# Comparative Study of Soil Grouting with Cement Slurry and Cement-Sodium Silicate Slurry

Authors: Mingting Zhu; Qingsong Zhang; Xiao Zhang; Bing Hui
Journal: Advances in Materials Science and Engineering
 (2018)

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## Abstract

Cement slurry and cement-sodium silicate slurry are most widely applied for soil grouting reinforcement project. The viscosity change of cement slurry is negligible during grouting period and presumed to be time independent, while the viscosity of cement-sodium silicate slurry increases with time quickly and is presumed to be time dependent. Due to the significant rheological differences between them, the grouting quality and the increasing characteristics of grouting parameters may be different. Those are main factors for grouting design. In this paper, a large-scale 3D grouting simulation device was developed to simulate the surrounding curtain grouting for a tunnel. Two series of surrounding curtain grouting experiments under different initial pressures of 100 kPa, 150 kPa, and 200 kPa were performed. The overload test on the tunnel was performed to evaluate the grouting quality of all surrounding curtain grouting experiments. The results show that the increasing trend of grouting pressure for cement-sodium silicate is similar to its viscosity; the setting time of cement-sodium silicate slurry obtained from the laboratory test is less than that in the practical grouting environment where grout slurry solidifies in soil; the grouting quality of cement-sodium silicate slurry is better than cement slurry, and the grouting quality decreases with initial pressure.


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## Body

## 1. Introduction

Collapses, instability, and inrush of clay and water often occur during the construction of tunnel, mining, or hydropower engineering caused by soil which has poor strength or permeability. Grouting reinforcement is a useful technique to improve soil properties, specifically to increase strength and durability or to reduce permeability [1–4]. It is a procedure in which grout slurry is injected into soil.Various grout slurries are used for grouting reinforcement, in which one of them could be used for a specific project depending on the purpose of grouting and the properties of the soil. They may range from cement-based grout slurry such as cement slurry and cement-sodium silicate slurry to chemical slurry such as lignin, acrylic, and urea or epoxy resins [5–9]. Although chemical grout has adjustable gel time, good permeation, and flexibility after solidification, it does not have wide applications due to its expensiveness, lower solid strength, and low durability [10]. Furthermore, they could do harmful to surroundings. Cement slurry and cement-sodium silicate slurry are the two most common grout slurries used in soil grouting projects due to their inexpensiveness, wide raw material sources, high solid strength, good durability, and well compatible with surroundings.The rheological characteristics of cement slurry and cement-sodium silicate slurry are remarkably different. The viscosity change of cement slurry during grouting period is not large enough to affect other parameters obviously such as grouting pressure and grout slurry space distribution, so the viscosity of cement slurry is assumed to be time independent [11]. It will be supposed that viscosity of cement slurry maintains constants throughout the grouting process. However, the viscosity of cement-sodium silicate slurry increases with time quickly and can be adjusted by controlling the constituents [12]. Its time-dependent viscosity has significant effect on other parameters obviously such as grouting pressure and grout slurry space distribution [13]. Shucai et al. [12] studied the rheological behavior of cement-sodium silicate slurry under different volume ratios between cement slurry and water glass. Based on the results, he proposed that the setting process of cement-sodium silicate slurry could be divided into three stages: the low-viscosity stage, increasing stage, and solidifying stage. In the initial mixture, the viscosity increase is relatively slow and remains small, and then the viscosity increases quickly and fluidity decreases quickly, and at last, the cement-sodium silicate slurry solidifies and loses fluidity gradually.Uniaxial compression on the grouted cylindrical specimen is probably the most widely performed test on soil used to study the effect of grouting parameters such as soil character, grout slurry, and grouting pressure on soil grouting effect. Faramarzi et al. [10] used uniaxial and biaxial compressive tests on specimens injected with cement slurry or modified cement slurry with urea-formaldehyde resin as additive to study the effectiveness of grouting on improving the strength characteristics and hydraulic properties of alluvial formation at different curing ages. Anagnostopoulos [14] also used uniaxial and biaxial compressive tests on specimens of granular soil injected with cement slurry or cement slurry modified with acrylic resin or methyl methacrylate as additives. The experimental results reveal that the addition of latexes in thick pure cement grouts improves substantially the physical and mechanical properties of the injected soil.A scientific and reasonable theoretical model used to study the grouting reinforcement mechanism of soil has not been successfully proposed because the property of grout slurry and soil and their interaction are complex. However, the grouting simulation test has gradually been one of the most important methods in the research of grouting because it can well simulate the complex condition of practical gutting project, and the research results are well fitted to practical gutting project. Zhang et al. [15] developed a grouting simulation test device and studied the generation and development of grout balls and fractures in clay with cement slurry. Their result proposed that the fracture grouting in the clay can be divided into three stages: grout ball stage, first fracture surface stage, and following fracture surface stage; every fracture occurs in the weakest surface. Peng et al. [16] designed a large-scale test device to simulate the process of splitting grouting in the fault fracture zone. According to the experimental study, the grouting splitting process of soil is divided into three stages including the energy accumulation, soil fracturing, and slurry energy transfer from the perspective of energy dissipation based on the grouting pressure versus time curves. In situ grouting tests were done in [17]. Yuan et al. [17] used self-made experimental instruments to investigate the occurring and developing mechanism of slurry fracturing with bentonite slurry. The tests exhibit the process of slurry fracturing and extending. Based on the analysis of test results, the formulae to compute the slurry fracture extending pressure and speed are drawn, and the empirical formula of extending liquid is generalized.These previous studies were mainly focused on mechanical parameters of grouted soil specimens injected with cement-based slurries or diffusion characteristic of those with cement-based slurries injected into soil; however, few studies have been performed on the effects of cement slurry or cement-sodium silicate slurry on grouting pressure, grouting surrounding rock pressure (i.e., variation of surrounding rock pressure by grouting), or grouting quality, or the comparison between them. All of them are important factors for design of grouting plan, especially for evaluating the effect of grouting quality.In this paper, a large-scale 3D grouting simulation device was developed to simulate the grouting process. Two series of surrounding curtain grouting experiments under different initial pressures of 100 kPa, 150 kPa, and 200 kPa were performed. One of the series of grouting experiments injects cement slurry and another series injects cement-sodium silicate slurry. After seven days of solidification of grouting slurry, a tunnel was excavated. Then an overload test was performed in order to investigate the grouting quality. Based on the grouting pressure, grouting surrounding rock pressure obtained during grouting, and the effect of viscosity on them was analyzed. Based on the tunnel deformation obtained from the overload test, comparison of grouting quality between the two slurries was also analyzed.


## 2. Grouting Experiment Design

### 2.1. Grouting Device

To simulate the grouting process, a large-scale 3D grouting simulation device was developed which is shown in Figure1. This device includes two parts: hydraulic servo-controlled loading system with a maximum load capacity of 500 kPa and maximum load trip of 25 cm and grout box with internal dimensions of 120 cm in length, 60 cm in width, and 100 cm in height. The load steel plate used to compact the soil directly is 159.5 cm long, 59.5 cm wide, and 2 cm thickness. A hole of 20 cm in diameter is drilled in the front and back wall of the soil box serving as the tunnel entrance and tunnel exit, respectively. Both of the holes are situated in the middle of the walls and 20 cm from the bottom of the soil box. They are covered by a steel plate until the tunnel excavation starts. A hand fork lifter is needed for moving the grout box during grouting experiments.Figure 1
Grouting device.The data acquisition system and grouting system are needed for the experiments. The data acquisition system includes grouting pressure sensors, surrounding rock pressure sensors, and tunnel displacement sensors and data acquisition instrument. Those dates are recorded by a computer in the interval of 0.5 s. One thing should be noted is that the magnitude of surrounding rock pressure obtained is only caused by grouting pressure, that is, not including the initial surrounding rock pressure induced by the initial pressure and gravity. The grouting system includes a manual double liquid grouting pump, grouting pipes, and some valves.


### 2.2. Grouting Experiment Cases

There are three groups of contrast grouting experiments, and their respective initial pressures (P0) are 100 kPa, 150 kPa, and 200 kPa. Each group of contrast grouting experiments includes a grouting experiment with cement slurry and a grouting experiment with cement-sodium silicate slurry. The relative degree of grouting compaction and slurry vein skeleton could be determined by comparison of slurry veins’ thickness, slurry veins’ extension, grouting bulb volume, grouting pressure, and surrounding rock pressure between contrast grouting experiments. Considering the common important factors affecting the grouting effect, such as soil property, grouting slurry property, and tunnel diameter, to make the grouting simulation closer to actual grouting projects, the grout amount was 80 L and the grouting rate was 10 L/min. The number and parameters for each grouting are listed in Table 1.Table 1
Number of experiments and their parameters.
Item number
Initial pressure,P0 (kPa)
Grout amount (L)
Grouting rate,q (L/min)
CM-100
100
80
10
CS-100
100
80
10
CM-150
150
80
10
CS-150
150
80
10
CM-200
200
80
10
CS-200
200
80
10
Note: in the “Item number” column, “CM” denotes grouting with cement slurry and “CS” represents grouting with cement-sodium silicate slurry.


### 2.3. Grouting Plan

Eight grouting mesh tubes imbedded in the test soil were uniformly distributed along a circle concentric with the tunnel. The circle has a diameter of 30 cm. Each grouting tube has a length of 60 cm which equals to the width of the soil box and an inner diameter of 1.6 cm. Series holes of 2 mm in diameter were drilled along the grouting mesh tubes through which grouting slurry was injected into the test soil to form intact grouting reinforcement curtain. After initial setting of the grouting slurry, all grouting mesh tubes were pulled out in order to eliminate the influence of grouting mesh tubes on the displacement of the tunnel, that is, the effect of grouting. All of the eight grouting mesh tubes were injected with grouting slurry in their period. The number and layout of grouting mesh tubes are shown in Figure2, and the design of grouting mesh holes is shown in Figure 3.Figure 2
Grouting mesh tube.Figure 3
Sketch map of grouting mesh holes.


### 2.4. Tunnel Excavation Plan

The tunnel was excavated with the full-face excavation method when the setting time of slurries in the test soil was seven days. The whole tunnel length was divided into six sections, and these sections were excavated in turn. Figure4 shows the excavated tunnel.Figure 4
Excavated tunnel and installed displacement sensor.


### 2.5. Data Monitoring Plan

#### 2.5.1. Grouting Pressure and Grouting Rock Pressure

It is known that grouting rock pressure which was induced by the grouting pressure is closely related to the monitor position. In the present grouting experiments, the grouting surrounding rock pressure of the tunnel center was most likely largest and could reflect grouting compaction more reasonable. So there are two surrounding rock pressure sensors imbedded in the position. The mean values of the results were calculated as surrounding rock pressure (Figure5).Figure 5
Imbedded grouting rock pressure sensors.


#### 2.5.2. Tunnel Deformation Plan

Tunnel deformation can be a better response to the strength of grouting reinforced soil. Smaller tunnel deformation induces better effect of grouting. Four monitoring points were designed, and the specific location and identification number of each monitoring point are shown in Figure6. Two deformation sensors in the front and back of the tunnel were used for monitoring horizontal deformation, and two deformation sensors in the middle of the tunnel were used for monitoring vertical displacement.Figure 6
Arrangement and number of displacement sensor.


### 2.6. Experiment Soil

The tested soil was taken from a construction pit in Shandong University Jinan City, Shandong Province, China. Impurities such as broken stones and hard soil blocks were removed by sieving the test soil before using to improve its homogeneity. The tests include specific gravity, liquid limit, plastic limits, internal friction angle, and cohesion. The grain size distribution of the soil was determined by wet sieving and hydrometer tests. The basic properties of the soil are tabulated in Table2.Table 2
Basic physical properties of test soil.
Parameter
Unit
Value
Specific gravity
g/cm3
2.6
Maximum dry density
g/cm3
1.6
Optimum moisture
%
18
Plastic limit
%
16
Liquid limit
%
34
Plastic index
%
12
Moisture content
%
15


### 2.7. Grouting Slurry

#### 2.7.1. Cement Slurry

Locally available Portland cement was used to prepare cement grout. The cement was mixed with water at a water/cement mass ratio of 1. As its viscosity variable quantity is so small during injecting, it can be seen as a constant in most cases. The properties of the cement grout material are tabulated in Table3. The mechanical parameters of the cement slurry were determined at seven days setting period in natural conditions, which was the same with the cement-sodium silicate slurry.Table 3
Basic properties of cement material.
Parameter
Unit
Value
Water/cement ratio in weight
1
1
Density
g/cm3
1.5
Initial setting time
h
14
Final setting time
H
25
Apparent viscosity
mPa·s
19
Uniaxial compressive strength
MPa
5.9
Secant Young’s modulus (E50)
GPa
10.8
Poisson’s ratio
1
0.22


#### 2.7.2. Cement-Sodium Silicate Slurry

Cement-sodium silicate slurry is a mixture of cement slurry and water glass in the certain proportion. Cement slurry and water glass usually begin to be mixed together in injection pipes or rock. The volume ratio of cement slurry to water glass used in the cement-sodium silicate slurry is one. The property of cement slurry used in cement-sodium silicate slurry is listed in Table4; the Baumé degree of water glass is 38, and the apparent viscosity versus time curve is shown in Figure 7. The mechanical parameters of the cement-sodium silicate slurry were determined at a setting period of seven days in natural conditions which was the same with the cement slurry.Table 4
Basic properties of cement-sodium silicate slurry.
Parameter
Unit
Value
Uniaxial compressive strength
MPa
5.9
Secant Young’s modulus (E50)
GPa
10.8
Poisson’s ratio
1
0.22Figure 7
The viscosity versus time curve of cement-sodium silicate slurry.


### 2.8. Overload Test Plan

The overload test of the tunnel was started when the variation of each deformation sensor is less than 0.1 mm/min. The overload test applies the step loading method and the loading step is approximately 10 kPa. If the variation of each deformation sensor is less than 0.1 mm/min, the deformation of the tunnel is considered as stable and then applies the next level of load. This procedure is repeated until the overload reaches 80 kPa. The deformations of the tunnel and the corresponding overload during the overload test were recorded automatically by a computer.


## 2.1. Grouting Device

To simulate the grouting process, a large-scale 3D grouting simulation device was developed which is shown in Figure1. This device includes two parts: hydraulic servo-controlled loading system with a maximum load capacity of 500 kPa and maximum load trip of 25 cm and grout box with internal dimensions of 120 cm in length, 60 cm in width, and 100 cm in height. The load steel plate used to compact the soil directly is 159.5 cm long, 59.5 cm wide, and 2 cm thickness. A hole of 20 cm in diameter is drilled in the front and back wall of the soil box serving as the tunnel entrance and tunnel exit, respectively. Both of the holes are situated in the middle of the walls and 20 cm from the bottom of the soil box. They are covered by a steel plate until the tunnel excavation starts. A hand fork lifter is needed for moving the grout box during grouting experiments.Figure 1
Grouting device.The data acquisition system and grouting system are needed for the experiments. The data acquisition system includes grouting pressure sensors, surrounding rock pressure sensors, and tunnel displacement sensors and data acquisition instrument. Those dates are recorded by a computer in the interval of 0.5 s. One thing should be noted is that the magnitude of surrounding rock pressure obtained is only caused by grouting pressure, that is, not including the initial surrounding rock pressure induced by the initial pressure and gravity. The grouting system includes a manual double liquid grouting pump, grouting pipes, and some valves.


## 2.2. Grouting Experiment Cases

There are three groups of contrast grouting experiments, and their respective initial pressures (P0) are 100 kPa, 150 kPa, and 200 kPa. Each group of contrast grouting experiments includes a grouting experiment with cement slurry and a grouting experiment with cement-sodium silicate slurry. The relative degree of grouting compaction and slurry vein skeleton could be determined by comparison of slurry veins’ thickness, slurry veins’ extension, grouting bulb volume, grouting pressure, and surrounding rock pressure between contrast grouting experiments. Considering the common important factors affecting the grouting effect, such as soil property, grouting slurry property, and tunnel diameter, to make the grouting simulation closer to actual grouting projects, the grout amount was 80 L and the grouting rate was 10 L/min. The number and parameters for each grouting are listed in Table 1.Table 1
Number of experiments and their parameters.
Item number
Initial pressure,P0 (kPa)
Grout amount (L)
Grouting rate,q (L/min)
CM-100
100
80
10
CS-100
100
80
10
CM-150
150
80
10
CS-150
150
80
10
CM-200
200
80
10
CS-200
200
80
10
Note: in the “Item number” column, “CM” denotes grouting with cement slurry and “CS” represents grouting with cement-sodium silicate slurry.


## 2.3. Grouting Plan

Eight grouting mesh tubes imbedded in the test soil were uniformly distributed along a circle concentric with the tunnel. The circle has a diameter of 30 cm. Each grouting tube has a length of 60 cm which equals to the width of the soil box and an inner diameter of 1.6 cm. Series holes of 2 mm in diameter were drilled along the grouting mesh tubes through which grouting slurry was injected into the test soil to form intact grouting reinforcement curtain. After initial setting of the grouting slurry, all grouting mesh tubes were pulled out in order to eliminate the influence of grouting mesh tubes on the displacement of the tunnel, that is, the effect of grouting. All of the eight grouting mesh tubes were injected with grouting slurry in their period. The number and layout of grouting mesh tubes are shown in Figure2, and the design of grouting mesh holes is shown in Figure 3.Figure 2
Grouting mesh tube.Figure 3
Sketch map of grouting mesh holes.


## 2.4. Tunnel Excavation Plan

The tunnel was excavated with the full-face excavation method when the setting time of slurries in the test soil was seven days. The whole tunnel length was divided into six sections, and these sections were excavated in turn. Figure4 shows the excavated tunnel.Figure 4
Excavated tunnel and installed displacement sensor.


## 2.5. Data Monitoring Plan

### 2.5.1. Grouting Pressure and Grouting Rock Pressure

It is known that grouting rock pressure which was induced by the grouting pressure is closely related to the monitor position. In the present grouting experiments, the grouting surrounding rock pressure of the tunnel center was most likely largest and could reflect grouting compaction more reasonable. So there are two surrounding rock pressure sensors imbedded in the position. The mean values of the results were calculated as surrounding rock pressure (Figure5).Figure 5
Imbedded grouting rock pressure sensors.


### 2.5.2. Tunnel Deformation Plan

Tunnel deformation can be a better response to the strength of grouting reinforced soil. Smaller tunnel deformation induces better effect of grouting. Four monitoring points were designed, and the specific location and identification number of each monitoring point are shown in Figure6. Two deformation sensors in the front and back of the tunnel were used for monitoring horizontal deformation, and two deformation sensors in the middle of the tunnel were used for monitoring vertical displacement.Figure 6
Arrangement and number of displacement sensor.


## 2.5.1. Grouting Pressure and Grouting Rock Pressure

It is known that grouting rock pressure which was induced by the grouting pressure is closely related to the monitor position. In the present grouting experiments, the grouting surrounding rock pressure of the tunnel center was most likely largest and could reflect grouting compaction more reasonable. So there are two surrounding rock pressure sensors imbedded in the position. The mean values of the results were calculated as surrounding rock pressure (Figure5).Figure 5
Imbedded grouting rock pressure sensors.


## 2.5.2. Tunnel Deformation Plan

Tunnel deformation can be a better response to the strength of grouting reinforced soil. Smaller tunnel deformation induces better effect of grouting. Four monitoring points were designed, and the specific location and identification number of each monitoring point are shown in Figure6. Two deformation sensors in the front and back of the tunnel were used for monitoring horizontal deformation, and two deformation sensors in the middle of the tunnel were used for monitoring vertical displacement.Figure 6
Arrangement and number of displacement sensor.


## 2.6. Experiment Soil

The tested soil was taken from a construction pit in Shandong University Jinan City, Shandong Province, China. Impurities such as broken stones and hard soil blocks were removed by sieving the test soil before using to improve its homogeneity. The tests include specific gravity, liquid limit, plastic limits, internal friction angle, and cohesion. The grain size distribution of the soil was determined by wet sieving and hydrometer tests. The basic properties of the soil are tabulated in Table2.Table 2
Basic physical properties of test soil.
Parameter
Unit
Value
Specific gravity
g/cm3
2.6
Maximum dry density
g/cm3
1.6
Optimum moisture
%
18
Plastic limit
%
16
Liquid limit
%
34
Plastic index
%
12
Moisture content
%
15


## 2.7. Grouting Slurry

### 2.7.1. Cement Slurry

Locally available Portland cement was used to prepare cement grout. The cement was mixed with water at a water/cement mass ratio of 1. As its viscosity variable quantity is so small during injecting, it can be seen as a constant in most cases. The properties of the cement grout material are tabulated in Table3. The mechanical parameters of the cement slurry were determined at seven days setting period in natural conditions, which was the same with the cement-sodium silicate slurry.Table 3
Basic properties of cement material.
Parameter
Unit
Value
Water/cement ratio in weight
1
1
Density
g/cm3
1.5
Initial setting time
h
14
Final setting time
H
25
Apparent viscosity
mPa·s
19
Uniaxial compressive strength
MPa
5.9
Secant Young’s modulus (E50)
GPa
10.8
Poisson’s ratio
1
0.22


### 2.7.2. Cement-Sodium Silicate Slurry

Cement-sodium silicate slurry is a mixture of cement slurry and water glass in the certain proportion. Cement slurry and water glass usually begin to be mixed together in injection pipes or rock. The volume ratio of cement slurry to water glass used in the cement-sodium silicate slurry is one. The property of cement slurry used in cement-sodium silicate slurry is listed in Table4; the Baumé degree of water glass is 38, and the apparent viscosity versus time curve is shown in Figure 7. The mechanical parameters of the cement-sodium silicate slurry were determined at a setting period of seven days in natural conditions which was the same with the cement slurry.Table 4
Basic properties of cement-sodium silicate slurry.
Parameter
Unit
Value
Uniaxial compressive strength
MPa
5.9
Secant Young’s modulus (E50)
GPa
10.8
Poisson’s ratio
1
0.22Figure 7
The viscosity versus time curve of cement-sodium silicate slurry.


## 2.7.1. Cement Slurry

Locally available Portland cement was used to prepare cement grout. The cement was mixed with water at a water/cement mass ratio of 1. As its viscosity variable quantity is so small during injecting, it can be seen as a constant in most cases. The properties of the cement grout material are tabulated in Table3. The mechanical parameters of the cement slurry were determined at seven days setting period in natural conditions, which was the same with the cement-sodium silicate slurry.Table 3
Basic properties of cement material.
Parameter
Unit
Value
Water/cement ratio in weight
1
1
Density
g/cm3
1.5
Initial setting time
h
14
Final setting time
H
25
Apparent viscosity
mPa·s
19
Uniaxial compressive strength
MPa
5.9
Secant Young’s modulus (E50)
GPa
10.8
Poisson’s ratio
1
0.22


## 2.7.2. Cement-Sodium Silicate Slurry

Cement-sodium silicate slurry is a mixture of cement slurry and water glass in the certain proportion. Cement slurry and water glass usually begin to be mixed together in injection pipes or rock. The volume ratio of cement slurry to water glass used in the cement-sodium silicate slurry is one. The property of cement slurry used in cement-sodium silicate slurry is listed in Table4; the Baumé degree of water glass is 38, and the apparent viscosity versus time curve is shown in Figure 7. The mechanical parameters of the cement-sodium silicate slurry were determined at a setting period of seven days in natural conditions which was the same with the cement slurry.Table 4
Basic properties of cement-sodium silicate slurry.
Parameter
Unit
Value
Uniaxial compressive strength
MPa
5.9
Secant Young’s modulus (E50)
GPa
10.8
Poisson’s ratio
1
0.22Figure 7
The viscosity versus time curve of cement-sodium silicate slurry.


## 2.8. Overload Test Plan

The overload test of the tunnel was started when the variation of each deformation sensor is less than 0.1 mm/min. The overload test applies the step loading method and the loading step is approximately 10 kPa. If the variation of each deformation sensor is less than 0.1 mm/min, the deformation of the tunnel is considered as stable and then applies the next level of load. This procedure is repeated until the overload reaches 80 kPa. The deformations of the tunnel and the corresponding overload during the overload test were recorded automatically by a computer.


## 3. Experiment Data Analysis

### 3.1. Grouting Pressure

The grouting pressure versus time curves under different initial pressures are shown in Figure4. The values and increased tendency of grouting pressure for both cement slurry and cement-sodium silicate slurry are similar before around 4 minutes, while they are significantly different after 4 minutes. Before 4 min, the grouting pressure increases slowly for both slurries. After 4 minutes, the increase rate of grouting pressure for cement-sodium silicate slurry increases quickly while that for cement slurry remains roughly constant.During flowing of grouting slurry into soil, the grouting pressure roughly equals to the sum of flow resistance caused by the viscosity of grouting slurry and soil resistance existing in grouting front and caused by splitting the soil off. As stress concentration exists in the grout front, smaller pressure can split the soil off. This kind of pressure remains roughly constant, which is closely related to surrounding rock stress and less related with the rheological property of grouting slurry under splitting condition. Hence, soil resistance cannot result in remarkable deviation between the two grouting pressures. Considering that the viscosity of cement slurry remains roughly constant while the viscosity of cement-sodium silicate slurry increased quickly after some certain time during grouting period, the difference of viscosity between the two grouting slurries could be attributed to remarkable difference between grouting pressure of the two grouting slurries.By comparing the curves of grouting pressure versus time in Figure8 with the curves of viscosity versus time for cement-sodium silicate slurry in Figure 7, it can be concluded that the variation trend is similar. The threshold time after which viscosity increases quickly is around 30 s, while that for grouting pressure is around 4 min. This apparent difference could indicate that the setting time obtained from the laboratory test is less than that in the practical grouting environment where the grout slurry components are mixed in soil.Figure 8
Grouting pressure curves: (a) initial pressureP0 = 100 kPa, (b) initial pressure P0 = 150 kPa, and (c) initial pressure P0 = 200 kPa.
(a)
(b)
(c)


### 3.2. Features of Slurry Diffusion

Figures9 and 10 show the features of slurry veins and bulbs of grouted soils with cement slurry and cement-sodium silicate slurry under initial pressure of 150 kPa, respectively. The other two groups under initial pressures of 100 and 150 kPa were not shown here, and they have similar features of space distribution of the grouting slurry solid with the initial pressure of 150 kPa. As it can be seen from Figures 9 and 10, the interface between the soil and grouting slurry solid is clear and distinct and no obvious signs of permeation of grouting slurry were observed. According to this, it can be concluded that the cement-based grouting slurries used here mainly enter into soil by means of splitting or compacting soil rather than permeating; due to that the porosity size of the test soil is not big enough for cement particles to enter into.Figure 9
Cement slurry diffusion.Figure 10
Cement-sodium silicate slurry diffusion.


### 3.3. Grouting Rock Pressure

Grouting rock pressure analysis deduced by grouting pressure was directly related to grouting reinforcement quality. Larger grouting rock pressure indicates larger grouting compaction which means that the strength of the grouted soil is improved. Figure11 depicts the variation trend of grouting rock pressure during grouting period under different initial pressures. Before around 2 minutes, the grouting rock pressure is nearly zero, which indicates that grouting has little effect on grouting surrounding rock pressure. It may be attributed that during initial period the grouting pressure is small and the extension of grouting is small. However, after 2 minutes, both the grouting rock pressures for cement slurry and cement-sodium silicate slurry increase quickly. The increasing rate of grouting rock pressure for cement slurry remains constant, but that for c-sodium silicate slurry increases quickly. This may be attributed that as grouting goes on, the grouting pressure increased and so does the extension of grouting slurry, but the increase rate of grouting pressure for cement-sodium silicate slurry increases quickly, while that for cement slurry remains roughly constant as described above.Figure 11
Grouting pressure curves during grouting: (a) initial pressureP0 = 100 kPa, (b) initial pressure P0 = 150 kPa, and (c) initial pressure P0 = 200 kPa.
(a)
(b)
(c)The variation trend of grouting rock pressure suggested that the compaction degree of cement-sodium silicate slurry is larger than that of cement slurry. Considering that the volumes of the two grouting slurries are the same, the compaction area of cement slurry could be larger than that of cement-sodium silicate slurry.By comparing the curves of grouting rock pressure versus time for cement-sodium silicate slurry in Figure11 with the curves of viscosity versus time for cement-sodium silicate slurry in Figure 7, it can be concluded that they are similar just as grouting pressure. That is because the grouting rock pressure is induced by grouting pressure.


### 3.4. Tunnel Deformation

There are mainly two ways to determine the mechanical parameter improvement of grouting soil. One way is using laboratory tests such as uniaxial compression test, triaxial compression test, or direct shear test to determine unconfined compressive strength, elasticity modulus, Poisson’s ratio, internal friction angle ratio, or cohesion of specimens drilled out or cut from the grouted soil; the other way is analyzing the deformation of the surrounding rock. The former is quantitatively precise. As the tested volume of the specimen is far less than that of grouted soil, it may cause larger discreteness of the experimental data due to the inhomogeneity of the grouting soil. Consequently, laboratory test results could not reflect the mechanical parameter improvement of grouting soil properly. The latter is qualitative but can well reflect the relative mechanical parameter improvement of grouted soil. So the deformation of the surrounding rock is very useful for comparative purposes, for example, checking the grouting reinforcement effect.The curves of vertical displacement of tunnel versus overload pressure under different initial pressures are shown in Figure12, and the curves of horizontal displacement of tunnel versus overload pressure are shown Figure 13. From both Figures 12 and 13, it can be concluded that the vertical and horizontal displacements of grouted soil with cement slurry are larger than that of grouted soil with cement-sodium silicate slurry and decrease with initial pressure.Figure 12
The relationship between horizontal displacement and overload pressure: (a) initial pressureP0 = 100 kPa, (b) initial pressure P0 = 150 kPa, and (c) initial pressure P0 = 200 kPa.
(a)
(b)
(c)Figure 13
The relationship of vertical displacement to overload pressure: (a) initial pressureP0 = 100 kPa, (b) initial pressure P0 = 150 kPa, and (c) initial pressure P0 = 200 kPa.
(a)
(b)
(c)It is known that soil structure is a main factor influencing its strength. When the soil structure is disturbed by grouting, the grouting soil strength has a tendency to decrease. When grouting slurry enters into soil by splitting or compaction, it is inevitable to disturb the soil structure. Consequently, the extension of grouting slurry implies the degree of disturbing the soil structure. Furthermore, larger degree of grouting compaction indicates less degree of disturbing the soil structure, or larger degree of extension of grout slurry indicates larger degree of disturbing the soil structure. This could be the reason that grouting reinforcement quality for cement-sodium silicate slurry is better than that for cement slurry. With the increasing of overloading pressure, the degree of soil structures increases and is more difficult to compact. This could be one of the reasons that grouting reinforcement effect decreases with initial pressure.


## 3.1. Grouting Pressure

The grouting pressure versus time curves under different initial pressures are shown in Figure4. The values and increased tendency of grouting pressure for both cement slurry and cement-sodium silicate slurry are similar before around 4 minutes, while they are significantly different after 4 minutes. Before 4 min, the grouting pressure increases slowly for both slurries. After 4 minutes, the increase rate of grouting pressure for cement-sodium silicate slurry increases quickly while that for cement slurry remains roughly constant.During flowing of grouting slurry into soil, the grouting pressure roughly equals to the sum of flow resistance caused by the viscosity of grouting slurry and soil resistance existing in grouting front and caused by splitting the soil off. As stress concentration exists in the grout front, smaller pressure can split the soil off. This kind of pressure remains roughly constant, which is closely related to surrounding rock stress and less related with the rheological property of grouting slurry under splitting condition. Hence, soil resistance cannot result in remarkable deviation between the two grouting pressures. Considering that the viscosity of cement slurry remains roughly constant while the viscosity of cement-sodium silicate slurry increased quickly after some certain time during grouting period, the difference of viscosity between the two grouting slurries could be attributed to remarkable difference between grouting pressure of the two grouting slurries.By comparing the curves of grouting pressure versus time in Figure8 with the curves of viscosity versus time for cement-sodium silicate slurry in Figure 7, it can be concluded that the variation trend is similar. The threshold time after which viscosity increases quickly is around 30 s, while that for grouting pressure is around 4 min. This apparent difference could indicate that the setting time obtained from the laboratory test is less than that in the practical grouting environment where the grout slurry components are mixed in soil.Figure 8
Grouting pressure curves: (a) initial pressureP0 = 100 kPa, (b) initial pressure P0 = 150 kPa, and (c) initial pressure P0 = 200 kPa.
(a)
(b)
(c)


## 3.2. Features of Slurry Diffusion

Figures9 and 10 show the features of slurry veins and bulbs of grouted soils with cement slurry and cement-sodium silicate slurry under initial pressure of 150 kPa, respectively. The other two groups under initial pressures of 100 and 150 kPa were not shown here, and they have similar features of space distribution of the grouting slurry solid with the initial pressure of 150 kPa. As it can be seen from Figures 9 and 10, the interface between the soil and grouting slurry solid is clear and distinct and no obvious signs of permeation of grouting slurry were observed. According to this, it can be concluded that the cement-based grouting slurries used here mainly enter into soil by means of splitting or compacting soil rather than permeating; due to that the porosity size of the test soil is not big enough for cement particles to enter into.Figure 9
Cement slurry diffusion.Figure 10
Cement-sodium silicate slurry diffusion.


## 3.3. Grouting Rock Pressure

Grouting rock pressure analysis deduced by grouting pressure was directly related to grouting reinforcement quality. Larger grouting rock pressure indicates larger grouting compaction which means that the strength of the grouted soil is improved. Figure11 depicts the variation trend of grouting rock pressure during grouting period under different initial pressures. Before around 2 minutes, the grouting rock pressure is nearly zero, which indicates that grouting has little effect on grouting surrounding rock pressure. It may be attributed that during initial period the grouting pressure is small and the extension of grouting is small. However, after 2 minutes, both the grouting rock pressures for cement slurry and cement-sodium silicate slurry increase quickly. The increasing rate of grouting rock pressure for cement slurry remains constant, but that for c-sodium silicate slurry increases quickly. This may be attributed that as grouting goes on, the grouting pressure increased and so does the extension of grouting slurry, but the increase rate of grouting pressure for cement-sodium silicate slurry increases quickly, while that for cement slurry remains roughly constant as described above.Figure 11
Grouting pressure curves during grouting: (a) initial pressureP0 = 100 kPa, (b) initial pressure P0 = 150 kPa, and (c) initial pressure P0 = 200 kPa.
(a)
(b)
(c)The variation trend of grouting rock pressure suggested that the compaction degree of cement-sodium silicate slurry is larger than that of cement slurry. Considering that the volumes of the two grouting slurries are the same, the compaction area of cement slurry could be larger than that of cement-sodium silicate slurry.By comparing the curves of grouting rock pressure versus time for cement-sodium silicate slurry in Figure11 with the curves of viscosity versus time for cement-sodium silicate slurry in Figure 7, it can be concluded that they are similar just as grouting pressure. That is because the grouting rock pressure is induced by grouting pressure.


## 3.4. Tunnel Deformation

There are mainly two ways to determine the mechanical parameter improvement of grouting soil. One way is using laboratory tests such as uniaxial compression test, triaxial compression test, or direct shear test to determine unconfined compressive strength, elasticity modulus, Poisson’s ratio, internal friction angle ratio, or cohesion of specimens drilled out or cut from the grouted soil; the other way is analyzing the deformation of the surrounding rock. The former is quantitatively precise. As the tested volume of the specimen is far less than that of grouted soil, it may cause larger discreteness of the experimental data due to the inhomogeneity of the grouting soil. Consequently, laboratory test results could not reflect the mechanical parameter improvement of grouting soil properly. The latter is qualitative but can well reflect the relative mechanical parameter improvement of grouted soil. So the deformation of the surrounding rock is very useful for comparative purposes, for example, checking the grouting reinforcement effect.The curves of vertical displacement of tunnel versus overload pressure under different initial pressures are shown in Figure12, and the curves of horizontal displacement of tunnel versus overload pressure are shown Figure 13. From both Figures 12 and 13, it can be concluded that the vertical and horizontal displacements of grouted soil with cement slurry are larger than that of grouted soil with cement-sodium silicate slurry and decrease with initial pressure.Figure 12
The relationship between horizontal displacement and overload pressure: (a) initial pressureP0 = 100 kPa, (b) initial pressure P0 = 150 kPa, and (c) initial pressure P0 = 200 kPa.
(a)
(b)
(c)Figure 13
The relationship of vertical displacement to overload pressure: (a) initial pressureP0 = 100 kPa, (b) initial pressure P0 = 150 kPa, and (c) initial pressure P0 = 200 kPa.
(a)
(b)
(c)It is known that soil structure is a main factor influencing its strength. When the soil structure is disturbed by grouting, the grouting soil strength has a tendency to decrease. When grouting slurry enters into soil by splitting or compaction, it is inevitable to disturb the soil structure. Consequently, the extension of grouting slurry implies the degree of disturbing the soil structure. Furthermore, larger degree of grouting compaction indicates less degree of disturbing the soil structure, or larger degree of extension of grout slurry indicates larger degree of disturbing the soil structure. This could be the reason that grouting reinforcement quality for cement-sodium silicate slurry is better than that for cement slurry. With the increasing of overloading pressure, the degree of soil structures increases and is more difficult to compact. This could be one of the reasons that grouting reinforcement effect decreases with initial pressure.


## 4. Conclusions

To investigate the grouting quality and the increasing characteristics of grouting parameters of cement slurry and cement-sodium silicate, a large-scale 3D grouting simulation device was developed. The device can perform surrounding curtain grouting for a tunnel to obtain grouting pressure and grouting surrounding rock pressure data during grouting period. It can also perform overload test for a tunnel to evaluate the grouting quality. From the present results of grouting reinforced soil with cement slurry and cement-sodium silicate slurry under different initial pressures of 100 kPa, 150 kPa, and 200 kPa, the following conclusions can be summarized:(1)
Before four min, the grouting pressure increases slowly for both slurries; after four minutes, the increase rate of grouting pressure for cement-sodium silicate slurry increases quickly, while that for cement slurry, it remains roughly constant. The increasing trend of grouting pressure for cement-sodium silicate is similar to its viscosity trend.(2)
The cement-based grouting slurries used here mainly enter into soil by means of splitting or compacting soil rather than permeating; due to this, the porosity size of the test soil is not big enough for cement particles to enter into.(3)
Before around 2 minutes, the grouting rock pressures for cement slurry and cement-sodium silicate slurry are nearly zero; after around two minutes, they increase quickly. But the increase rate of grouting pressure for cement-sodium silicate slurry increases quickly, while that for cement slurry remains roughly constant.(4)
The grouting quality of cement-sodium silicate slurry is better than that of cement slurry, and the grouting quality decreases with initial pressure. This could be attributed to soil structure.(5)
The setting time of cement-sodium silicate slurry obtained from the laboratory test is less than that in the practical grouting environment where the grout slurry solidifies in soil.



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*Source: 1893195-2018-02-18.xml*