# Experimental Study and Application of a Novel Foamed Concrete to Yield Airtight Walls in Coal Mines

Authors: Hu Wen; Shixing Fan; Duo Zhang; Weifeng Wang; Jun Guo; Qingfeng Sun
Journal: Advances in Materials Science and Engineering
 (2018)

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## Abstract

Airtight walls are vital to prevent spontaneous combustion of residual coal as caused by air leakage. A new type of foamed concrete (FC) was developed to control air leakage. FC specimens of four densities (250, 450, 650, and 850 kg/m3) were prepared for use in a series of physical and mechanical tests. A thickener was used to control the FC shrinkage and collapse. The permeability of the FC decreased approximately exponentially with an increasing density. On the contrary, the compressive strength (σ) and elastic modulus (E) increased in exponential and linear relationship separately with the increase in density, under uniaxial compression conditions. Under triaxial compression, the compressive strength of the FC increased with an increase in confining pressure and appeared slight plastic. The impact experiment showed that the dynamic compressive strength of the FC appeared to be strain-rate dependent, and it increased with an increase in the strain rate and pressure under a confining pressure. Without a confining pressure, the variation in compressive strength exhibited a slow decrease. Applied FC resulted in a 5 MPa 28-day compressive strength of the airtight wall with no remaining fissures and with air leakage suppression to the gob.


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## Body

## 1. Introduction

The spontaneous combustion of residual coal in gob as triggered by air leakage has posed major threats to the safety of miners and mine facilities [1–3]. Approximately 56% of mines have been threatened by spontaneous combustion in China’s state-owned collieries, which account for 90–94% of Chinese coal mines [4–6]. In the Shenfu-Dongsheng coalfield, Shaanxi, the “U + L”-type ventilation system has been used extensively in the collieries. Thus, many cross headings were left in the gob during mining process. Building an airtight wall is thought to be a most effective way to control air leakage [7, 8], that is caused by the cross headings that remain in the gob.Because of limitations of materials and construction techniques, the construction of an airtight wall has been problematic over recent decades. Problems include the following aspects. Earlier airtight walls were built mostly from rigid materials [9], such as bricks and concrete [10]. The airtight walls cracked easily because of the huge surrounding rock stresses. Under such conditions, air would leak and penetrate into the gob by pressure difference and promote oxidation of the residual coal [11]. To obtain an improved sealing and to prevent incidences of spontaneous combustion [12, 13], new filling materials, such as gel materials, fly ash composite colloids, rigid polyurethane foams, Rocsil foams, Marithan, and Igloneige, have been applied to build airtight walls [1, 14–17]. However, these filling materials have shortcomings. For instance, gel materials have a relatively small compressive strength. Organic filling materials often release toxic gases and significant heat, which promotes coal oxidation [15, 17, 18].The development of new materials and improved construction techniques is critical for increasing mining depths and the application of new mining technologies. Foamed concrete (FC), as an inexpensive high-quality green material, has raised the attention of many experts and scholars. Since the 1980s, foreign countries with advanced mining safety technologies, such as Poland, Britain, Germany, France, South Africa, Australia, and the United States, have developed and applied various fissure plugging materials [19]. Because of their long solidification times, low foam expansion rates, and poor resistance to dynamic pressure, these materials cannot be used extensively in deep coal mines. To overcome these shortcomings, Wen et al. [20] and Tan et al. [21] developed a type of inorganic solidified foam-filling material and analyzed the effects of constituent materials on its basic physical and chemical properties in various experiments. Jambor [22] and Tang [23] probed the effects of pore structure on the FC strength. Kuzielová et al. [24] studied the effect of activated foaming agents on the FC properties. Based on the unique advantages of magnesium phosphate cement, Ma and Chen [25] used sodium bicarbonate as a foaming agent and developed new quick-setting and high-early-strength FC. Tan et al. [26] conducted a series of tests to investigate the influence of high temperature on the FC properties.Although many experts and scholars have carried out extensive research on FC for use in coal mines, minimal attention has been given to the influence of thickeners, rock pressure, and explosion shock waves on the properties of FC filling materials. Suitable filling equipment for underground coal mine environment has seldom been mentioned in prior research and patents.In this study, FC samples of 4 densities (250, 450, 650, and 850 kg/m3) were prepared for test. The effects of thickener on the concrete performance, the change in permeability, and compressive strength with density, and the variation rules in failure patterns with confining pressures and impact loading are presented. A set of suitable filling systems was also developed and improved. Its efficiency was tested at working face 31404 of the Halagou coal mine in 2016.


## 2. Experimental Details

### 2.1. Constituent Materials

Specimens were prepared by combining the following constituent materials:(1)
Ordinary Portland cement was from the Mengxi Cement Corporation, Inner Mongolia, China, and conformed to the Chinese National Standard (GB175-2007).(2)
Local tap water.(3)
The fly ash was a major solid waste that had been discarded by the Daliuta Thermal Power Plant, Shaanxi, China.(4)
The foaming agent was generated by mixing the foam activators and foam stabilizers in a 1 : 1 mass ratio. The foam activators consisted of lauryl amidopropyl betaine (C20H40N2O3) and potassium monoalkyl phosphate (C12H25OPO3K2) in a 7 : 3 ratio. The foam stabilizers were composed of triethanolamine (C6H15NO3) and oleic acid (C18H34O2) in a 1 : 1 ratio.(5)
Fiber was modified polypropylene from the Yonggu Engineering Fiber Equipment Co., Ltd, Jiangsu, China.(6)
PC100 polycarboxylate high-performance water-reducing agent was from the Subo New Building Materials Company, Wuhan, China.(7)
HSA-efficient quick-setting coagulant was from the China Building Materials Academy.(8)
The thickener was made up of silicon powder, bentonite, and xanthan gum. The mass ratio of the three components was 60 : 70 : 1.


### 2.2. Mixture Proportions

No standard method exists for proportioning FC. The orthogonal experiment design (OED) method was used to select the optimum mix proportions [27–30]. Then, the analysis of variance (ANOVA) was performed to estimate the relative significance of each factor in terms of percentage contribution to overall quality of FC. Consequently, the W/C ratio and foam volume played more significant roles in the FC in terms of dry density, compressive strength, tensile strength, and so on. Moreover, the optimal mix proportions could also be determined. Accordingly, we designed the FC specimen with different target densities according to the W/C ratio. Correspondingly, the constituent materials were mixed according to the above results strictly. Here, we take 1 m3 FC as an example, and the method can be described as follows:(1)ρd=δ⋅ms,where ρd is the target density of the FC specimen (kg/m3); δ is the empirical coefficient, 1.2 is suitable for the current constituent material ratio; and ms is the mass of solid constituent materials required per cubic meter of FC (kg/m3).The foam expansion volume can be obtained from the following equation [26]:(2)Vf=k1−Vcs=k1−mcρc+mwρw+mfaρfa,where Vf and Vcs are the volumes of foam expansion and cement slurry, respectively (m3), and k is a coefficient related to the foam quality, which varies from 1.1 to 1.3. According to the previous experiments, the foam agent was stable, so 1.18 was used. mc,mw,andmfa are mass of cement, water, and fly ash per cubic meter, respectively (kg); ρc,ρw,andρfa are the densities of cement, water, and fly ash (kg/m3), with ρc=3100kg/m3, ρw=1000kg/m3 , and ρfa=2600kg/m3, respectively. The water-cement ratio (W/C) is 0.5, namely, mw=0.50mc.The mass of foaming agent can be obtained by the following equations [31]:(3)mfo=Vfo⋅ρfo,where mfo and ρfo are the foam mass and density, respectively.(4)mfoa=mfoα+1,where mfoa is the mass of the foaming agent and α is the dilution ratio, α=20.The mass of fiber, water-reducing agent, coagulant, and thickener added into the mixtures account for 0.8%, 1.0%, 3.0%, and 1.5% of the cement mass, respectively. The details of the mix constituent proportions with the 4 FC densities of 250, 450, 650, and 850 kg/m3 are outlined in Table 1.Table 1
Mix proportions for different densities of foamed concrete.
Number
Target density (kg/m3)
Cement (kg)
Water (kg)
Fly ash (kg)
Foaming agent (kg)
Foam volume (m3)
Fiber (kg)
Water-reducing agent (kg)
Coagulant (kg)
Thickener (kg)
1
250
178.57
89.29
17.86
1.45
0.98
1.43
1.79
5.36
2.68
2
450
321.43
160.71
32.14
1.21
0.82
2.57
3.21
9.64
4.82
3
650
464.29
232.14
46.43
0.99
0.67
3.71
4.64
13.93
6.96
4
850
607.14
303.57
60.71
0.77
0.51
4.86
6.07
18.21
9.11


### 2.3. Specimen Preparation

As shown in Figure1, the specimen preparation can be summarized as follows:(i)
Mix the foam agent and water in 1 : 40 proportion and store these in a tank for foam generation.(ii)
Add measured ordinary Portland cement, water, fly ash, fiber, and water-reducing agent to a blender and stir for 5 min at the speed of 60 r/min.(iii)
During stirring, activate the air compressor to an accumulated pressure of 3.5 MPa. Add the foaming agent solution to the foam tank, open the ball valve, and allow solution to flow through the foam generator, as shown in Figure2.(iv)
Measure the foam volume using the graduated cylinder, and add foam into the cement slurry twice. Add a small quantity of foam (accounting for 1/4–1/5 of the foam quantity) to ensure the slurry is easy to dilute, and then add the remaining foam and change the stirring speed to 120 r/min.(v)
Maintain stirring for 2-3 min, add the coagulant and thickener rapidly, and continue stirring for 30–40 s.(vi)
Pour the evenly stirred slurry into 50 mm diameter × 100 mm high moulds, cast for 24 h, remove the specimens from the moulds, and seal in a curing box for 28 days before removal for further testing.Figure 1
Procedure of specimen perpetration.Figure 2
Schematic diagram of the foam generation system.


### 2.4. Actual Density Calculation of Specimens

After the specimens were removed out from the moulds, three standard specimens (Ø50 mm × 100 mm) in each density were chosen for actual density calculation. First, the actual dimensions of three specimens are gauged to calculate their volume, and then, these specimens were put into the oven for 24 h at 65°C. After 24 h, the baking temperature was adjusted to 100°C until the weight of specimens was constant. Then, the mass of these specimens were measured in ambient temperature. Ultimately, densities of the specimens can be obtained by the following expression:(5)ρa=MaVa,where Ma,Va,andρa are the actual mass, volume, and density of the specimen, respectively.


### 2.5. Experimental Apparatus

Specimen preparation and experiments on the physical and mechanical properties were carried out by the following test apparatus:(1)
NJ-160B cement blender with an autocontrol rotating speed of 0∼120 r/min (Kexi Instrument Equipment Co., Ltd. Hebei, China).(2)
Servo-controlled testing system (RMT-150B) is manufactured by the Institute of Rock and Soil Mechanics, the Chinese Academy of Sciences. This system can be used to conduct many types of tests, such as uniaxial compression, triaxial compression, tension, and fatigue tests [26, 32, 33]. Its maximum load is 1000 kN and the maximum confining pressure is 40 MPa. Using a self-designed testing container and the air supply system, the system can also be used to carry out the permeability test, and the maximum of gas injection pressure can reach 12 MPa.(3)
The Split Hopkinson pressure bar (SHPB) apparatus consists of an emitting cavity, a cone-shaped striker, an input bar, a transmitter bar, an absorption bar, and a data acquisition system [34, 35]. The lengths and diameters of the t input and output bars are 2500 m and 50 mm, respectively. The bars and striker are made of high-strength 40 Cr steel with a density of 7850 kg/m3 and Young’s modulus of 210 GPa. The wave propagation velocity c0=E/ρ=5172m/s.


### 2.6. Experimental Methodology

Compressive strength is the basic physical property of FC, which can be defined as the ability of the concrete specimen to sustain the axial load. In this study, the 28-day compressive strength of FC specimens of densities 250, 450, 650, and 850 kg/m3 was conducted in the RMT-150B machine according to the ASTM standards [36, 37]. To ensure the accuracy of the test, three specimens were prepared for compression at each density. To clarify the relationship between the uniaxial compressive strength and density quantitatively, the compressive strength was expressed as(6)σ=FA,where σ is the compressive strength (MPa), F is the maximum failure load, and A is the compressive area of the specimen (mm2).Triaxial compressive tests of samples of two FC densities (250 and 450 kg/m3) under different confining pressures (0.00, 0.25, 0.50, and 1.00 MPa) were also conducted in the RMT-150B machine.The FC permeability was determined in the servo-permeability test device, which was designed based on an RMT machine. The maximum gas injection pressure can reach 12 MPa. The FC permeability was measured under the steady-state method. Darcy’s equation was used to estimate the permeability of FC according to the experimental results [38]:(7)k=2Qp0μLAp12−p22,where Q is the gas flow rate, p0 is the atmospheric pressure, μ is the gas viscosity, L is the sample length, and p1 and p2 are the injection and outlet pressures, respectively. During the experiment, p1,p2,andQ were recorded when the gas was at steady state.In this study, theN2 permeability of FC was calculated at given set of confining pressures at 1.0 MPa fixed injection pressure. The confinement pressures ranged from 0 to 3.5 MPa and varied with the interval of 0.25 MPa. A similar series of tests were conducted on the FC specimens with the other three densities, and finally, the permeability as function of confining pressure and density was estimated.The dynamic compressive properties of FC were studied experimentally by using SHPB. Twenty specimens with a density of 850 kg/m3 were prepared and tested under various confining pressures (0, 2.5, 5.0, and 7.5 MPa). In each series of tests with the same confining pressure, the impact loading was increased from 0.3 MPa to 0.7 MPa. Prior to the experiment, specimens were sandwiched between the input and transmitter bars. The cone-shaped striker was ejected from the emitting cavity under pressurized nitrogen to strike the input bar and generate an incident pulse. Because of the impedance mismatch of the specimen and the input bar, only part of the incident pulse, as a transmitted pulse, was transmitted through the specimens into the transmitted bar, and the other part was reflected into the input bar. Strain gauges on the input bar and transmitted bar were used to record the incident, reflected, and transmitted pulses. Pulses collected by the data acquisition system were used to generate dynamic stress-strain curves. The response that was obtained by using SHPB was voltage signals, which need to be calculated according to a three-wave formula to obtain the stress-strain relation.


## 2.1. Constituent Materials

Specimens were prepared by combining the following constituent materials:(1)
Ordinary Portland cement was from the Mengxi Cement Corporation, Inner Mongolia, China, and conformed to the Chinese National Standard (GB175-2007).(2)
Local tap water.(3)
The fly ash was a major solid waste that had been discarded by the Daliuta Thermal Power Plant, Shaanxi, China.(4)
The foaming agent was generated by mixing the foam activators and foam stabilizers in a 1 : 1 mass ratio. The foam activators consisted of lauryl amidopropyl betaine (C20H40N2O3) and potassium monoalkyl phosphate (C12H25OPO3K2) in a 7 : 3 ratio. The foam stabilizers were composed of triethanolamine (C6H15NO3) and oleic acid (C18H34O2) in a 1 : 1 ratio.(5)
Fiber was modified polypropylene from the Yonggu Engineering Fiber Equipment Co., Ltd, Jiangsu, China.(6)
PC100 polycarboxylate high-performance water-reducing agent was from the Subo New Building Materials Company, Wuhan, China.(7)
HSA-efficient quick-setting coagulant was from the China Building Materials Academy.(8)
The thickener was made up of silicon powder, bentonite, and xanthan gum. The mass ratio of the three components was 60 : 70 : 1.


## 2.2. Mixture Proportions

No standard method exists for proportioning FC. The orthogonal experiment design (OED) method was used to select the optimum mix proportions [27–30]. Then, the analysis of variance (ANOVA) was performed to estimate the relative significance of each factor in terms of percentage contribution to overall quality of FC. Consequently, the W/C ratio and foam volume played more significant roles in the FC in terms of dry density, compressive strength, tensile strength, and so on. Moreover, the optimal mix proportions could also be determined. Accordingly, we designed the FC specimen with different target densities according to the W/C ratio. Correspondingly, the constituent materials were mixed according to the above results strictly. Here, we take 1 m3 FC as an example, and the method can be described as follows:(1)ρd=δ⋅ms,where ρd is the target density of the FC specimen (kg/m3); δ is the empirical coefficient, 1.2 is suitable for the current constituent material ratio; and ms is the mass of solid constituent materials required per cubic meter of FC (kg/m3).The foam expansion volume can be obtained from the following equation [26]:(2)Vf=k1−Vcs=k1−mcρc+mwρw+mfaρfa,where Vf and Vcs are the volumes of foam expansion and cement slurry, respectively (m3), and k is a coefficient related to the foam quality, which varies from 1.1 to 1.3. According to the previous experiments, the foam agent was stable, so 1.18 was used. mc,mw,andmfa are mass of cement, water, and fly ash per cubic meter, respectively (kg); ρc,ρw,andρfa are the densities of cement, water, and fly ash (kg/m3), with ρc=3100kg/m3, ρw=1000kg/m3 , and ρfa=2600kg/m3, respectively. The water-cement ratio (W/C) is 0.5, namely, mw=0.50mc.The mass of foaming agent can be obtained by the following equations [31]:(3)mfo=Vfo⋅ρfo,where mfo and ρfo are the foam mass and density, respectively.(4)mfoa=mfoα+1,where mfoa is the mass of the foaming agent and α is the dilution ratio, α=20.The mass of fiber, water-reducing agent, coagulant, and thickener added into the mixtures account for 0.8%, 1.0%, 3.0%, and 1.5% of the cement mass, respectively. The details of the mix constituent proportions with the 4 FC densities of 250, 450, 650, and 850 kg/m3 are outlined in Table 1.Table 1
Mix proportions for different densities of foamed concrete.
Number
Target density (kg/m3)
Cement (kg)
Water (kg)
Fly ash (kg)
Foaming agent (kg)
Foam volume (m3)
Fiber (kg)
Water-reducing agent (kg)
Coagulant (kg)
Thickener (kg)
1
250
178.57
89.29
17.86
1.45
0.98
1.43
1.79
5.36
2.68
2
450
321.43
160.71
32.14
1.21
0.82
2.57
3.21
9.64
4.82
3
650
464.29
232.14
46.43
0.99
0.67
3.71
4.64
13.93
6.96
4
850
607.14
303.57
60.71
0.77
0.51
4.86
6.07
18.21
9.11


## 2.3. Specimen Preparation

As shown in Figure1, the specimen preparation can be summarized as follows:(i)
Mix the foam agent and water in 1 : 40 proportion and store these in a tank for foam generation.(ii)
Add measured ordinary Portland cement, water, fly ash, fiber, and water-reducing agent to a blender and stir for 5 min at the speed of 60 r/min.(iii)
During stirring, activate the air compressor to an accumulated pressure of 3.5 MPa. Add the foaming agent solution to the foam tank, open the ball valve, and allow solution to flow through the foam generator, as shown in Figure2.(iv)
Measure the foam volume using the graduated cylinder, and add foam into the cement slurry twice. Add a small quantity of foam (accounting for 1/4–1/5 of the foam quantity) to ensure the slurry is easy to dilute, and then add the remaining foam and change the stirring speed to 120 r/min.(v)
Maintain stirring for 2-3 min, add the coagulant and thickener rapidly, and continue stirring for 30–40 s.(vi)
Pour the evenly stirred slurry into 50 mm diameter × 100 mm high moulds, cast for 24 h, remove the specimens from the moulds, and seal in a curing box for 28 days before removal for further testing.Figure 1
Procedure of specimen perpetration.Figure 2
Schematic diagram of the foam generation system.


## 2.4. Actual Density Calculation of Specimens

After the specimens were removed out from the moulds, three standard specimens (Ø50 mm × 100 mm) in each density were chosen for actual density calculation. First, the actual dimensions of three specimens are gauged to calculate their volume, and then, these specimens were put into the oven for 24 h at 65°C. After 24 h, the baking temperature was adjusted to 100°C until the weight of specimens was constant. Then, the mass of these specimens were measured in ambient temperature. Ultimately, densities of the specimens can be obtained by the following expression:(5)ρa=MaVa,where Ma,Va,andρa are the actual mass, volume, and density of the specimen, respectively.


## 2.5. Experimental Apparatus

Specimen preparation and experiments on the physical and mechanical properties were carried out by the following test apparatus:(1)
NJ-160B cement blender with an autocontrol rotating speed of 0∼120 r/min (Kexi Instrument Equipment Co., Ltd. Hebei, China).(2)
Servo-controlled testing system (RMT-150B) is manufactured by the Institute of Rock and Soil Mechanics, the Chinese Academy of Sciences. This system can be used to conduct many types of tests, such as uniaxial compression, triaxial compression, tension, and fatigue tests [26, 32, 33]. Its maximum load is 1000 kN and the maximum confining pressure is 40 MPa. Using a self-designed testing container and the air supply system, the system can also be used to carry out the permeability test, and the maximum of gas injection pressure can reach 12 MPa.(3)
The Split Hopkinson pressure bar (SHPB) apparatus consists of an emitting cavity, a cone-shaped striker, an input bar, a transmitter bar, an absorption bar, and a data acquisition system [34, 35]. The lengths and diameters of the t input and output bars are 2500 m and 50 mm, respectively. The bars and striker are made of high-strength 40 Cr steel with a density of 7850 kg/m3 and Young’s modulus of 210 GPa. The wave propagation velocity c0=E/ρ=5172m/s.


## 2.6. Experimental Methodology

Compressive strength is the basic physical property of FC, which can be defined as the ability of the concrete specimen to sustain the axial load. In this study, the 28-day compressive strength of FC specimens of densities 250, 450, 650, and 850 kg/m3 was conducted in the RMT-150B machine according to the ASTM standards [36, 37]. To ensure the accuracy of the test, three specimens were prepared for compression at each density. To clarify the relationship between the uniaxial compressive strength and density quantitatively, the compressive strength was expressed as(6)σ=FA,where σ is the compressive strength (MPa), F is the maximum failure load, and A is the compressive area of the specimen (mm2).Triaxial compressive tests of samples of two FC densities (250 and 450 kg/m3) under different confining pressures (0.00, 0.25, 0.50, and 1.00 MPa) were also conducted in the RMT-150B machine.The FC permeability was determined in the servo-permeability test device, which was designed based on an RMT machine. The maximum gas injection pressure can reach 12 MPa. The FC permeability was measured under the steady-state method. Darcy’s equation was used to estimate the permeability of FC according to the experimental results [38]:(7)k=2Qp0μLAp12−p22,where Q is the gas flow rate, p0 is the atmospheric pressure, μ is the gas viscosity, L is the sample length, and p1 and p2 are the injection and outlet pressures, respectively. During the experiment, p1,p2,andQ were recorded when the gas was at steady state.In this study, theN2 permeability of FC was calculated at given set of confining pressures at 1.0 MPa fixed injection pressure. The confinement pressures ranged from 0 to 3.5 MPa and varied with the interval of 0.25 MPa. A similar series of tests were conducted on the FC specimens with the other three densities, and finally, the permeability as function of confining pressure and density was estimated.The dynamic compressive properties of FC were studied experimentally by using SHPB. Twenty specimens with a density of 850 kg/m3 were prepared and tested under various confining pressures (0, 2.5, 5.0, and 7.5 MPa). In each series of tests with the same confining pressure, the impact loading was increased from 0.3 MPa to 0.7 MPa. Prior to the experiment, specimens were sandwiched between the input and transmitter bars. The cone-shaped striker was ejected from the emitting cavity under pressurized nitrogen to strike the input bar and generate an incident pulse. Because of the impedance mismatch of the specimen and the input bar, only part of the incident pulse, as a transmitted pulse, was transmitted through the specimens into the transmitted bar, and the other part was reflected into the input bar. Strain gauges on the input bar and transmitted bar were used to record the incident, reflected, and transmitted pulses. Pulses collected by the data acquisition system were used to generate dynamic stress-strain curves. The response that was obtained by using SHPB was voltage signals, which need to be calculated according to a three-wave formula to obtain the stress-strain relation.


## 3. Results and Discussion

The results of actual density calculation of specimens of four densities (250, 450, 650, and 850 kg/m3) are shown in Table 2.Table 2
Comparison of target density and actual density.
Number
Target density (kg/m3)
Actual mass (g)
Volume (mm3)
Actual density (kg/m3)
Specimen 1
Specimen 2
Specimen 3
1
250
50.17
49.02
48.53
194877.8
252.7
2
450
89.90
86.67
88.41
195461.9
451.9
3
650
129.14
125.97
123.13
195267.2
645.7
4
850
167.56
166.02
171.81
195072.5
863.5


### 3.1. Effect of Thickener on the Performance of Foamed Concrete

In common FC, only cement is used directly as a cementitious material, and it accounts for 70%–80% of the mass of the FC. During the filling of the airtight wall, the lower cohesive performance of the cement yields a maximum filling height of the airtight wall of 30 cm–50 cm. Once the filling height exceeds 50 cm, the bubble is easy to burst subject to the slurry gravity, which leads to a large shrinkage in the upper part of the airtight wall. Thus, the homogeneity and construction quality of the airtight wall cannot be guaranteed.To overcome the shortcomings mentioned above, a new special thickener, which was composed of silicon powder, bentonite, and xanthan gum in a mass ratio of 60 : 70 : 1, was mixed in the FC. The specimen shrinkage was reduced significantly and it did not collapse, after thickener addition. The performance of the special thickener is shown in Figure3.Figure 3
Contrast of the foam concrete specimen before (a) and after (b) the new special thickener was added.
(a)
(b)


### 3.2. Permeability Experiment of Foam Cement

Figure4 presents the relationship between permeability and confining pressure for FC at 4 different densities. The variation in the red ball symbols in Figure 4 indicates that the FC permeability decreased to varying degrees with an increase in confining pressure and density. The larger buried depth and airtight wall density yield a better tightness. The relationship between the permeability, density, and confining pressure can be expressed as(8)k=1.32×10−7+1.10×10−5⋅e−C/54.06−ρ/536.14,where k decreased gradually with an increase in confining pressure and density when 0 ≤ C ≤ 4 MPa and 200 ≤ ρ ≤ 850 kg/m3. Combined with the field situation and experience, the FC permeability with a density of 250 kg/m3 also reached 6.1 × 10−6 m/s, which was sufficient to suppress the oxidation of residual coal by preventing air from entering the mined area.Figure 4
Relationship between the permeability coefficient of foamed concrete and confining pressures.


### 3.3. Experimental Study on Mechanical Properties of Foamed Concrete

#### 3.3.1. Uniaxial Compressive Test of Foamed Concrete

Figure5 shows the typical failure patterns of FC specimens with four densities (250, 450, 650, and 850 kg/m3). The FC at different densities presented different failure patterns, which can be grouped into the following three categories:(1)
Specimens were damaged from top to bottom with a continuing downward movement of the indenter, and no penetrating fractures were found in the specimen surface and interior. These failure characteristics were attributed mainly to a lower compressive strength. With fiber addition, the tensile strength approximated the compressive strength. The large porosity of the low-density FC created a relatively large inward deformation space, which enabled the specimen to maintain a better integrity after large deformation, as shown in Figure5(a).(2)
As shown in Figure5(b), under a quasistatic loading, several visible splitting cracks propagated parallel to the compressive loading, on the specimen surface. Only one penetrated the specimen from top to bottom. These failure characteristics were mainly caused by a lower tensile strength.(3)
Figures5(c) and 5(d) show that the main inclined crack throughout the specimen appeared on the specimen surface, along with several small shear failures that distribute around the main failure. As the FC density increased, the fractional small shear failures decreased gradually.Figure 5
Failure patterns of specimens with different densities under quasistatic loading. (a) 250 kg/m3. (b) 450 kg/m3. (c) 650 kg/m3. (d) 850 kg/m3.
(a)
(b)
(c)
(d)Because the three duplicate tests of each density gave consistent results, the average values of the three tests were used and are plotted in Figure6(a). As mentioned in previous papers, the compressive strength was a function of porosity or density. Its mathematical expressions could be depicted as linear, exponential, power, and logarithmic. After the test data analysis, we found that the compressive strength increased approximately exponentially with an increase in density [26], and R2 reached 0.994. The expression is as given below:(9)σ=0.1634e0.0048ρ.Figure 6
Curves of compressive strength and modulus versus density. The relationship between (a) compressive strength and density and (b) elastic modulus and density.
(a)
(b)The relationship between the elastic modulus and density is presented in Figure6(b). And we fitted the average test values (R2=0.997) and obtained the following expression:(10)E=2.19ρ−456.63,where E is the elastic modulus.


#### 3.3.2. Triaxial Compressive Test of Foamed Concrete

Figure7 shows that under uniaxial compression, the stress showed an increasing trend with increasing strain in an approximately linear relationship until the stress equaled the destroyed loading. Then, the stress decreased slightly and was maintained at a steady level with a continuous increasing strain. This occurred because along with the collapse of partial framework, the internal stress was transferred to another partial framework of the FC. Therefore, the FC was a type of ideal elastoplastic material. However, under triaxial compression, because of the influence of the confining pressure on radial deformation, the FC density would increase when the volume was compressed to a critical value. Consequently, the compressive and residual strengths increased with an increase in density. Thus, the stress-strain curves transformed gradually from a softening to a hardening strain with an increase in confining pressure.Figure 7
Stress-strain curves of foamed concrete under different confining pressures. (a) 250 kg/m3. (b) 450 kg/m3.
(a)
(b)


### 3.4. Foam Cement Impact Resistance

The failure patterns of the specimens under different confining pressures are compared in Figure8. With no confining pressure, specimens were crushed into small pieces with an increase in impact pressure, as shown in Figure 8(a). This occurred because fissures with a dip angle larger than the internal friction angle could not endure any loading [39]. However, because of the increase in confining pressure, the loading capacity of the fissures with the steep angle increased rapidly, which improved the specimen compressive strength of the specimen and deformation performance and prevented shear-slip damage. Under the same impact loading and with an increase in confining pressure, the damaged section of the specimen was reduced gradually. The specimen remained intact after an impact of 0.3 MPa and 0.7 MPa, whereas the confining pressure reached 2.5 MPa. The observation demonstrates that the compressive strength increased with an increase in confining pressure. The confining pressure that constrains the formation and expansion of cracks in concrete may be a major reason for the larger compressive strength.Figure 8
Failure patterns of specimens under different confining pressures. (a) 0 MPa. (b) 2.5 MPa. (c) 7.5 MPa.
(a)
(b)
(c)The variation in compressive strength versus the strain rate (Ri) for FC specimens with a density of 850 kg/m3 is shown Figure 9. The dynamic compressive strength of the FC is clearly strain-rate dependent. Under no confining pressure, the compressive strength of the FC decreased with an increase in the strain rate. However, under a confining pressure, the compressive strength increased with an increase in the strain rate. Under a similar strain rate, the compressive strength of the FC under the high confining pressure was larger than that of the low confining pressure.Figure 9
Effect of strain rates on the compressive strength under different confining pressures.Figure10 shows the stress-strain curves of the FC with a density of 850 kg/m3 under impact loading with different confining pressures. The compressive strength of the FC increased with an increase in confining pressures. The stress-strain curves of the FC have similar features at different confining pressures. During the initial loading stage, the load was sustained mainly by the specimen frameworks, and the stress increased almost linearly to an elastic limit with an increasing strain, in accordance with Hook’s law. The elastic limit corresponds to the first inflection point of the stress-strain curves. Beyond the elastic limit, the stress increased continuously, but the increasing rate decreased gradually, and sometimes the stress-strain curves showed oscillatory features, which is related closely to the collapse of the internal FC framework. During this period, the specimen could still bear the load to a certain degree, and the partial energy of the incident stress wave converted to a plastic deformation of the specimen. The pore structure of the FC was destroyed gradually, and the bearing capacity of the specimen decreased gradually until the FC framework was destroyed completely. In summary, the confining pressure increased the plastic deformation of FC.Figure 10
Stress-strain curves of foamed concrete under different confining pressures. (a) 0.0 MPa. (b) 2.5 MPa. (c) 5.0 MPa. (d) 7.5 MPa.
(a)
(b)
(c)
(d)As shown in Figure11, under different confining pressures, the curves of the FC compressive strength versus pressures showed similar features compared with Figure 9. Under confining pressure conditions, the compressive strength increased with an increase in pressure. A higher confining pressure yielded a larger compressive strength. In contrast, the compressive strength showed a downward trend without confining pressure. The variations in compressive strength indicated that the confining pressure promoted the compressive strength, which prevented explosions caused by spontaneous combustion. The results obtained could provide suggestions for the selection of foamed concrete density.Figure 11
Effect of pressure on the compressive strength under different confining pressures.


## 3.1. Effect of Thickener on the Performance of Foamed Concrete

In common FC, only cement is used directly as a cementitious material, and it accounts for 70%–80% of the mass of the FC. During the filling of the airtight wall, the lower cohesive performance of the cement yields a maximum filling height of the airtight wall of 30 cm–50 cm. Once the filling height exceeds 50 cm, the bubble is easy to burst subject to the slurry gravity, which leads to a large shrinkage in the upper part of the airtight wall. Thus, the homogeneity and construction quality of the airtight wall cannot be guaranteed.To overcome the shortcomings mentioned above, a new special thickener, which was composed of silicon powder, bentonite, and xanthan gum in a mass ratio of 60 : 70 : 1, was mixed in the FC. The specimen shrinkage was reduced significantly and it did not collapse, after thickener addition. The performance of the special thickener is shown in Figure3.Figure 3
Contrast of the foam concrete specimen before (a) and after (b) the new special thickener was added.
(a)
(b)


## 3.2. Permeability Experiment of Foam Cement

Figure4 presents the relationship between permeability and confining pressure for FC at 4 different densities. The variation in the red ball symbols in Figure 4 indicates that the FC permeability decreased to varying degrees with an increase in confining pressure and density. The larger buried depth and airtight wall density yield a better tightness. The relationship between the permeability, density, and confining pressure can be expressed as(8)k=1.32×10−7+1.10×10−5⋅e−C/54.06−ρ/536.14,where k decreased gradually with an increase in confining pressure and density when 0 ≤ C ≤ 4 MPa and 200 ≤ ρ ≤ 850 kg/m3. Combined with the field situation and experience, the FC permeability with a density of 250 kg/m3 also reached 6.1 × 10−6 m/s, which was sufficient to suppress the oxidation of residual coal by preventing air from entering the mined area.Figure 4
Relationship between the permeability coefficient of foamed concrete and confining pressures.


## 3.3. Experimental Study on Mechanical Properties of Foamed Concrete

### 3.3.1. Uniaxial Compressive Test of Foamed Concrete

Figure5 shows the typical failure patterns of FC specimens with four densities (250, 450, 650, and 850 kg/m3). The FC at different densities presented different failure patterns, which can be grouped into the following three categories:(1)
Specimens were damaged from top to bottom with a continuing downward movement of the indenter, and no penetrating fractures were found in the specimen surface and interior. These failure characteristics were attributed mainly to a lower compressive strength. With fiber addition, the tensile strength approximated the compressive strength. The large porosity of the low-density FC created a relatively large inward deformation space, which enabled the specimen to maintain a better integrity after large deformation, as shown in Figure5(a).(2)
As shown in Figure5(b), under a quasistatic loading, several visible splitting cracks propagated parallel to the compressive loading, on the specimen surface. Only one penetrated the specimen from top to bottom. These failure characteristics were mainly caused by a lower tensile strength.(3)
Figures5(c) and 5(d) show that the main inclined crack throughout the specimen appeared on the specimen surface, along with several small shear failures that distribute around the main failure. As the FC density increased, the fractional small shear failures decreased gradually.Figure 5
Failure patterns of specimens with different densities under quasistatic loading. (a) 250 kg/m3. (b) 450 kg/m3. (c) 650 kg/m3. (d) 850 kg/m3.
(a)
(b)
(c)
(d)Because the three duplicate tests of each density gave consistent results, the average values of the three tests were used and are plotted in Figure6(a). As mentioned in previous papers, the compressive strength was a function of porosity or density. Its mathematical expressions could be depicted as linear, exponential, power, and logarithmic. After the test data analysis, we found that the compressive strength increased approximately exponentially with an increase in density [26], and R2 reached 0.994. The expression is as given below:(9)σ=0.1634e0.0048ρ.Figure 6
Curves of compressive strength and modulus versus density. The relationship between (a) compressive strength and density and (b) elastic modulus and density.
(a)
(b)The relationship between the elastic modulus and density is presented in Figure6(b). And we fitted the average test values (R2=0.997) and obtained the following expression:(10)E=2.19ρ−456.63,where E is the elastic modulus.


### 3.3.2. Triaxial Compressive Test of Foamed Concrete

Figure7 shows that under uniaxial compression, the stress showed an increasing trend with increasing strain in an approximately linear relationship until the stress equaled the destroyed loading. Then, the stress decreased slightly and was maintained at a steady level with a continuous increasing strain. This occurred because along with the collapse of partial framework, the internal stress was transferred to another partial framework of the FC. Therefore, the FC was a type of ideal elastoplastic material. However, under triaxial compression, because of the influence of the confining pressure on radial deformation, the FC density would increase when the volume was compressed to a critical value. Consequently, the compressive and residual strengths increased with an increase in density. Thus, the stress-strain curves transformed gradually from a softening to a hardening strain with an increase in confining pressure.Figure 7
Stress-strain curves of foamed concrete under different confining pressures. (a) 250 kg/m3. (b) 450 kg/m3.
(a)
(b)


## 3.3.1. Uniaxial Compressive Test of Foamed Concrete

Figure5 shows the typical failure patterns of FC specimens with four densities (250, 450, 650, and 850 kg/m3). The FC at different densities presented different failure patterns, which can be grouped into the following three categories:(1)
Specimens were damaged from top to bottom with a continuing downward movement of the indenter, and no penetrating fractures were found in the specimen surface and interior. These failure characteristics were attributed mainly to a lower compressive strength. With fiber addition, the tensile strength approximated the compressive strength. The large porosity of the low-density FC created a relatively large inward deformation space, which enabled the specimen to maintain a better integrity after large deformation, as shown in Figure5(a).(2)
As shown in Figure5(b), under a quasistatic loading, several visible splitting cracks propagated parallel to the compressive loading, on the specimen surface. Only one penetrated the specimen from top to bottom. These failure characteristics were mainly caused by a lower tensile strength.(3)
Figures5(c) and 5(d) show that the main inclined crack throughout the specimen appeared on the specimen surface, along with several small shear failures that distribute around the main failure. As the FC density increased, the fractional small shear failures decreased gradually.Figure 5
Failure patterns of specimens with different densities under quasistatic loading. (a) 250 kg/m3. (b) 450 kg/m3. (c) 650 kg/m3. (d) 850 kg/m3.
(a)
(b)
(c)
(d)Because the three duplicate tests of each density gave consistent results, the average values of the three tests were used and are plotted in Figure6(a). As mentioned in previous papers, the compressive strength was a function of porosity or density. Its mathematical expressions could be depicted as linear, exponential, power, and logarithmic. After the test data analysis, we found that the compressive strength increased approximately exponentially with an increase in density [26], and R2 reached 0.994. The expression is as given below:(9)σ=0.1634e0.0048ρ.Figure 6
Curves of compressive strength and modulus versus density. The relationship between (a) compressive strength and density and (b) elastic modulus and density.
(a)
(b)The relationship between the elastic modulus and density is presented in Figure6(b). And we fitted the average test values (R2=0.997) and obtained the following expression:(10)E=2.19ρ−456.63,where E is the elastic modulus.


## 3.3.2. Triaxial Compressive Test of Foamed Concrete

Figure7 shows that under uniaxial compression, the stress showed an increasing trend with increasing strain in an approximately linear relationship until the stress equaled the destroyed loading. Then, the stress decreased slightly and was maintained at a steady level with a continuous increasing strain. This occurred because along with the collapse of partial framework, the internal stress was transferred to another partial framework of the FC. Therefore, the FC was a type of ideal elastoplastic material. However, under triaxial compression, because of the influence of the confining pressure on radial deformation, the FC density would increase when the volume was compressed to a critical value. Consequently, the compressive and residual strengths increased with an increase in density. Thus, the stress-strain curves transformed gradually from a softening to a hardening strain with an increase in confining pressure.Figure 7
Stress-strain curves of foamed concrete under different confining pressures. (a) 250 kg/m3. (b) 450 kg/m3.
(a)
(b)


## 3.4. Foam Cement Impact Resistance

The failure patterns of the specimens under different confining pressures are compared in Figure8. With no confining pressure, specimens were crushed into small pieces with an increase in impact pressure, as shown in Figure 8(a). This occurred because fissures with a dip angle larger than the internal friction angle could not endure any loading [39]. However, because of the increase in confining pressure, the loading capacity of the fissures with the steep angle increased rapidly, which improved the specimen compressive strength of the specimen and deformation performance and prevented shear-slip damage. Under the same impact loading and with an increase in confining pressure, the damaged section of the specimen was reduced gradually. The specimen remained intact after an impact of 0.3 MPa and 0.7 MPa, whereas the confining pressure reached 2.5 MPa. The observation demonstrates that the compressive strength increased with an increase in confining pressure. The confining pressure that constrains the formation and expansion of cracks in concrete may be a major reason for the larger compressive strength.Figure 8
Failure patterns of specimens under different confining pressures. (a) 0 MPa. (b) 2.5 MPa. (c) 7.5 MPa.
(a)
(b)
(c)The variation in compressive strength versus the strain rate (Ri) for FC specimens with a density of 850 kg/m3 is shown Figure 9. The dynamic compressive strength of the FC is clearly strain-rate dependent. Under no confining pressure, the compressive strength of the FC decreased with an increase in the strain rate. However, under a confining pressure, the compressive strength increased with an increase in the strain rate. Under a similar strain rate, the compressive strength of the FC under the high confining pressure was larger than that of the low confining pressure.Figure 9
Effect of strain rates on the compressive strength under different confining pressures.Figure10 shows the stress-strain curves of the FC with a density of 850 kg/m3 under impact loading with different confining pressures. The compressive strength of the FC increased with an increase in confining pressures. The stress-strain curves of the FC have similar features at different confining pressures. During the initial loading stage, the load was sustained mainly by the specimen frameworks, and the stress increased almost linearly to an elastic limit with an increasing strain, in accordance with Hook’s law. The elastic limit corresponds to the first inflection point of the stress-strain curves. Beyond the elastic limit, the stress increased continuously, but the increasing rate decreased gradually, and sometimes the stress-strain curves showed oscillatory features, which is related closely to the collapse of the internal FC framework. During this period, the specimen could still bear the load to a certain degree, and the partial energy of the incident stress wave converted to a plastic deformation of the specimen. The pore structure of the FC was destroyed gradually, and the bearing capacity of the specimen decreased gradually until the FC framework was destroyed completely. In summary, the confining pressure increased the plastic deformation of FC.Figure 10
Stress-strain curves of foamed concrete under different confining pressures. (a) 0.0 MPa. (b) 2.5 MPa. (c) 5.0 MPa. (d) 7.5 MPa.
(a)
(b)
(c)
(d)As shown in Figure11, under different confining pressures, the curves of the FC compressive strength versus pressures showed similar features compared with Figure 9. Under confining pressure conditions, the compressive strength increased with an increase in pressure. A higher confining pressure yielded a larger compressive strength. In contrast, the compressive strength showed a downward trend without confining pressure. The variations in compressive strength indicated that the confining pressure promoted the compressive strength, which prevented explosions caused by spontaneous combustion. The results obtained could provide suggestions for the selection of foamed concrete density.Figure 11
Effect of pressure on the compressive strength under different confining pressures.


## 4. Engineering Application

### 4.1. Rapid-Filling System

As mentioned above, an airtight wall is a key factor to prevent the spontaneous combustion of residual coal in gob. Normally, airtight walls are built using bricks and loess [13, 40]. As shown in Figure 12(a), first, two external walls were built using the bricks, and then, the loess was filled in the interior space between the two brick walls. It would take four days to build an airtight wall with a width of 5.6 m, a height of 6 m, and a thickness of 5 m by using the traditional construction techniques.Figure 12
Schematic diagram of (a) traditional construction technique and (b) the new type of construction technique.
(a)
(b)To shorten the construction period, a new type of rapid construction technique was used at no. 31404 working face in the Halagou Coal Mine, in the Shengdong mining area. Figure12(b) shows that a new type of airtight wall was built by the cast-in-place concrete formwork technology. First, we dug a 500 mm groove in the roof, floor, and on both sides of the tunnel. Then, two walls were built using concrete formworks to enclose a confined zone. Subsequently, an injection pipe was connected with a slurry pump and a grouting machine to complete the filling process.Figure13 shows the filling system, which was composed mainly of a screw conveyor, ZMJ-G-type slurry-making machine, and a pneumatic pump. The ZMJ-G-type slurry-making machine was improved based on the ZMJ-F type. The screw conveyor could deliver and mix the cement and fly ash in certain proportion evenly, which alleviates the labor intensity of the workers and improves the efficiency. The field tests reveal that the average FC productivity reaches 8–10 m3/min, achieving long-distance transportation and continuous filling at a large capacity. The cost of the filling material can be controlled to within ¥350–500 yuan/m3.Figure 13
Filling system.


### 4.2. The Filling Effect

Figures14(a) and 14(b) show the airtight wall at 24 h and 28 d, when the concrete formworks were removed. Rebound tests of the airtight wall revealed that the strength at 28 d reached 5.0 MPa. The airtight wall lasted for 5 months until the working face exceeded the 76# cross heading 400 m. During the period of observation, the airtight wall remained in the excellent condition without any damage. A new type of filling materials, with advantages of a higher strength, an improved tightness, and an excellent antiexplosive performance, is suitable for wide promotion and application.Figure 14
Filling effect of foamed concrete. Filling effect after (a) 24 hours and (b) 28 days.
(a)
(b)


## 4.1. Rapid-Filling System

As mentioned above, an airtight wall is a key factor to prevent the spontaneous combustion of residual coal in gob. Normally, airtight walls are built using bricks and loess [13, 40]. As shown in Figure 12(a), first, two external walls were built using the bricks, and then, the loess was filled in the interior space between the two brick walls. It would take four days to build an airtight wall with a width of 5.6 m, a height of 6 m, and a thickness of 5 m by using the traditional construction techniques.Figure 12
Schematic diagram of (a) traditional construction technique and (b) the new type of construction technique.
(a)
(b)To shorten the construction period, a new type of rapid construction technique was used at no. 31404 working face in the Halagou Coal Mine, in the Shengdong mining area. Figure12(b) shows that a new type of airtight wall was built by the cast-in-place concrete formwork technology. First, we dug a 500 mm groove in the roof, floor, and on both sides of the tunnel. Then, two walls were built using concrete formworks to enclose a confined zone. Subsequently, an injection pipe was connected with a slurry pump and a grouting machine to complete the filling process.Figure13 shows the filling system, which was composed mainly of a screw conveyor, ZMJ-G-type slurry-making machine, and a pneumatic pump. The ZMJ-G-type slurry-making machine was improved based on the ZMJ-F type. The screw conveyor could deliver and mix the cement and fly ash in certain proportion evenly, which alleviates the labor intensity of the workers and improves the efficiency. The field tests reveal that the average FC productivity reaches 8–10 m3/min, achieving long-distance transportation and continuous filling at a large capacity. The cost of the filling material can be controlled to within ¥350–500 yuan/m3.Figure 13
Filling system.


## 4.2. The Filling Effect

Figures14(a) and 14(b) show the airtight wall at 24 h and 28 d, when the concrete formworks were removed. Rebound tests of the airtight wall revealed that the strength at 28 d reached 5.0 MPa. The airtight wall lasted for 5 months until the working face exceeded the 76# cross heading 400 m. During the period of observation, the airtight wall remained in the excellent condition without any damage. A new type of filling materials, with advantages of a higher strength, an improved tightness, and an excellent antiexplosive performance, is suitable for wide promotion and application.Figure 14
Filling effect of foamed concrete. Filling effect after (a) 24 hours and (b) 28 days.
(a)
(b)


## 5. Conclusions

Tests were carried out to study the properties of FC. The following conclusions were obtained:(1)
The thickener could enhance the cohesive performance of the cement, prevent foam from breaking, and resist FC shrinkage during moulding.(2)
The FC permeability decreased to varying degrees with an increase in pressure and density.(3)
The experimental results on the mechanical properties of the FC showed that the compressive strength increased approximately the exponential trend with an increase in density and the elastic modulus increased linearly with an increase in density. Because of the constraint of confining pressure on the radial deformation, the compressive strength of FC increased with an increase in confining pressure and the stress-strain curves showed plastic features.(4)
The impact experiments showed that the compressive strength of the FC was clearly strain-rate dependent. The dynamic compressive strength increased with an increase in the strain rate and pressure under a confining pressure. Without the confining pressure, the variation in compressive strength decreased significantly.(5)
The engineering practice showed that the new filling system could shorten the construction period, alleviate worker labor intensity, and achieve an FC productivity of 8–10 m3/min. The 28-day compressive strength of the airtight wall reached 5.0 MPa.



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*Source: 9620935-2018-06-25.xml*