Optimizing the Grouting Design for Groundwater Inrush Control in Completely Weathered Granite Tunnel: An Experimental and Field Investigation

: Groundwater and mud inrush disaster from completely weathered granite presents a huge di ﬃ culty for tunnel construction, which requires the grouting measurement with favorable performance. To propose the optimal material parameters for grouting, numerous tests, including strength, permeability, and anti-washout, were conducted to evaluate the e ﬀ ects of grouting ﬁlling ratio (GFR), curing age and water velocity on the grouting e ﬀ ect. The test results show that: (1) The hydraulic property of completely weathered granite can be signiﬁcantly improved by increasing the grouting volume and curing age. In particular, when GFR ≥ 48%, the cohesion and internal friction angle increased to about 200 kPa and 30 ◦ , which were more than three and ten times of that pre-grouting. (2) With the increase of GFR, the permeability exhibited three stages: Slowly decreasing stage, sharply decreasing stage and stable stage. When increased from 32% to 48%, the permeability coe ﬃ cient sharply decreased two orders of magnitude, namely from 4.05 × 10 − 5 cm / s to 1 × 10 − 7 cm / s. (3) The particle erosion rate decreased sharply to below 10% in the low water velocity ( v ≤ 0.2 m / s) when GFR ≥ 48%, but still exceeded 50% when v ≥ 0.4m / s. The results indicated that the grouting volume of GFR = 48% was a suitable grouting parameter to reinforce the completely weathered granite, particularly in the low water velocity condition. The ﬁeld investigation of hydraulic-mechanical behaviors in the Junchang tunnel indicated that the grouting e ﬀ ect can be improved markedly.


Introduction
Tunnel constructing in completely weathered granite often faces the serious risk of groundwater and mud inrush [1][2][3], which presents a great difficulty for engineers. As the common treatment measure, grouting technology is far from the anticipated effect in rich-water conditions, especially in flowing water environments due to water erosion [4][5][6][7]. In this condition, the slurry is prone to be diluted and scoured, leading to the deterioration of water plugging and the ground reinforcement effect [8,9]. Therefore, the grouting design with the advanced performance of strength, permeability and anti-washout has become a key issue for the geotechnical engineers, which was strongly demanded in practical engineering [10,11]. The grouting filling ratio (GFR) is a key index to design the grouting volume, which is defined as follows: where Q is the grouting volume, V is the volume of grouting ground, n is the soil porosity which was 0.36 in the test, β is the grouting loss rate which was 10% in the test according to the experience. In the test, grouting filling ratios with 0%, 16%, 32%, 48%, 64%, 80% were designed to evaluate the influence of grouting volume on the grouting effect.
For the strength and permeability tests, the grouting samples were prepared by mixing the grout with the designed GFR into the completely weathered granite, according to the standard JGJ/T 233-2011 of China. Afterwards, the materials were mixed uniformity. The cylinder specimens for triaxial test and permeability tests were made with a size of Φ 39.1 mm × 80 mm (diameter × height) and Φ 61.8 mm × 40 mm. For the anti-washout test, specimens with a cubic size of 40 × 40 × 40 mm 3 were prepared by a self-developed grouting test device [27], as shown in Figure 1. The specimens were cured under standard conditions (20 • C ± 2, RH > 90%) for designated ages of 3 d, 7 d before testing. The rapid hardening sulphoaluminate cement used in this study (type R. SAC.42.5 in accordance with the standard GB20472-2006 of China) was from Huaxin Cement Plant Factory (Huangshi, P.R. China). According to the grouting ratio commonly used in grouting engineering, the water-cement ratio (W/C) of the grout was set as 0.8. The initial setting time and compressive strength at 3 d of the cement were 21 min and 42.5 MPa respectively.

Completely Weathered Granite
The completely weathered granite was taken from the Junchang Tunnel [13]. Tests by X-Ray Diffraction (XRD) analysis indicated that the minerals of the completely weathered granite were quartz particle, illite, and kaolinite with a mass proportion of 75.2%, 19.3%, and 5.5%, respectively. The basic physical and mechanical properties are shown in Table 1. The grouting filling ratio (GFR) is a key index to design the grouting volume, which is defined as follows: (1 ) where Q is the grouting volume, V is the volume of grouting ground, n is the soil porosity which was 0.36 in the test, β is the grouting loss rate which was 10% in the test according to the experience. In the test, grouting filling ratios with 0%, 16%, 32%, 48%, 64%, 80% were designed to evaluate the influence of grouting volume on the grouting effect.
For the strength and permeability tests, the grouting samples were prepared by mixing the grout with the designed GFR into the completely weathered granite, according to the standard JGJ/T 233-2011 of China. Afterwards, the materials were mixed uniformity. The cylinder specimens for triaxial test and permeability tests were made with a size of Φ 39.1 mm × 80 mm (diameter × height) and Φ 61.8 mm × 40 mm. For the anti-washout test, specimens with a cubic size of 40 × 40 × 40 mm 3 were prepared by a self-developed grouting test device [27], as shown in Figure 1. The specimens were cured under standard conditions (20 °C ± 2, RH > 90%) for designated ages of 3 d, 7 d before testing.   Using the triaxial shear test, the strength characteristics of completely weathered granite preand post-grouting were investigated by the undrained unconsolidated triaxial method. The confining pressure was 200 kPa, 400 kPa, 600 kPa and 800 kPa, respectively, in general, but it was changed to 100 kPa, 200 kPa, 300 kPa, 400 kPa for the sample with the high grouting fill ratio (≥48%) considering the sample strength was relatively high.

Permeability Test
The variable head permeability test method was used to determine the permeability coefficient of the sample after grouting.

Anti-Washout Test
In order to evaluate the anti-washout properties of grouting samples, a self-design testing device was developed, which is shown in Figure 2 [27]. The device consisted of a sink, flow valve, water tank, and particles collection equipment. The length, width, and height of the sink were 200, 10, and 10 cm, respectively. The flow valve was designed to adjust the water flow velocity. Three water velocities, including 0.2, 0.4, 0.6 m/s, were designed in the anti-washout tests. Using the triaxial shear test, the strength characteristics of completely weathered granite preand post-grouting were investigated by the undrained unconsolidated triaxial method. The confining pressure was 200 kPa, 400 kPa, 600 kPa and 800 kPa, respectively, in general, but it was changed to 100 kPa, 200 kPa, 300 kPa, 400 kPa for the sample with the high grouting fill ratio (≥48%) considering the sample strength was relatively high.

Permeability Test
The variable head permeability test method was used to determine the permeability coefficient of the sample after grouting.

Anti-Washout Test
In order to evaluate the anti-washout properties of grouting samples, a self-design testing device was developed, which is shown in Figure 2 [27]. The device consisted of a sink, flow valve, water tank, and particles collection equipment. The length, width, and height of the sink were 200, 10, and 10 cm, respectively. The flow valve was designed to adjust the water flow velocity. Three water velocities, including 0.2, 0.4, 0.6 m/s, were designed in the anti-washout tests. The detail anti-washout test procedure was illustrated as follows. First, the initial grouting sample with mass M0 was placed into the sink under the designed water velocity. Then, the particle erosion amount was recorded at 10 s, 30 s, 60 s, 90 s, 120 s and following an interval of 60 s. When the particle erosion amount between two records was less than 0.1 g, namely, the particles were not eroded, the water inlet was closed. The total particle erosion amount can be collected from the collection system and the eroded mass M1 was recorded. Thus, the anti-washout properties can be evaluated by the index of PER (particle erosion ratio), which is defined by the ratio of M1/M0. The detail anti-washout test procedure was illustrated as follows. First, the initial grouting sample with mass M 0 was placed into the sink under the designed water velocity. Then, the particle erosion amount was recorded at 10 s, 30 s, 60 s, 90 s, 120 s and following an interval of 60 s. When the particle erosion amount between two records was less than 0.1 g, namely, the particles were not eroded, the water inlet was closed. The total particle erosion amount can be collected from the collection system and the eroded mass M 1 was recorded. Thus, the anti-washout properties can be evaluated by the index of PER (particle erosion ratio), which is defined by the ratio of M 1 /M 0 . Figure 3 shows the stress-strain curves with different GFRs at a 7 d curing time. With an increasing GFR, the peak strength increased. In addition, the pattern of stress-strain curve changed with the increasing GFR. When the GFR was smaller than 48%, as shown in Figure 3a,b, the sample exhibited the pattern of strain hardening. However, when the GFR was higher than 48%, the stress-strain curve was gradually transformed into the pattern of strain softening, as shown in Figure 3c-e. This indicates that the failure model of completely weathered granite after grouting changed from plastic to brittle properties, and the strain localization occurred in the failure process under the action of shear stress.

Stress-Strain Characteristics
with the increasing GFR. When the GFR was smaller than 48%, as shown in Figure 3a,b, the sample exhibited the pattern of strain hardening. However, when the GFR was higher than 48%, the stressstrain curve was gradually transformed into the pattern of strain softening, as shown in Figure 3c-e. This indicates that the failure model of completely weathered granite after grouting changed from plastic to brittle properties, and the strain localization occurred in the failure process under the action of shear stress.

Strength Characteristics
According to the Mohr-Coulomb criterion, the strength parameters (cohesion c and internal friction angle ϕ) can be calculated from the above strength tests, which are listed in Table 2. At the same curing time, with the increase of GFR, the cohesion increased exponentially, and the internal friction angle increased generally and then kept stable, as shown in Figure 4. In particular, when the GFR reached 48%, the cohesion increased to about 200 kPa which was more than three times of that without grouting, and the internal friction angle reached up to the maximum which was more than 30 • . Furthermore, the strength parameters increased in general with the increase of curing time.

Strength Characteristics
According to the Mohr-Coulomb criterion, the strength parameters (cohesion c and internal friction angle φ) can be calculated from the above strength tests, which are listed in Table 2. At the same curing time, with the increase of GFR, the cohesion increased exponentially, and the internal friction angle increased generally and then kept stable, as shown in Figure 4. In particular, when the GFR reached 48%, the cohesion increased to about 200 kPa which was more than three times of that without grouting, and the internal friction angle reached up to the maximum which was more than 30°. Furthermore, the strength parameters increased in general with the increase of curing time.

Scanning Electron Microscopy (SEM) Characterization
To analyze the mechanism of strength evolution characteristic after grouting, the scanning electron microscopy (SEM) analysis for different GFRs was carried out [27]. The test results are displayed in Figure 5.

Scanning Electron Microscopy (SEM) Characterization
To analyze the mechanism of strength evolution characteristic after grouting, the scanning electron microscopy (SEM) analysis for different GFRs was carried out [27]. The test results are displayed in Figure 5.
For the sample with a small GFR, i.e., 16% and 32%, the structure was loosened and contained many large pores, as shown in Figure 5a,b. In addition, few cement hydration products were formed in the sample, especially when GFR = 16%, which indicated that the strength could be increased slightly. However, with the increase of GFR, numerous pores were filled by cement particles and the structure seems to be more dense, as shown in Figure 5c,d. In addition, a large amount of cement hydration products, i.e., calcium silicate hydrates (CSH) and ettringite crystals (AFt) were formed in the completely weathered granite, which can improve the strength of completely weathered granite significantly.  For the sample with a small GFR, i.e., 16% and 32%, the structure was loosened and contained many large pores, as shown in Figure 5a,b. In addition, few cement hydration products were formed in the sample, especially when GFR = 16%, which indicated that the strength could be increased slightly. However, with the increase of GFR, numerous pores were filled by cement particles and the structure seems to be more dense, as shown in Figure 5c,d. In addition, a large amount of cement hydration products, i.e., calcium silicate hydrates (CSH) and ettringite crystals (AFt) were formed in the completely weathered granite, which can improve the strength of completely weathered granite significantly. Figure 6 shows the permeability coefficient results and indicates that the permeability coefficient under different GFR exhibited three evolution stages: Slowly decreasing stage, sharply decreasing stage and stable stage. For the sample without grouting, the permeability coefficient was 4.05 × 10 −5 cm/s. With the GFR increased to 16%, the permeability coefficient decreased slowly to 8.6 × 10 −6 cm/s. In contrast, when GFR exceeded 32%, the permeability coefficient decreased sharply from the order of 10 −5 cm/s to 10 −8 cm/s. However, when GFR exceeded 48%, the permeability coefficient changed by a few.  Figure 6 shows the permeability coefficient results and indicates that the permeability coefficient under different GFR exhibited three evolution stages: Slowly decreasing stage, sharply decreasing stage and stable stage. For the sample without grouting, the permeability coefficient was 4.05 × 10 −5 cm/s. With the GFR increased to 16%, the permeability coefficient decreased slowly to 8.6 × 10 −6 cm/s. In contrast, when GFR exceeded 32%, the permeability coefficient decreased sharply from the order of 10 −5 cm/s to 10 −8 cm/s. However, when GFR exceeded 48%, the permeability coefficient changed by a few. The main reasons that the permeability coefficient could be decreased with the increase of the GFR were analyzed as follows. First, from a physical perspective, the addition of grout could fill the pores of the sample, which can decrease the porosity, thereby reducing the connectivity of the pores and increasing the tortuosity of the seepage process, and finally, decreasing the internal permeability of the sample. Secondly, from the chemical perspective, the cement hydration products underwent a series of physical and chemical reactions with the particles and water to enhance the cementing ability, which reduced the permeability coefficient of the sample. The main reasons that the permeability coefficient could be decreased with the increase of the GFR were analyzed as follows. First, from a physical perspective, the addition of grout could fill the pores of the sample, which can decrease the porosity, thereby reducing the connectivity of the pores and increasing the tortuosity of the seepage process, and finally, decreasing the internal permeability of the sample. Secondly, from the chemical perspective, the cement hydration products underwent a series of physical and chemical reactions with the particles and water to enhance the cementing ability, which reduced the permeability coefficient of the sample.

Anti-Washout Test
A comprehensive test method was used to investigate the anti-washout performance of completely weathered granite after grouting. The test results are shown in Table 3 and Figure 7. * For the test in GFR = 0%, the results in different curing age were almost the same. The results in high velocity were significantly greater than with low velocity (0.2 m/s), which indicates that the particle erosion ratio (PER) will be 100% for the other higher velocity. It can be observed that the PER decreased significantly with the increasing GFR and decreasing water flow rate. Under the hydrostatic condition (v = 0 m/s), the PER decreased to below 10% when GFR ≥ 48%, indicating that anti-washout performance could be satisfied after the GFR increased to more than 48%. When the water velocity increased to 0.2 m/s, the PER of most of the samples was lower than 50%, with the minimum being lower than 35%. This indicates that the anti-washout performance and PER could be significantly modified by adjusting the grouting volume when the velocity was small. However, with the water velocity further increased to more than 0.4 m/s, the PER of most of the samples exceeded 50%. This indicates that the anti-washout performance cannot be significantly modified by merely increasing grouting volume when the velocity was very high. During this condition, the modified cement slurries or chemical slurries with favorable anti-washout performance were suggested to decrease the velocity primarily, then the Portland cement with the suggested GFR could be used to reinforce the ground.
In general, the higher filling ratios govern the better grouting reinforce effect. However, considering the economic cost and construction efficiency, an appropriate grouting volume should be proposed. Based on the above analysis of strength, permeability and anti-washout performance, it can be obtained that in completely weathered granite, GFR = 48-64% is the suitable grouting parameter range. The result is similar in the medium and coarse sand grouting (namely GFR = 50-70%), but is significantly different in the gravel sand grouting (namely GFR = 70-100%) according to the permeation grouting theory, as presented by Cui and Cui [27]. However, it should be noted that grouting in completely weathered granite is significantly different with that in sandy soil, especially in terms of the grouting diffusion mechanism. The results from permeation grouting theory cannot It can be observed that the PER decreased significantly with the increasing GFR and decreasing water flow rate. Under the hydrostatic condition (v = 0 m/s), the PER decreased to below 10% when GFR ≥ 48%, indicating that anti-washout performance could be satisfied after the GFR increased to more than 48%. When the water velocity increased to 0.2 m/s, the PER of most of the samples was lower than 50%, with the minimum being lower than 35%. This indicates that the anti-washout performance and PER could be significantly modified by adjusting the grouting volume when the velocity was small. However, with the water velocity further increased to more than 0.4 m/s, the PER of most of the samples exceeded 50%. This indicates that the anti-washout performance cannot be significantly modified by merely increasing grouting volume when the velocity was very high. During this condition, the modified cement slurries or chemical slurries with favorable anti-washout performance were suggested to decrease the velocity primarily, then the Portland cement with the suggested GFR could be used to reinforce the ground.
In general, the higher filling ratios govern the better grouting reinforce effect. However, considering the economic cost and construction efficiency, an appropriate grouting volume should be proposed.
Based on the above analysis of strength, permeability and anti-washout performance, it can be obtained that in completely weathered granite, GFR = 48-64% is the suitable grouting parameter range. The result is similar in the medium and coarse sand grouting (namely GFR = 50-70%), but is significantly different in the gravel sand grouting (namely GFR = 70-100%) according to the permeation grouting theory, as presented by Cui and Cui [27]. However, it should be noted that grouting in completely weathered granite is significantly different with that in sandy soil, especially in terms of the grouting diffusion mechanism. The results from permeation grouting theory cannot be used in regards to the completely weathered granite. In addition, Cui and Cui [27] summarized the grouting filling ratio of 30-50% for clay soil from the field investigation. This indicates that the grouting filling ratio for different ground materials may differ and, thus, they should be determined according to the details of the hydrogeological condition.

Field Investigation of Grouting Reinforcement Effect-A Case Study
The Junchang tunnel is a part of a major project at Cenxi highway in Guangxi province, China. Due to the unfavorable geological conditions, the tunnel suffered serious water and mud inrush disasters, and curtain grouting was thus adopted to overcome the difficulties. To verify the effectiveness of the developed grouting volume, field investigations of curtain grouting were conducted in the Junchang tunnel.

Ground Conditions and Geological Disasters
The ground conditions were evaluated according to the geological prospecting and geophysical prospecting, as illustrated in Figure 8. The lithology throughout the tunnel was weathered granite with different grades. In particular, from CK7+838.5 to CK7+981.6, the area is a large rich-water, with completely weathered granite region, which is makes for a high-risk region. Tunnel construction in these regions has suffered four large-scale waters and mud inrush disasters from 11 September 2013 to 23 October 2015, as shown in Figure 9. The largest water inflow volume exceeded 250,000 m 3 , which resulted in the severe property damage and hindered the construction seriously [13]. with different grades. In particular, from CK7+838.5 to CK7+981.6, the area is a large rich-water, with completely weathered granite region, which is makes for a high-risk region. Tunnel construction in these regions has suffered four large-scale waters and mud inrush disasters from 11 September 2013 to 23 October 2015, as shown in Figure 9. The largest water inflow volume exceeded 250,000 m 3 , which resulted in the severe property damage and hindered the construction seriously [13].

Grouting Design
The main grouting parameters in the Junchang tunnel were designed according to the following specifications: (1) As shown in Figures 10 and 11, 95 grouting holes including 7 cycles (A-G) from outside to with different grades. In particular, from CK7+838.5 to CK7+981.6, the area is a large rich-water, with completely weathered granite region, which is makes for a high-risk region. Tunnel construction in these regions has suffered four large-scale waters and mud inrush disasters from 11 September 2013 to 23 October 2015, as shown in Figure 9. The largest water inflow volume exceeded 250,000 m 3 , which resulted in the severe property damage and hindered the construction seriously [13].

Grouting Design
The main grouting parameters in the Junchang tunnel were designed according to the following specifications:

Grouting Design
The main grouting parameters in the Junchang tunnel were designed according to the following specifications: (1) As shown in Figures 10 and 11, 95 grouting holes including 7 cycles (A-G) from outside to inside were designed. In addition, the construction process for the curtain grouting was conducted from cycle A to cycle G. (2) The designed grouting volume was 48 m 3 /m according to the above tests.
(3) The curtain grouting thickness of 5-8 m was adopted based on the numerical results [13].
The grouting reinforced length was 15 m, 20 m, or 25 m, depending on the geological conditions. (4) Considering that the grouting spread pattern in completely weathered granite was mainly fractured grouting, the grouting pressure was required to reach the initiation pressure of the ground. In addition, the buried depth of this high-risk zone is approximately 96 m. Thus, the designed maximum grouting pressure was 4-6 MPa. (5) Considering the factors of anti-washout performance, strength performance and economics, several grouting materials including the cement slurry, cement-sodium silicate slurry and cement-GT slurry were adopted to use in different hydraulic conditions [13]. (6) The grouting effect was examined by examination holes, P-Q-t curve, and excavation [16,28].

Grouting Effects Examination
In order to evaluate the grouting reinforcement effect, the grouting cycle zone (DK7+952～ DK7+932) was taken as an example. In this grouting cycle, seven examination holes were designed to

Grouting Effects Examination
In order to evaluate the grouting reinforcement effect, the grouting cycle zone (DK7+952～ DK7+932) was taken as an example. In this grouting cycle, seven examination holes were designed to investigate the hydraulic and mechanical behavior of the ground after a curtain grouting, which are

Grouting Effects Examination
In order to evaluate the grouting reinforcement effect, the grouting cycle zone (DK7+952~DK7+932) was taken as an example. In this grouting cycle, seven examination holes were designed to investigate the hydraulic and mechanical behavior of the ground after a curtain grouting, which are shown in Table 4 and Figure 12. The detailed information exposed by examination holes is shown in Table 5.   It can be seen from the Table 5 that the hole-making rates after grouting were all more than 90%, which indicated that there was no serious collapse in the holes and the ground had been reinforced well. Furthermore, Table 5 shows that water inflows were less than 5 L/min, and the minimum water inflow was merely 1.2 L/min, as shown in Figure 13a. According to the field investigation, the water inflows exposed before grouting were about 50 L/min, as shown in Figure 13b. This indicates that the water inflows have decreased by more than 90% after grouting. In addition, the initial 15 m for the examination holes were dry, and it was merely at the last few meters that some water appeared. This means that the water has been driven away and the surrounding rock has possessed favorable water plugging behavior.
(a) Pre-grouting (b) Post-grouting   It can be seen from the Table 5 that the hole-making rates after grouting were all more than 90%, which indicated that there was no serious collapse in the holes and the ground had been reinforced well. Furthermore, Table 5 shows that water inflows were less than 5 L/min, and the minimum water inflow was merely 1.2 L/min, as shown in Figure 13a. According to the field investigation, the water inflows exposed before grouting were about 50 L/min, as shown in Figure 13b. This indicates that the water inflows have decreased by more than 90% after grouting. In addition, the initial 15 m for the examination holes were dry, and it was merely at the last few meters that some water appeared. This means that the water has been driven away and the surrounding rock has possessed favorable water plugging behavior. inflow was merely 1.2 L/min, as shown in Figure 13a. According to the field investigation, the water inflows exposed before grouting were about 50 L/min, as shown in Figure 13b. This indicates that the water inflows have decreased by more than 90% after grouting. In addition, the initial 15 m for the examination holes were dry, and it was merely at the last few meters that some water appeared. This means that the water has been driven away and the surrounding rock has possessed favorable water plugging behavior.  In order to evaluate the strength, compactness and the geosphere integrity of the ground, the grouting tests in the examination holes were carried out. The key parameters in grouting tests, namely P (injection pressure)-Q (injection velocity)-t (time) curves were recorded. Figure 14 shows the typical P-Q-t curves of J-2. In order to evaluate the strength, compactness and the geosphere integrity of the ground, the grouting tests in the examination holes were carried out. The key parameters in grouting tests, namely P (injection pressure)-Q (injection velocity)-t (time) curves were recorded. Figure 14 shows the typical P-Q-t curves of J-2. For grouting in completely weathered granite, the ground was generally reinforced by composed grouting patterns, including the filling, permeating, compaction and splitting grouting. First, the grout was injected by way of filling and permeating, and the grouting pressure was relatively low due to the high porosity of ground. Therefore, a great deal of grout was demanded to fill the pores or fractures, showing the high injection velocity in this stage. Then, when the pores or fractures were entirely filled, the higher grouting pressure was demanded to surmount the minimum principal stress of the ground [16]. At this stage, the grouting patterns were mainly compaction and splitting grouting, and the grouting pressure increased significantly, and the grouting velocity decreased sharply. Figure 14 displays that the grouting pressure quickly increased to 8 MPa, and the grouting velocity sharply declined to 5 L/min in 6 min indicating that unfavorable geology was reinforced by the grouting. This can be explained as follows: The pores or fractures in the ground has been filled, and the ground compactness and strength were improved significantly during the curtain grouting, so that the grouting pressure increased rapidly and the grout could not be pumped largely into the ground.
Based on the above investigation, the hydraulic and mechanical performance of the ground was improved notably and satisfied by the excavation environment. As shown in Figure 15, the tunnel face was dry and the medium was reinforced by lots of grout veins. The excavation demonstrated that the grouting parameters proposed above were reliable. For grouting in completely weathered granite, the ground was generally reinforced by composed grouting patterns, including the filling, permeating, compaction and splitting grouting. First, the grout was injected by way of filling and permeating, and the grouting pressure was relatively low due to the high porosity of ground. Therefore, a great deal of grout was demanded to fill the pores or fractures, showing the high injection velocity in this stage. Then, when the pores or fractures were entirely filled, the higher grouting pressure was demanded to surmount the minimum principal stress of the ground [16]. At this stage, the grouting patterns were mainly compaction and splitting grouting, and the grouting pressure increased significantly, and the grouting velocity decreased sharply. Figure 14 displays that the grouting pressure quickly increased to 8 MPa, and the grouting velocity sharply declined to 5 L/min in 6 min indicating that unfavorable geology was reinforced by the grouting. This can be explained as follows: The pores or fractures in the ground has been filled, and the ground compactness and strength were improved significantly during the curtain grouting, so that the grouting pressure increased rapidly and the grout could not be pumped largely into the ground.
Based on the above investigation, the hydraulic and mechanical performance of the ground was improved notably and satisfied by the excavation environment. As shown in Figure 15, the tunnel face was dry and the medium was reinforced by lots of grout veins. The excavation demonstrated that the grouting parameters proposed above were reliable. so that the grouting pressure increased rapidly and the grout could not be pumped largely into the ground.
Based on the above investigation, the hydraulic and mechanical performance of the ground was improved notably and satisfied by the excavation environment. As shown in Figure 15, the tunnel face was dry and the medium was reinforced by lots of grout veins. The excavation demonstrated that the grouting parameters proposed above were reliable. Figure 15. Grouting effect exposed by excavation in DK7+948.

Conclusions
In order to propose the suitable grouting parameters for field engineering, considering the factors of grouting volume (GFR), curing age and water velocity, numerous tests including strength, Figure 15. Grouting effect exposed by excavation in DK7+948.

Conclusions
In order to propose the suitable grouting parameters for field engineering, considering the factors of grouting volume (GFR), curing age and water velocity, numerous tests including strength, permeability and anti-washout were conducted to evaluate the grouting reinforcement effect of completely weathered granite. The main conclusions drawn are as follows: (1) The completely weathered granite could be effectively reinforced by grouting. In addition, with the increase of grouting filling ratio and curing time, the physical and mechanical properties can be improved significantly. In particular, when the GFR increased to 48%, the cohesion and internal friction angle increased to about 200 kPa and 30 • , which were more than three and ten times of that without grouting. Simultaneously, the permeability coefficient decreased two orders of magnitude, namely from 4.05 × 10 −5 cm/s to 1 × 10 −7 cm/s, and the PER decreased sharply to below 10% in the lower water flow rate. The results demonstrate that the completely weathered granite was reinforced well after the grouting with GFR ≥ 48%. (2) In the high-water velocity condition, the grouting effect decreased sharply. In particular, when the velocity increased to more than 0.4 m/s, the anti-washout performance after grouting with Portland cement was extremely deficient, which the PER exceeded 50%. The results indicate that in the high-water velocity condition, the composite slurries or measurements should be taken, i.e., the chemical slurry was primarily used to control the water velocity, and the Portland cement was then used to reinforce the ground. (3) According to the experimental studies, the GFR of 48% was proposed as an appropriate grouting parameter in completely weathered granite. This suggested value was demonstrated to be reasonable, effective and reliable by field investigations in the Junchang tunnel.