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.
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 [
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 [
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 [
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. [
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. [
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.
To simulate the grouting process, a large-scale 3D grouting simulation device was developed which is shown in Figure
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.
There are three groups of contrast grouting experiments, and their respective initial pressures (
Number of experiments and their parameters.
Item number | Initial pressure, |
Grout amount (L) | Grouting rate, |
---|---|---|---|
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.
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 Figure
Grouting mesh tube.
Sketch map of grouting mesh holes.
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. Figure
Excavated tunnel and installed displacement sensor.
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 (Figure
Imbedded grouting rock pressure sensors.
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 Figure
Arrangement and number of displacement sensor.
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 Table
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 |
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 Table
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 ( |
GPa | 10.8 |
Poisson’s ratio | 1 | 0.22 |
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 Table
Basic properties of cement-sodium silicate slurry.
Parameter | Unit | Value |
---|---|---|
Uniaxial compressive strength | MPa | 5.9 |
Secant Young’s modulus ( |
GPa | 10.8 |
Poisson’s ratio | 1 | 0.22 |
The viscosity versus time curve of cement-sodium silicate slurry.
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.
The grouting pressure versus time curves under different initial pressures are shown in Figure
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 Figure
Grouting pressure curves: (a) initial pressure
Figures
Cement slurry diffusion.
Cement-sodium silicate slurry diffusion.
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. Figure
Grouting pressure curves during grouting: (a) initial pressure
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 Figure
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 Figure
The relationship between horizontal displacement and overload pressure: (a) initial pressure
The relationship of vertical displacement to overload pressure: (a) initial pressure
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.
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: 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. 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. 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. 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. 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.
The authors declare that they have no conflicts of interest.
This project is supported by the State Key Research and Development Plan (Grant no. 2016YFC0801600), National Natural Science Foundation of China (Grant no. 41272385), and National Natural Science Youth Fund (Grant no. 51309146).