phenomenon increases the number of small air voids after setting and hardening of the foamed concrete slurry.Table 3
Characteristics of air voids of the test specimens.
Specimens
Minimum diameter (µm)
Maximum diameter (µm)
Mean diameter (µm)
Standard deviation
Variable coefficient
400-fa
39.07
698.3
203.2
139.7
0.512
400-g1
25.31
664.6
180.8
112.5
0.563
400-g2
37.74
569
179.8
103
0.266
400-g3
48.29
554
182.1
103.7
0.302
400-g4
40.42
546.6
170.5
97.53
0.281
400-g5
21.93
494.3
140.5
86.6
0.389Figure 6
SEM images of air voids in the specimens.
(a)
400-fa ×40
(b)
400-g1 ×40
(c)
400-g2 ×40
(d)
400-g3 ×40
(e)
400-g4 ×40
(f)
400-g5 ×40Figure 7
Effects of GHBs on air-voids diameter distribution of the test specimens.


### 3.3. Influences of GHB on Porosity and Strength

Table4 shows the correlation between porosity and compressive strength of the test specimens. The 28 d compressive strength values of 400-fa, 400-g1, 400-g2, 400-g3, 400-g4, and 400-g5 are 1.80, 1.89, 1.97, 2.39, 2.26, and 2.05 MPa, respectively. The compressive strength increases first, reaches its peak (2.39 MPa) at 2.4 wt%, and then decreases. The compressive strength of the foamed concrete increases and the open porosity gradually decreases when the GHB content increases from 0 wt% to 2.4 wt%. Compared with 400-fa, 400-g3 achieves 32.8% higher strength and 8.37% lower open porosity. The compressive strength of the foamed concrete decreases and the open porosity increases when the GHB content exceeds 2.4 wt%. GHBs exhibit a hollow structure and closed pores and form closed air voids after being added to foamed concrete, as manifested by increase in closed air voids and decrease in open air voids in 400-g1, 400-g2, and 400-g3. Excessive GHB content (>2.4%) produces high proportions of small air voids in the foamed concrete (Section 3.2, 400-g5 < 50 μm) and excessively large surface area of air voids; thus, high amounts of cement paste are required to cover the air voids. Under the same cement dosage, the walls between air voids in concrete with excessive GHBs are relatively thin and through holes are easily formed. At this point, the total open porosity of 400-g4 and 400-g5 begins to increase, whereas the strength begins to decline.Table 4
The correlation between porosity and compressive strength of the test specimens.
Specimens
Dry density (kg/m3)
Open porosity (%)
Closed porosity (%)
28 d compressive strength (MPa)
400-fa
406.5
46.07
36.25
1.80
400-g1
413.0
44.20
38.92
1.89
400-g2
413.5
43.05
39.30
1.97
400-g3
445.0
37.70
43.40
2.39
400-g4
426.5
43.95
38.69
2.26
400-g5
435.5
45.05
36.20
2.05The XRD patterns of the test specimens are depicted in Figure8, which shows that the pore walls of GHBFC generated through cement hydration are mainly composed of Ca(OH)2, C-S-H gel, and CaCO3. The SiO2 from GHBs does not participate in the hydration reaction during curing for 28 d.Figure 8
XRD patterns of the test specimens.Figure9 shows the SEM images of the pore walls of the test specimens. Figure 9(a) shows that the pore wall without GHBs consists of cross-linked hydration products and numerous micropores. Figures 9(b) and 9(c) show the SEM images of the pore walls of the test specimens with GHBs, which are compactly covered by the hydration products of cement.Figure 9
SEM images of the pore walls of the test specimens.
(a)
400-fa ×40,000
(b)
400-g3 ×1,000
(c)
400-g3 ×5,000From the perspective of material structure, primary factors that influence the compressive strength of foamed concrete include the structures of pore walls and air voids. Figures9(b) and 9(c) show that some micropores formed during cement hydration are replaced by high-strength GHBs with dense surface; thus, the pore wall of foamed concrete becomes denser, and the compressive strength improves. Low GHB content (≤1.6%) insignificantly affects the densification of pore walls and increases the number of through holes (Figures 6(b) and 6(c)). This phenomenon explains slight improvement in the compressive strength of 400-g1 and 400-g2. When the GHB content ranges from 2.4% to 3.2%, the pore walls become dense and few through holes are formed (Figures 6(d) and 6(e)). This finding indicates the outstanding reinforcement of the compressive strength of GHBFC. On the other hand, previous research [20] concluded that a narrow distribution of air-void diameter contributes to an even air-void diameter, high wall density, low open porosity, and high compressive strength of foamed concrete. As shown in Section 3.2, the average air-avoid diameter of the samples decreases gradually with increasing GHB content, which in turn increases the compressive strength of foamed concrete. Nevertheless, the amount of small air voids (<50 μm) in 400-g5 reaches as high as 10.42%, resulting in high total specific surface area of air voids and high demand for cement paste to cover the pores. Under the same cement content, the wall between pores is relatively thin and the amount of through holes increases (Figure 6(f)), resulting in the highest degree of open porosity and a considerable loss in strength. This finding demonstrates that excessive GHBs reduce compressive strength. In addition, this result indicates that GHBs play a vital role in improving the compressive strength of foamed concrete and an optimum GHB content must be applied.


### 3.4. Effects of GHBs on Thermal Conductivity

The effects of GHBs on thermal conductivity of the test specimens are depicted in Figure10. The thermal conductivity decreases with increasing GHB content. The thermal conductivity of 400-g3, which displays the highest compressive strength, is 0.0936 w/(m·k), whereas the thermal conductivity of 400-g5 exhibits the highest GHB content of 0.0907 w/(m·k). The thermal conductivity of a material is mainly determined by the size, quantity, shape, and interconnections of its pores [13]. A large number of small closed pores can effectively reduce air convection. Convective heat transfer between the pores via air is difficult because of the completely hollow porous structure of the GHB particles. The number of closed pores in the foamed concrete increases with increasing GHB content, resulting in decreased thermal conductivity.Figure 10
Effects of GHBs on thermal conductivity of the test specimens.


## 3.1. Influence of GHBs on Slurry Fluidity

The effect of GHB content on the rheological properties of slurry is shown in Figure4. The slope of the relational curve between shear stress and shearing rate represents the relative viscosity of the slurry. The calculated relative viscosities of 400-fa, 400-g1, 400-g2, 400-g3, 400-g4, and 400-g5 are 0.0274, 0.0267, 0.0238, 0.0203, 0.0196, and 0.0133 Pa·s (Figure 4). The relative viscosity of the slurry decreases with increasing GHB content. The effect of GHB content on the slump flow of slurry is also shown in Figure 5. The fluidity increases with increasing GHB content.Figure 4
Effect of GHB content on the rheological properties of slurry.Figure 5
Effect of GHB content on the slump flow of slurry.These findings can be explained from two aspects. On the one hand, GHBs (K46) exhibit smooth surface and spherical shape compared with cement with sharp angles (Figure1) and thus can improve slurry fluidity. On the other hand, GHBs display larger length-diameter ratio and smaller specific surface area than those of cement. During mixing, the foamed concrete slurry mixed with GHBs, instead of cement, requires less water for surface wetting and contains high amounts of free water in the slurry system; this sample exhibits reduced relative viscosity and increased liquidity. This result indicates that slurry containing GHBs can improve the workability of foamed concrete.


## 3.2. Effect of GHBs on Air-Void Features and Mechanism Analysis

Figure6 shows the SEM images of air voids in the specimens. The characteristics of air voids are obtained by Image-Pro Plus 6.0, and the results are shown in Table 3 and Figure 7. Table 3 shows that the average air-void diameter of the samples is negatively correlated with GHB content. Figure 7 shows that the proportions of small air voids (<50 μm) of 400-fa, 400-g1, 400-g2, 400-g3, 400-g4, and 400-g5 are 6.38%, 7.26%, 3.97%, 0.79%, 2.10%, and 10.42%, respectively; the ratios of the relatively large air voids (400–1000 μm) in the above-mentioned samples are 9.58%, 4.84%, 3.17%, 4.76%, 3.50%, and 1.04%, respectively. The ratios of air voids (50–400 μm) that determine the strength values of 400-fa, 400-g1, 400-g2, 400-g3, 400-g4, and 400-g5 are 84.04%, 87.90%, 92.86%, 94.44%, 94.41%, and 88.54%, respectively. This finding is attributed to the GHBs surface, which exhibits high water absorption capacity and fast water absorption [19]. Thus, GHBs can provide sufficient water for hydration of adjacent cement particles, thereby reducing the initial setting time of cement on air-void walls, solidifying bubbles, and inhibiting surface tension-induced bubble growth during curing. As such, the ratios of small and large air voids within the foamed concrete decrease with increasing GHB content, and the distribution of air voids becomes centralized and uniform. Excessive GHBs may absorb excessive volume of water from the surface of adjacent bubbles and reduce the stability of bubbles, thereby inducing bubbles to divide into some smaller ones. This phenomenon increases the number of small air voids after setting and hardening of the foamed concrete slurry.Table 3
Characteristics of air voids of the test specimens.
Specimens
Minimum diameter (µm)
Maximum diameter (µm)
Mean diameter (µm)
Standard deviation
Variable coefficient
400-fa
39.07
698.3
203.2
139.7
0.512
400-g1
25.31
664.6
180.8
112.5
0.563
400-g2
37.74
569
179.8
103
0.266
400-g3
48.29
554
182.1
103.7
0.302
400-g4
40.42
546.6
170.5
97.53
0.281
400-g5
21.93
494.3
140.5
86.6
0.389Figure 6
SEM images of air voids in the specimens.
(a)
400-fa ×40
(b)
400-g1 ×40
(c)
400-g2 ×40
(d)
400-g3 ×40
(e)
400-g4 ×40
(f)
400-g5 ×40Figure 7
Effects of GHBs on air-voids diameter distribution of the test specimens.


## 3.3. Influences of GHB on Porosity and Strength

Table4 shows the correlation between porosity and compressive strength of the test specimens. The 28 d compressive strength values of 400-fa, 400-g1, 400-g2, 400-g3, 400-g4, and 400-g5 are 1.80, 1.89, 1.97, 2.39, 2.26, and 2.05 MPa, respectively. The compressive strength increases first, reaches its peak (2.39 MPa) at 2.4 wt%, and then decreases. The compressive strength of the foamed concrete increases and the open porosity gradually decreases when the GHB content increases from 0 wt% to 2.4 wt%. Compared with 400-fa, 400-g3 achieves 32.8% higher strength and 8.37% lower open porosity. The compressive strength of the foamed concrete decreases and the open porosity increases when the GHB content exceeds 2.4 wt%. GHBs exhibit a hollow structure and closed pores and form closed air voids after being added to foamed concrete, as manifested by increase in closed air voids and decrease in open air voids in 400-g1, 400-g2, and 400-g3. Excessive GHB content (>2.4%) produces high proportions of small air voids in the foamed concrete (Section 3.2, 400-g5 < 50 μm) and excessively large surface area of air voids; thus, high amounts of cement paste are required to cover the air voids. Under the same cement dosage, the walls between air voids in concrete with excessive GHBs are relatively thin and through holes are easily formed. At this point, the total open porosity of 400-g4 and 400-g5 begins to increase, whereas the strength begins to decline.Table 4
The correlation between porosity and compressive strength of the test specimens.
Specimens
Dry density (kg/m3)
Open porosity (%)
Closed porosity (%)
28 d compressive strength (MPa)
400-fa
406.5
46.07
36.25
1.80
400-g1
413.0
44.20
38.92
1.89
400-g2
413.5
43.05
39.30
1.97
400-g3
445.0
37.70
43.40
2.39
400-g4
426.5
43.95
38.69
2.26
400-g5
435.5
45.05
36.20
2.05The XRD patterns of the test specimens are depicted in Figure8, which shows that the pore walls of GHBFC generated through cement hydration are mainly composed of Ca(OH)2, C-S-H gel, and CaCO3. The SiO2 from GHBs does not participate in the hydration reaction during curing for 28 d.Figure 8
XRD patterns of the test specimens.Figure9 shows the SEM images of the pore walls of the test specimens. Figure 9(a) shows that the pore wall without GHBs consists of cross-linked hydration products and numerous micropores. Figures 9(b) and 9(c) show the SEM images of the pore walls of the test specimens with GHBs, which are compactly covered by the hydration products of cement.Figure 9
SEM images of the pore walls of the test specimens.
(a)
400-fa ×40,000
(b)
400-g3 ×1,000
(c)
400-g3 ×5,000From the perspective of material structure, primary factors that influence the compressive strength of foamed concrete include the structures of pore walls and air voids. Figures9(b) and 9(c) show that some micropores formed during cement hydration are replaced by high-strength GHBs with dense surface; thus, the pore wall of foamed concrete becomes denser, and the compressive strength improves. Low GHB content (≤1.6%) insignificantly affects the densification of pore walls and increases the number of through holes (Figures 6(b) and 6(c)). This phenomenon explains slight improvement in the compressive strength of 400-g1 and 400-g2. When the GHB content ranges from 2.4% to 3.2%, the pore walls become dense and few through holes are formed (Figures 6(d) and 6(e)). This finding indicates the outstanding reinforcement of the compressive strength of GHBFC. On the other hand, previous research [20] concluded that a narrow distribution of air-void diameter contributes to an even air-void diameter, high wall density, low open porosity, and high compressive strength of foamed concrete. As shown in Section 3.2, the average air-avoid diameter of the samples decreases gradually with increasing GHB content, which in turn increases the compressive strength of foamed concrete. Nevertheless, the amount of small air voids (<50 μm) in 400-g5 reaches as high as 10.42%, resulting in high total specific surface area of air voids and high demand for cement paste to cover the pores. Under the same cement content, the wall between pores is relatively thin and the amount of through holes increases (Figure 6(f)), resulting in the highest degree of open porosity and a considerable loss in strength. This finding demonstrates that excessive GHBs reduce compressive strength. In addition, this result indicates that GHBs play a vital role in improving the compressive strength of foamed concrete and an optimum GHB content must be applied.


## 3.4. Effects of GHBs on Thermal Conductivity

The effects of GHBs on thermal conductivity of the test specimens are depicted in Figure10. The thermal conductivity decreases with increasing GHB content. The thermal conductivity of 400-g3, which displays the highest compressive strength, is 0.0936 w/(m·k), whereas the thermal conductivity of 400-g5 exhibits the highest GHB content of 0.0907 w/(m·k). The thermal conductivity of a material is mainly determined by the size, quantity, shape, and interconnections of its pores [13]. A large number of small closed pores can effectively reduce air convection. Convective heat transfer between the pores via air is difficult because of the completely hollow porous structure of the GHB particles. The number of closed pores in the foamed concrete increases with increasing GHB content, resulting in decreased thermal conductivity.Figure 10
Effects of GHBs on thermal conductivity of the test specimens.


## 4. Conclusions

In this study, the effect of GHB content on the properties of GHBFC was investigated, and the results can be summarized as follows:(1)
GHBs can reduce the relative viscosity and improve the workability of cement slurry.
(2)
A proper amount of GHBs mixed into a foamed concrete can significantly improve the compressive strength and narrow the distribution of air voids. Excessive GHB content would increase small air voids (<50μm), resulting in a high degree of open porosity in the hardened foamed concrete.
(3)
GHBs can reduce convective heat transfer through air, enhancing the thermal insulation of GHBFC.



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*Source: 5820870-2016-04-30.xml*