# Research on the Technology of Plugging Gushing Water in the Vertical Shaft under Complicated Conditions

Authors: Chuanyang Jia; Hailong Wang; Haiquan Liu; Guibin Zhang; Kaihua Sheng
Journal: Geofluids
 (2020)

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## Abstract

The shaft is the throat of the mine construction, and it is easily disturbed by gushing water, which affects the mine construction progress. Aiming at technical problems under complex hydrogeological conditions in coal mines, such as vertical shaft lining rupture and serious gushing water, single-liquid and double-liquid cement grouting materials are invalid for multiple plugging of gushing water. Combining with geological data to analyze the conditions of the aquifers and water-blocking layer in the shaft, adopting the multifunctional digital electrical method and digital flow measuring instrument can accurately grasp the flow direction and flow velocity and further obtain the aquifer parameters of the main and auxiliary shafts. At the same time, based on the FLAC numerical simulation software, research on the stress, displacement, and plastic failure of the shaft surrounding rock under different water pressures (0.5 times, 1 time, and 2 times the hydrostatic pressure) and comparative analysis of the influence of the water bodies on the shaft surrounding rock are carried out. On this basis, the following are the objectives: (1) research the mechanical properties of polymer chemical material Malisan N and the mechanism of grouting to plugging gushing water and strengthening surrounding rock, (2) formulate the grouting drilling layout and construction technology for the topsoil and bedrock section of the main and auxiliary shafts, and (3) carry out long-term monitoring of the water inflow. The monitoring data showed that the measured water inflow was less than 0.05 m3/h after the grouting of the shaft surrounding rock, which achieved the purpose of preventing the shaft linings from rupturing, plugging the gushing water, and stabilizing the aquifer water pressure.


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## Body

## 1. Introduction

Shaft engineering is one of the main projects of mine construction; the shaft construction accounts for about 5% of the mine underground engineering quantity and 40%~50% of the mine construction time. The shaft engineering construction speed directly affects the construction of roadway engineering, surface engineering, and electromechanical installation engineering [1–5]. Therefore, accelerating the shaft construction speed is an important part of shortening the mine construction time. At the same time, the shaft is the throat of the entire mine construction; its design and construction quality are directly related to the success or failure of the mine construction [6]. The hydrogeological conditions of many mines in our country are complex, with a large number of aquifers and rich water content. Besides, a large amount of water in the shaft during the shaft construction seriously affects the construction speed and quality of the shaft engineering [7–12]. The freezing method is used in the construction of shafts, and the construction of shaft linings mostly adopts reinforced concrete materials to form double-layer or composite sandwich structures. When the construction of the freezing section is completed, the shaft linings are affected by the melting and settlement of the frozen surrounding rock, the poor concrete quality, and the consolidation and settlement of aquifers at the bottom of the topsoil due to drainage; it is easy to cause shaft lining cracks and water (sand) leakage at the stubble [13–15]. The depths of the main and auxiliary shafts of the coal mine are, respectively, 390 m and 398 m, the shaft diameter is 5 m, and the topsoil thickness is 250 m. The topsoil section of the shaft adopts short segment excavation; the excavation section height is 1.00 m; installing the inner layer to form double-layer shaft linings, there are annular gaps in many parts of the shaft linings; the cement slurry is filled between the shaft linings. The bedrock section of the shaft is constructed by the short section excavation and masonry mixed operation method; the height of the excavation and masonry section is 3.20m. The sections of the main and auxiliary shafts are shown in Figure 1. The hydrogeological conditions of the shaft are complicated, and the common method [16–18] behind the shaft lining grouting is used to plug the water outlet point at the stubble of the bedrock section, and the water plugging effect is not ideal. After grouting, the measured water inflow of the shaft reaches 6 m3/h, the topsoil section is 4 m3/h, and the bedrock section is 2 m3/h. Especially when the temperature is lower than -10°C, the gushing water from the shaft linings is more obvious; the range of water inflow reaches 8~10 m3/h. The water outlet points of the topsoil section are concentrated in the annular gap (shaft depth 90~110 m, 180~210 m), and the water outlet points of the bedrock section are concentrated near the stubble (shaft depth 270~300 m, 320~360 m). There are more water outlet points in the topsoil section than in the bedrock section, and the water inflow is relatively large. The shaft gushing water is shown in Figure 2.Figure 1
Shaft section view.
(a)
Main shaft(b)
Auxiliary shaftFigure 2
The shaft water gush.Properly handling the shaft gushing water problem is an important task during the rapid construction and operation of the vertical shaft. It is necessary to carry out the grouting between or behind the composite shaft linings in time to plug the cracks; the inner and outer shaft linings can bear the ground pressure and water pressure together to improve the overall bearing capacity of the shaft linings and further ensure the safety of the shaft and the working environment. According to the water seepage characteristics of the shaft, this paper researches the serious gushing water in the vertical shaft under complex hydrogeological conditions, and the repeated plugging effect is not obvious. A series of processes are taken, such as analyzing the gushing water mechanism [19–22], selecting grouting materials, determining the grouting plan, and developing plugging technology, so as to improve the mine production environment and realize safe production, which is of great significance.


## 2. Complex Hydrological Analysis

### 2.1. Geological Structure around the Shaft

The underground data reveals that there are a large number of faults, and 27 faults are exposed. The maximum fault vertical distance is 58 m, and the width is 0.5 m. Most of the faults do not contain water, and only a few faults have water dripping and weak water abundance. However, from the analysis of the distribution of leaky boreholes, there are more leaking points near the fault, indicating that the rocks near the fault are relatively broken and the fractures are developed, resulting in relatively enhanced water richness on both sides of the fault.The main shaft inspection hole is located in the YF7 fault fracture zone, and the auxiliary shaft inspection hole is located on the upper plate of the YF7 fault. The fault trend is SW and is inclined NW, the dip angle is 70°, and the fault drop near the shaft is 70-80 m.


### 2.2. Shaft Bedrock Aquifer

In the Quaternary loose soil layer, the clayey soil with poor water conductivity and the sandy soil with good water permeability alternately exist. The hydraulic connection between the Quaternary and the shaft is strong, and the groundwater has a strong replenishment capacity for the shaft. The effluent stratum is the fractured aquifer of the Upper Jurassic Mengyin Formation sandstone, the Permian Shihezi Formation sandstone, and the Shanxi Formation sandstone, with weak water content and difficult drainage.


### 2.3. Shaft Barrier

The Quaternary is mainly composed of clay, sandy clay, and gravel layers, with a thickness of 251.70~253.27 m. The stratum is thick in the east and southeast and thin in the west and northwest, as shown in Figure3. The clay has strong swelling properties and forms a relative aquifer. In the other two inspection holes, the Upper Shihezi Formation is dominated by claystone and mudstone, which can be used as a relative aquifer, which is squeezed and dislocated, causing cracks to develop and weakening water barrier performance.Figure 3
Quaternary contour map.


### 2.4. Shaft Water Gush Analysis

The shaft linings in the topsoil section adopt double-layer reinforced concrete, and there are gaps between the inner and outer shaft linings. After the completion of the shaft construction, due to the poor initial filling effect and the thawing of the frozen shaft linings, groundwater enters the inner and outer shaft lining spaces through the construction joints of the outer shaft linings. The single-layer shaft linings in the bedrock section groundwater directly gush into the shaft, but the topsoil section is affected by water pressure, and groundwater flows through the weak part of the inner shaft linings, resulting in serious gushing water. The main reason is that the blasting excavation of the shaft produces discontinuous plastic damage within a certain range of the surrounding rock, and the presence of hydraulic connection channels in the aquifer of the topsoil section results in the occurrence of cross-grouting and new gushing water points during the grouting and plugging process. On the other hand, the melting of the frozen soil around the shaft linings caused part of the formation to liquefy, and the topsoil section produces consolidation and settlement. The overall downward movement of the formation around the shaft is not synchronized with the vertical displacement of the shaft linings, which results in additional vertical additional stress [23–26] on the surface of the shaft linings. At the same time, when the temperature rises, the concrete of the shaft linings undergoes heat expansion and cold contraction, causing the gap to close, and the surrounding rock causes vertical compressive stress on the shaft linings, which causes the shaft linings to continue along with weak points such as stubble or annular gaps causing damage [27, 28].


## 2.1. Geological Structure around the Shaft

The underground data reveals that there are a large number of faults, and 27 faults are exposed. The maximum fault vertical distance is 58 m, and the width is 0.5 m. Most of the faults do not contain water, and only a few faults have water dripping and weak water abundance. However, from the analysis of the distribution of leaky boreholes, there are more leaking points near the fault, indicating that the rocks near the fault are relatively broken and the fractures are developed, resulting in relatively enhanced water richness on both sides of the fault.The main shaft inspection hole is located in the YF7 fault fracture zone, and the auxiliary shaft inspection hole is located on the upper plate of the YF7 fault. The fault trend is SW and is inclined NW, the dip angle is 70°, and the fault drop near the shaft is 70-80 m.


## 2.2. Shaft Bedrock Aquifer

In the Quaternary loose soil layer, the clayey soil with poor water conductivity and the sandy soil with good water permeability alternately exist. The hydraulic connection between the Quaternary and the shaft is strong, and the groundwater has a strong replenishment capacity for the shaft. The effluent stratum is the fractured aquifer of the Upper Jurassic Mengyin Formation sandstone, the Permian Shihezi Formation sandstone, and the Shanxi Formation sandstone, with weak water content and difficult drainage.


## 2.3. Shaft Barrier

The Quaternary is mainly composed of clay, sandy clay, and gravel layers, with a thickness of 251.70~253.27 m. The stratum is thick in the east and southeast and thin in the west and northwest, as shown in Figure3. The clay has strong swelling properties and forms a relative aquifer. In the other two inspection holes, the Upper Shihezi Formation is dominated by claystone and mudstone, which can be used as a relative aquifer, which is squeezed and dislocated, causing cracks to develop and weakening water barrier performance.Figure 3
Quaternary contour map.


## 2.4. Shaft Water Gush Analysis

The shaft linings in the topsoil section adopt double-layer reinforced concrete, and there are gaps between the inner and outer shaft linings. After the completion of the shaft construction, due to the poor initial filling effect and the thawing of the frozen shaft linings, groundwater enters the inner and outer shaft lining spaces through the construction joints of the outer shaft linings. The single-layer shaft linings in the bedrock section groundwater directly gush into the shaft, but the topsoil section is affected by water pressure, and groundwater flows through the weak part of the inner shaft linings, resulting in serious gushing water. The main reason is that the blasting excavation of the shaft produces discontinuous plastic damage within a certain range of the surrounding rock, and the presence of hydraulic connection channels in the aquifer of the topsoil section results in the occurrence of cross-grouting and new gushing water points during the grouting and plugging process. On the other hand, the melting of the frozen soil around the shaft linings caused part of the formation to liquefy, and the topsoil section produces consolidation and settlement. The overall downward movement of the formation around the shaft is not synchronized with the vertical displacement of the shaft linings, which results in additional vertical additional stress [23–26] on the surface of the shaft linings. At the same time, when the temperature rises, the concrete of the shaft linings undergoes heat expansion and cold contraction, causing the gap to close, and the surrounding rock causes vertical compressive stress on the shaft linings, which causes the shaft linings to continue along with weak points such as stubble or annular gaps causing damage [27, 28].


## 3. Monitoring of Water Flow Direction and Velocity

### 3.1. Water Flow Direction Monitoring

To improve the effect of grouting and plugging gushing water, it is necessary to obtain data such as water flow direction and velocity. The water flow direction monitoring adopts a multifunctional digital electrical method, and a three-pole detection device is selected. To accurately control the water flow direction, 12 exploration lines are equally divided radially on the plane with the borehole as the center, and the angle between the lines is 30°. The plane layout is shown in Figure4. Measure and record the electrical resistivity (potential difference) under natural conditions in a clockwise direction (N-E-S-W), and repeat salinization of shaft fluids in the borehole to observe the resistivity and potential changes; according to the changes in resistivity before and after salinization in different directions, the direction of resistivity decrease is the water flow direction, and the time consumed of resistivity reduction divided by the distance moved on the plane is the water velocity. The flow direction of the Quaternary water is 150° (ES60°), and the flow velocity is 0.73 m/h. The specific data is shown in Table 1, and the water flow direction is shown in Figure 5.Figure 4
Schematic diagram of the survey line layout.Table 1
Original record form.
Original (salt time 18:00)Salinity (measure time 21:00)Salinity (measure time 1:30)NumberDirectionResistivity (Ω·M)NumberDirectionResistivity (Ω·M)NumberDirectionResistivity (Ω·M)10° (N)84.4410° (N)84.4610° (N)84.50230°79.75230°79.77230°79.70360°79.73360°79.70360°79.68490° (E)60.98490° (E)52.54490° (E)49.265120°63.335120°46.915120°37.536150°56.296150°37.536150°28.157180° (S)51.607180° (S)39.877180° (S)32.378210°51.638210°44.578210°37.539240°56.289240°56.259240°56.2010270° (W)65.6810270° (W)65.6610270° (W)65.7011300°70.3711300°70.3911300°70.4012330°77.4012330°77.4112330°77.38Figure 5
Water flow direction result graph.


### 3.2. Flow Monitoring

#### 3.2.1. Measurement Range and Flow Measurement Method

The range of the main shaft for flow monitoring is 290.00~380.05 m; the auxiliary shaft is 253.27~283.00 m (wind oxidation zone), 290.00~410.00 m; and the mixed static water level is 15.06 m.Combined with the observation of pumping before flow measurement, the data shows that the pumping volume is small. The spot measurement method is adopted, and the distance between the measurement points is 2 m; when the water flow changes, the measuring point spacing is encrypted to 0.5 m, which is convenient for accurately dividing the depth and thickness of the aquifer.


#### 3.2.2. Test Analysis

According to the field measurement data, the natural and water injection flow curve of the main shaft in the natural state is drawn, as shown in Figure6.Figure 6
Flow curve diagram of the main shaft detection hole.
(a)
Histogram(b)
Natural flow(c)
Water injectionComprehensive analysis of the natural and water injection flow measurement curve data in Figure6 shows the following:
(1)
Monitoring the shaft section under static conditions, no water flow greater than the start-up sensitivity of the instrument was found, and the flow rate was zero, indicating that the static water level of the aquifer is not much different, or there is only one aquifer(2)
Under mixed water injection conditions, when the mixed water injection level is stable at +0.53 m (uplifted by 14.63 m), the wellhead water injection volume is 0.005347 L/s. The conversion data shows that there are two confined aquifers, and because the static water level is lower than the water injection head, it appears as water absorption(3)
The depths of the two aquifers are 332.90~337.65 m and 349.40~351.20m, and the thickness is 4.75 m and 1.80 m, respectivelyFor the main shaft inspection hole, combined with the Dupuit formula (1), according to the analysis of flow measurement curves during static and water injection, the parameters of the two aquifers are shown in Table 2.
(1)K=31.6224QlgR−lnrMS,R=10.2SK,where K is the permeability coefficient, m/d; Q is the flow, L/s; R is the influence radius, m; r is the shaft radius, m; M is the aquifer thickness, m; and S is the drawdown, m.Table 2
Main shaft aquifer parameters.
LevelTop depth (m)Bottom depth (m)Thickness (m)Mixed dynamic water level conditionsPermeability coefficientK (m/d)Influence radiusR (m)Layer flow (L/s)Cumulative flow (L/s)1332.90337.654.75-0.001788-0.0051230.001676.102349.40351.201.80-0.003335-0.0033350.00975614.74The comprehensive measuring analysis curve in the wind oxidation zone of the auxiliary shaft is shown in Figure7, and the water inflow of the measurement point is shown in Table 3. It can be seen from Figure 7 and Table 3 that in the natural state, the flow rate is zero and there is no abnormal phenomenon. At the same time, observe the water level stability and flow changes during the pumping process. When S is 49.31 m, the water inflow from the wellhead is 0.102 (L/s). The aquifer in the wind oxidation zone (sand gravel) appears to be producing water, with a horizon range of 252.95 m-272.05 m, and the water inflow is 0.1019 (L/s). The natural and pumping flow measurement data show that the horizon is in a static water state below 272.05 m, indicating that this zone is a water barrier.Figure 7
Flow monitoring diagram in the wind oxidation section of the auxiliary shaft.Table 3
Water inflow of each measuring point.
Depth (m)Natural water inflowQ (L/s)S=49.31m water inflow Q (L/s)250.0000.1019252.0000.1019252.5000.1019253.0000.1019254.0000.0966256.0000.0859258.0000.0752260.0000.0646262.0000.0539264.0000.0432266.0000.0325268.0000.0218270.0000.0112270.5000.0085271.0000.0058271.5000.0019272.0000.0008272.5000273.0000274.0000276.0000278.0000280.0000282.0000283.0000The natural and pumping flow curve in the natural state of the bedrock section is shown in Figure8. The flow monitoring data shows the following:
(1)
Under static conditions, no water inflow greater than the start-up sensitivity of the instrument was found in the measurement section, and the flow rate was zero, indicating that the static water level of the aquifer is not much different, or there is only one aquifer(2)
Under mixed pumping conditions, when the water level is stable at 50.81 m, the water inflow from the shaft head is 0.01678 L/s(3)
It is measured by conversion data that there are two aquifers (confined aquifers) in the whole hole, which are expressed as gushing water. The depths of the two aquifers are 334.70~340.40 m and 357.10~360.90 m, and the thickness is 5.70 m and 3.80 m, respectively. The parameters of the two aquifers in the auxiliary inspection hole are calculated by the Dupuit formula as shown in Table4Figure 8
Flow curve diagram of the auxiliary shaft detection hole.
(a)
Histogram(b)
Natural flow(c)
Water pumpingTable 4
Auxiliary shaft aquifer parameters.
LevelTop depth (m)Bottom depth (m)Thickness (m)Mixed dynamic water level conditionsPermeability coefficientK (m/d)Influence radiusR (m)Layer flow (L/s)Cumulative flow (L/s)1334.70340.405.700.0116110.0166670.00468325.702357.10360.903.800.0050560.0050560.00294420.38


## 3.1. Water Flow Direction Monitoring

To improve the effect of grouting and plugging gushing water, it is necessary to obtain data such as water flow direction and velocity. The water flow direction monitoring adopts a multifunctional digital electrical method, and a three-pole detection device is selected. To accurately control the water flow direction, 12 exploration lines are equally divided radially on the plane with the borehole as the center, and the angle between the lines is 30°. The plane layout is shown in Figure4. Measure and record the electrical resistivity (potential difference) under natural conditions in a clockwise direction (N-E-S-W), and repeat salinization of shaft fluids in the borehole to observe the resistivity and potential changes; according to the changes in resistivity before and after salinization in different directions, the direction of resistivity decrease is the water flow direction, and the time consumed of resistivity reduction divided by the distance moved on the plane is the water velocity. The flow direction of the Quaternary water is 150° (ES60°), and the flow velocity is 0.73 m/h. The specific data is shown in Table 1, and the water flow direction is shown in Figure 5.Figure 4
Schematic diagram of the survey line layout.Table 1
Original record form.
Original (salt time 18:00)Salinity (measure time 21:00)Salinity (measure time 1:30)NumberDirectionResistivity (Ω·M)NumberDirectionResistivity (Ω·M)NumberDirectionResistivity (Ω·M)10° (N)84.4410° (N)84.4610° (N)84.50230°79.75230°79.77230°79.70360°79.73360°79.70360°79.68490° (E)60.98490° (E)52.54490° (E)49.265120°63.335120°46.915120°37.536150°56.296150°37.536150°28.157180° (S)51.607180° (S)39.877180° (S)32.378210°51.638210°44.578210°37.539240°56.289240°56.259240°56.2010270° (W)65.6810270° (W)65.6610270° (W)65.7011300°70.3711300°70.3911300°70.4012330°77.4012330°77.4112330°77.38Figure 5
Water flow direction result graph.


## 3.2. Flow Monitoring

### 3.2.1. Measurement Range and Flow Measurement Method

The range of the main shaft for flow monitoring is 290.00~380.05 m; the auxiliary shaft is 253.27~283.00 m (wind oxidation zone), 290.00~410.00 m; and the mixed static water level is 15.06 m.Combined with the observation of pumping before flow measurement, the data shows that the pumping volume is small. The spot measurement method is adopted, and the distance between the measurement points is 2 m; when the water flow changes, the measuring point spacing is encrypted to 0.5 m, which is convenient for accurately dividing the depth and thickness of the aquifer.


### 3.2.2. Test Analysis

According to the field measurement data, the natural and water injection flow curve of the main shaft in the natural state is drawn, as shown in Figure6.Figure 6
Flow curve diagram of the main shaft detection hole.
(a)
Histogram(b)
Natural flow(c)
Water injectionComprehensive analysis of the natural and water injection flow measurement curve data in Figure6 shows the following:
(1)
Monitoring the shaft section under static conditions, no water flow greater than the start-up sensitivity of the instrument was found, and the flow rate was zero, indicating that the static water level of the aquifer is not much different, or there is only one aquifer(2)
Under mixed water injection conditions, when the mixed water injection level is stable at +0.53 m (uplifted by 14.63 m), the wellhead water injection volume is 0.005347 L/s. The conversion data shows that there are two confined aquifers, and because the static water level is lower than the water injection head, it appears as water absorption(3)
The depths of the two aquifers are 332.90~337.65 m and 349.40~351.20m, and the thickness is 4.75 m and 1.80 m, respectivelyFor the main shaft inspection hole, combined with the Dupuit formula (1), according to the analysis of flow measurement curves during static and water injection, the parameters of the two aquifers are shown in Table 2.
(1)K=31.6224QlgR−lnrMS,R=10.2SK,where K is the permeability coefficient, m/d; Q is the flow, L/s; R is the influence radius, m; r is the shaft radius, m; M is the aquifer thickness, m; and S is the drawdown, m.Table 2
Main shaft aquifer parameters.
LevelTop depth (m)Bottom depth (m)Thickness (m)Mixed dynamic water level conditionsPermeability coefficientK (m/d)Influence radiusR (m)Layer flow (L/s)Cumulative flow (L/s)1332.90337.654.75-0.001788-0.0051230.001676.102349.40351.201.80-0.003335-0.0033350.00975614.74The comprehensive measuring analysis curve in the wind oxidation zone of the auxiliary shaft is shown in Figure7, and the water inflow of the measurement point is shown in Table 3. It can be seen from Figure 7 and Table 3 that in the natural state, the flow rate is zero and there is no abnormal phenomenon. At the same time, observe the water level stability and flow changes during the pumping process. When S is 49.31 m, the water inflow from the wellhead is 0.102 (L/s). The aquifer in the wind oxidation zone (sand gravel) appears to be producing water, with a horizon range of 252.95 m-272.05 m, and the water inflow is 0.1019 (L/s). The natural and pumping flow measurement data show that the horizon is in a static water state below 272.05 m, indicating that this zone is a water barrier.Figure 7
Flow monitoring diagram in the wind oxidation section of the auxiliary shaft.Table 3
Water inflow of each measuring point.
Depth (m)Natural water inflowQ (L/s)S=49.31m water inflow Q (L/s)250.0000.1019252.0000.1019252.5000.1019253.0000.1019254.0000.0966256.0000.0859258.0000.0752260.0000.0646262.0000.0539264.0000.0432266.0000.0325268.0000.0218270.0000.0112270.5000.0085271.0000.0058271.5000.0019272.0000.0008272.5000273.0000274.0000276.0000278.0000280.0000282.0000283.0000The natural and pumping flow curve in the natural state of the bedrock section is shown in Figure8. The flow monitoring data shows the following:
(1)
Under static conditions, no water inflow greater than the start-up sensitivity of the instrument was found in the measurement section, and the flow rate was zero, indicating that the static water level of the aquifer is not much different, or there is only one aquifer(2)
Under mixed pumping conditions, when the water level is stable at 50.81 m, the water inflow from the shaft head is 0.01678 L/s(3)
It is measured by conversion data that there are two aquifers (confined aquifers) in the whole hole, which are expressed as gushing water. The depths of the two aquifers are 334.70~340.40 m and 357.10~360.90 m, and the thickness is 5.70 m and 3.80 m, respectively. The parameters of the two aquifers in the auxiliary inspection hole are calculated by the Dupuit formula as shown in Table4Figure 8
Flow curve diagram of the auxiliary shaft detection hole.
(a)
Histogram(b)
Natural flow(c)
Water pumpingTable 4
Auxiliary shaft aquifer parameters.
LevelTop depth (m)Bottom depth (m)Thickness (m)Mixed dynamic water level conditionsPermeability coefficientK (m/d)Influence radiusR (m)Layer flow (L/s)Cumulative flow (L/s)1334.70340.405.700.0116110.0166670.00468325.702357.10360.903.800.0050560.0050560.00294420.38


## 3.2.1. Measurement Range and Flow Measurement Method

The range of the main shaft for flow monitoring is 290.00~380.05 m; the auxiliary shaft is 253.27~283.00 m (wind oxidation zone), 290.00~410.00 m; and the mixed static water level is 15.06 m.Combined with the observation of pumping before flow measurement, the data shows that the pumping volume is small. The spot measurement method is adopted, and the distance between the measurement points is 2 m; when the water flow changes, the measuring point spacing is encrypted to 0.5 m, which is convenient for accurately dividing the depth and thickness of the aquifer.


## 3.2.2. Test Analysis

According to the field measurement data, the natural and water injection flow curve of the main shaft in the natural state is drawn, as shown in Figure6.Figure 6
Flow curve diagram of the main shaft detection hole.
(a)
Histogram(b)
Natural flow(c)
Water injectionComprehensive analysis of the natural and water injection flow measurement curve data in Figure6 shows the following:
(1)
Monitoring the shaft section under static conditions, no water flow greater than the start-up sensitivity of the instrument was found, and the flow rate was zero, indicating that the static water level of the aquifer is not much different, or there is only one aquifer(2)
Under mixed water injection conditions, when the mixed water injection level is stable at +0.53 m (uplifted by 14.63 m), the wellhead water injection volume is 0.005347 L/s. The conversion data shows that there are two confined aquifers, and because the static water level is lower than the water injection head, it appears as water absorption(3)
The depths of the two aquifers are 332.90~337.65 m and 349.40~351.20m, and the thickness is 4.75 m and 1.80 m, respectivelyFor the main shaft inspection hole, combined with the Dupuit formula (1), according to the analysis of flow measurement curves during static and water injection, the parameters of the two aquifers are shown in Table 2.
(1)K=31.6224QlgR−lnrMS,R=10.2SK,where K is the permeability coefficient, m/d; Q is the flow, L/s; R is the influence radius, m; r is the shaft radius, m; M is the aquifer thickness, m; and S is the drawdown, m.Table 2
Main shaft aquifer parameters.
LevelTop depth (m)Bottom depth (m)Thickness (m)Mixed dynamic water level conditionsPermeability coefficientK (m/d)Influence radiusR (m)Layer flow (L/s)Cumulative flow (L/s)1332.90337.654.75-0.001788-0.0051230.001676.102349.40351.201.80-0.003335-0.0033350.00975614.74The comprehensive measuring analysis curve in the wind oxidation zone of the auxiliary shaft is shown in Figure7, and the water inflow of the measurement point is shown in Table 3. It can be seen from Figure 7 and Table 3 that in the natural state, the flow rate is zero and there is no abnormal phenomenon. At the same time, observe the water level stability and flow changes during the pumping process. When S is 49.31 m, the water inflow from the wellhead is 0.102 (L/s). The aquifer in the wind oxidation zone (sand gravel) appears to be producing water, with a horizon range of 252.95 m-272.05 m, and the water inflow is 0.1019 (L/s). The natural and pumping flow measurement data show that the horizon is in a static water state below 272.05 m, indicating that this zone is a water barrier.Figure 7
Flow monitoring diagram in the wind oxidation section of the auxiliary shaft.Table 3
Water inflow of each measuring point.
Depth (m)Natural water inflowQ (L/s)S=49.31m water inflow Q (L/s)250.0000.1019252.0000.1019252.5000.1019253.0000.1019254.0000.0966256.0000.0859258.0000.0752260.0000.0646262.0000.0539264.0000.0432266.0000.0325268.0000.0218270.0000.0112270.5000.0085271.0000.0058271.5000.0019272.0000.0008272.5000273.0000274.0000276.0000278.0000280.0000282.0000283.0000The natural and pumping flow curve in the natural state of the bedrock section is shown in Figure8. The flow monitoring data shows the following:
(1)
Under static conditions, no water inflow greater than the start-up sensitivity of the instrument was found in the measurement section, and the flow rate was zero, indicating that the static water level of the aquifer is not much different, or there is only one aquifer(2)
Under mixed pumping conditions, when the water level is stable at 50.81 m, the water inflow from the shaft head is 0.01678 L/s(3)
It is measured by conversion data that there are two aquifers (confined aquifers) in the whole hole, which are expressed as gushing water. The depths of the two aquifers are 334.70~340.40 m and 357.10~360.90 m, and the thickness is 5.70 m and 3.80 m, respectively. The parameters of the two aquifers in the auxiliary inspection hole are calculated by the Dupuit formula as shown in Table4Figure 8
Flow curve diagram of the auxiliary shaft detection hole.
(a)
Histogram(b)
Natural flow(c)
Water pumpingTable 4
Auxiliary shaft aquifer parameters.
LevelTop depth (m)Bottom depth (m)Thickness (m)Mixed dynamic water level conditionsPermeability coefficientK (m/d)Influence radiusR (m)Layer flow (L/s)Cumulative flow (L/s)1334.70340.405.700.0116110.0166670.00468325.702357.10360.903.800.0050560.0050560.00294420.38


## 4. Numerical Simulation of the Groundwater Seepage Field

### 4.1. Numerical Model Establishment

Combining the geological conditions and the structure of the shaft, theX and Y directions of the calculation model are 150 m, and the Z direction is 500 m. The model is divided into 115080 units and 116443 nodes. Horizontal constraints are imposed on the side boundary of the model; horizontal and vertical constraints are imposed on the bottom boundary. To comprehensively analyze the stress field, deformation, and failure characteristics of the shaft surrounding rock, a combination model of different rock formations and water pressures is established. The top surface of the water-bearing rock mass is based on the water level line as the upper boundary, and the water outlet point is near the stubble of the shaft. The fissures in the rock are the main runoff channels for groundwater and are important parts of grouting and plugging. At the same time, to facilitate the calculation, the floor elevation of the water-bearing rock mass is set to a fixed value, and a three-dimensional numerical calculation model is adopted. The grid diagram is shown in Figure 9.Figure 9
Three-dimensional numerical calculation model.According to the field geological drilling data and rock mechanics test results, the Mohr-Coulomb yield criterion and the solid-liquid coupling calculation model are used. The lithological physical and mechanical parameters of the rock layer are shown in Table5.Table 5
Lithological physical and mechanical parameters.
LithologyThickness (m)Shear modulus (GPa)Bulk modulus (GPa)Cohesion (MPa)Internal friction angle (°)Tensile strength (MPa)Density (kg·m-3)Humus2.260.130.581.20150.821800Clay108.000.150.442.82180.821850Gravel grit91.250.070.150.00320.822000Coarse sand31.530.140.230.01400.822200Fine sand32.640.070.140.00350.822000Silty clay3.840.210.791.50180.821800Sandy clay20.1912.4017.242.52250.822200Siltstone9.5719.1224.469.60314.312545Mudstone36.421.862.961.50220.552100Medium sandstone10.850.791.522.20250.601400Fine sandstone134.6925.8433.0612.00346.122700Magmatic rock16.2331.0139.6814.4040.87.342700


### 4.2. Simulation Calculation Scheme

This simulation considers the effect of the water bodies and adopts the solid-liquid coupling calculation mode. After the static calculation is stable, the coupling calculation is performed to consider the influence of the confined water. The simulation advances 5 m as a calculation time step to realize segmented construction, and the water pressure is set to 0.5 times, 1 time, and 2 times of the original hydrostatic pressure.


### 4.3. Simulation Result Analysis

#### 4.3.1. Regardless of Solid-Liquid Coupling

Figures10–12 show the stress, displacement, and deformation of the shaft surrounding rock without considering the action of water bodies. Figure 10 reveals that there is a nonlinear relationship between stress change and depth, showing a wavelike state. The maximum tensile stress is 1.85 MPa, and the maximum compressive stress is 3.67 MPa. Figure 11 shows that the horizontal displacement is symmetrical along the shaft section. The direction of the displacement vector points to the inner shaft lining. There is a nonlinear relationship between the change in horizontal displacement and the shaft depth, and the maximum horizontal displacement is 14 mm. The vertical displacement shows a decreasing trend with the increase of the shaft depth. The maximum vertical displacement mostly occurs in the shallow part of the shaft, and the maximum sinking value is 7.5 mm.Figure 10
Shaft surrounding rock stress.
(a)
Horizontal stress(b)
Vertical stressFigure 11
Shaft surrounding rock displacement.
(a)
Horizontal displacement(b)
Vertical displacementFigure 12
Plastic zone of the shaft surrounding rock.Figure12 shows the deformation and failure of the shaft surrounding rock without considering the action of the water bodies. The surrounding rock deformation is due to the stress release caused by the shaft construction, resulting in secondary stress distribution. Plastic failure occurs in some sections, and the damage points are concentrated in the upper part of the shaft, which is consistent with the current water outlet point.


#### 4.3.2. Simulation Analysis considering Coupling

Figures13–17, respectively, describe the stress, displacement, and plastic failure changes in the shaft surrounding rock, considering the action of the water bodies, and the water pressure is 0.5, 1, and 2 times the original hydrostatic pressure.Figure 13
Horizontal stress.
(a)
Pw=0.5Ps(b)
Pw=1.0Ps(c)
Pw=2.0PsFigure 14
Vertical stress.
(a)
Pw=0.5Ps(b)
Pw=1.0Ps(c)
Pw=2.0PsFigure 15
Horizontal displacement.
(a)
Pw=0.5Ps(b)
Pw=1.0Ps(c)
Pw=2.0PsFigure 16
Vertical displacement.
(a)
Pw=0.5Ps(b)
Pw=1.0Ps(c)
Pw=2.0PsFigure 17
Plastic damage.
(a)
Pw=0.5Ps(b)
Pw=1.0Ps(c)
Pw=2.0PsFigures13 and 14 show that there is a nonlinear relationship between the surrounding rock stress and shaft depth. At the same time, the stress changes in local sections are relatively large, which shows that there is a great relationship with the lithology of the shaft surrounding rock. The horizontal stress simultaneously appears with tensile stress and compressive stress in different areas of the shaft, the maximum tensile stress is 1.54 MPa, and the maximum compressive stress is 4.28 MPa. In general, the stress of the surrounding rock increases with the water pressure increase, and the horizontal stress increases by 3.89 times.Figures15 and 16 show that there is a nonlinear relationship between the displacement of the surrounding rock and the shaft depth. With the increase of water pressure, the horizontal displacement of the shaft surrounding rock increases, while the vertical displacement decreases When the water pressure is 0.5, 1, and 2 times of the hydrostatic pressure, the maximum horizontal displacement is 17.526 mm, 17.528 mm, and 19.79 mm, and the maximum vertical displacement is 70.451 mm, 70.316 mm, and 65.894 mm, respectively.Figure17 shows that with the increase of water pressure, the plastic damage range, and the damage degree of the shaft surrounding rock increases, the damage position roughly corresponds to the current water outlet point position.


## 4.1. Numerical Model Establishment

Combining the geological conditions and the structure of the shaft, theX and Y directions of the calculation model are 150 m, and the Z direction is 500 m. The model is divided into 115080 units and 116443 nodes. Horizontal constraints are imposed on the side boundary of the model; horizontal and vertical constraints are imposed on the bottom boundary. To comprehensively analyze the stress field, deformation, and failure characteristics of the shaft surrounding rock, a combination model of different rock formations and water pressures is established. The top surface of the water-bearing rock mass is based on the water level line as the upper boundary, and the water outlet point is near the stubble of the shaft. The fissures in the rock are the main runoff channels for groundwater and are important parts of grouting and plugging. At the same time, to facilitate the calculation, the floor elevation of the water-bearing rock mass is set to a fixed value, and a three-dimensional numerical calculation model is adopted. The grid diagram is shown in Figure 9.Figure 9
Three-dimensional numerical calculation model.According to the field geological drilling data and rock mechanics test results, the Mohr-Coulomb yield criterion and the solid-liquid coupling calculation model are used. The lithological physical and mechanical parameters of the rock layer are shown in Table5.Table 5
Lithological physical and mechanical parameters.
LithologyThickness (m)Shear modulus (GPa)Bulk modulus (GPa)Cohesion (MPa)Internal friction angle (°)Tensile strength (MPa)Density (kg·m-3)Humus2.260.130.581.20150.821800Clay108.000.150.442.82180.821850Gravel grit91.250.070.150.00320.822000Coarse sand31.530.140.230.01400.822200Fine sand32.640.070.140.00350.822000Silty clay3.840.210.791.50180.821800Sandy clay20.1912.4017.242.52250.822200Siltstone9.5719.1224.469.60314.312545Mudstone36.421.862.961.50220.552100Medium sandstone10.850.791.522.20250.601400Fine sandstone134.6925.8433.0612.00346.122700Magmatic rock16.2331.0139.6814.4040.87.342700


## 4.2. Simulation Calculation Scheme

This simulation considers the effect of the water bodies and adopts the solid-liquid coupling calculation mode. After the static calculation is stable, the coupling calculation is performed to consider the influence of the confined water. The simulation advances 5 m as a calculation time step to realize segmented construction, and the water pressure is set to 0.5 times, 1 time, and 2 times of the original hydrostatic pressure.


## 4.3. Simulation Result Analysis

### 4.3.1. Regardless of Solid-Liquid Coupling

Figures10–12 show the stress, displacement, and deformation of the shaft surrounding rock without considering the action of water bodies. Figure 10 reveals that there is a nonlinear relationship between stress change and depth, showing a wavelike state. The maximum tensile stress is 1.85 MPa, and the maximum compressive stress is 3.67 MPa. Figure 11 shows that the horizontal displacement is symmetrical along the shaft section. The direction of the displacement vector points to the inner shaft lining. There is a nonlinear relationship between the change in horizontal displacement and the shaft depth, and the maximum horizontal displacement is 14 mm. The vertical displacement shows a decreasing trend with the increase of the shaft depth. The maximum vertical displacement mostly occurs in the shallow part of the shaft, and the maximum sinking value is 7.5 mm.Figure 10
Shaft surrounding rock stress.
(a)
Horizontal stress(b)
Vertical stressFigure 11
Shaft surrounding rock displacement.
(a)
Horizontal displacement(b)
Vertical displacementFigure 12
Plastic zone of the shaft surrounding rock.Figure12 shows the deformation and failure of the shaft surrounding rock without considering the action of the water bodies. The surrounding rock deformation is due to the stress release caused by the shaft construction, resulting in secondary stress distribution. Plastic failure occurs in some sections, and the damage points are concentrated in the upper part of the shaft, which is consistent with the current water outlet point.


### 4.3.2. Simulation Analysis considering Coupling

Figures13–17, respectively, describe the stress, displacement, and plastic failure changes in the shaft surrounding rock, considering the action of the water bodies, and the water pressure is 0.5, 1, and 2 times the original hydrostatic pressure.Figure 13
Horizontal stress.
(a)
Pw=0.5Ps(b)
Pw=1.0Ps(c)
Pw=2.0PsFigure 14
Vertical stress.
(a)
Pw=0.5Ps(b)
Pw=1.0Ps(c)
Pw=2.0PsFigure 15
Horizontal displacement.
(a)
Pw=0.5Ps(b)
Pw=1.0Ps(c)
Pw=2.0PsFigure 16
Vertical displacement.
(a)
Pw=0.5Ps(b)
Pw=1.0Ps(c)
Pw=2.0PsFigure 17
Plastic damage.
(a)
Pw=0.5Ps(b)
Pw=1.0Ps(c)
Pw=2.0PsFigures13 and 14 show that there is a nonlinear relationship between the surrounding rock stress and shaft depth. At the same time, the stress changes in local sections are relatively large, which shows that there is a great relationship with the lithology of the shaft surrounding rock. The horizontal stress simultaneously appears with tensile stress and compressive stress in different areas of the shaft, the maximum tensile stress is 1.54 MPa, and the maximum compressive stress is 4.28 MPa. In general, the stress of the surrounding rock increases with the water pressure increase, and the horizontal stress increases by 3.89 times.Figures15 and 16 show that there is a nonlinear relationship between the displacement of the surrounding rock and the shaft depth. With the increase of water pressure, the horizontal displacement of the shaft surrounding rock increases, while the vertical displacement decreases When the water pressure is 0.5, 1, and 2 times of the hydrostatic pressure, the maximum horizontal displacement is 17.526 mm, 17.528 mm, and 19.79 mm, and the maximum vertical displacement is 70.451 mm, 70.316 mm, and 65.894 mm, respectively.Figure17 shows that with the increase of water pressure, the plastic damage range, and the damage degree of the shaft surrounding rock increases, the damage position roughly corresponds to the current water outlet point position.


## 4.3.1. Regardless of Solid-Liquid Coupling

Figures10–12 show the stress, displacement, and deformation of the shaft surrounding rock without considering the action of water bodies. Figure 10 reveals that there is a nonlinear relationship between stress change and depth, showing a wavelike state. The maximum tensile stress is 1.85 MPa, and the maximum compressive stress is 3.67 MPa. Figure 11 shows that the horizontal displacement is symmetrical along the shaft section. The direction of the displacement vector points to the inner shaft lining. There is a nonlinear relationship between the change in horizontal displacement and the shaft depth, and the maximum horizontal displacement is 14 mm. The vertical displacement shows a decreasing trend with the increase of the shaft depth. The maximum vertical displacement mostly occurs in the shallow part of the shaft, and the maximum sinking value is 7.5 mm.Figure 10
Shaft surrounding rock stress.
(a)
Horizontal stress(b)
Vertical stressFigure 11
Shaft surrounding rock displacement.
(a)
Horizontal displacement(b)
Vertical displacementFigure 12
Plastic zone of the shaft surrounding rock.Figure12 shows the deformation and failure of the shaft surrounding rock without considering the action of the water bodies. The surrounding rock deformation is due to the stress release caused by the shaft construction, resulting in secondary stress distribution. Plastic failure occurs in some sections, and the damage points are concentrated in the upper part of the shaft, which is consistent with the current water outlet point.


## 4.3.2. Simulation Analysis considering Coupling

Figures13–17, respectively, describe the stress, displacement, and plastic failure changes in the shaft surrounding rock, considering the action of the water bodies, and the water pressure is 0.5, 1, and 2 times the original hydrostatic pressure.Figure 13
Horizontal stress.
(a)
Pw=0.5Ps(b)
Pw=1.0Ps(c)
Pw=2.0PsFigure 14
Vertical stress.
(a)
Pw=0.5Ps(b)
Pw=1.0Ps(c)
Pw=2.0PsFigure 15
Horizontal displacement.
(a)
Pw=0.5Ps(b)
Pw=1.0Ps(c)
Pw=2.0PsFigure 16
Vertical displacement.
(a)
Pw=0.5Ps(b)
Pw=1.0Ps(c)
Pw=2.0PsFigure 17
Plastic damage.
(a)
Pw=0.5Ps(b)
Pw=1.0Ps(c)
Pw=2.0PsFigures13 and 14 show that there is a nonlinear relationship between the surrounding rock stress and shaft depth. At the same time, the stress changes in local sections are relatively large, which shows that there is a great relationship with the lithology of the shaft surrounding rock. The horizontal stress simultaneously appears with tensile stress and compressive stress in different areas of the shaft, the maximum tensile stress is 1.54 MPa, and the maximum compressive stress is 4.28 MPa. In general, the stress of the surrounding rock increases with the water pressure increase, and the horizontal stress increases by 3.89 times.Figures15 and 16 show that there is a nonlinear relationship between the displacement of the surrounding rock and the shaft depth. With the increase of water pressure, the horizontal displacement of the shaft surrounding rock increases, while the vertical displacement decreases When the water pressure is 0.5, 1, and 2 times of the hydrostatic pressure, the maximum horizontal displacement is 17.526 mm, 17.528 mm, and 19.79 mm, and the maximum vertical displacement is 70.451 mm, 70.316 mm, and 65.894 mm, respectively.Figure17 shows that with the increase of water pressure, the plastic damage range, and the damage degree of the shaft surrounding rock increases, the damage position roughly corresponds to the current water outlet point position.


## 5. Grouting Construction Plan and Technological Design

### 5.1. Grouting Material Selection

Malisan N is a low-viscosity, two-component synthetic polymer-polyimide resin material. Malisan N and its catalyst are configured to form liquid slurry in a ratio of 1 : 1. The topsoil section adopts interwall grouting, and the bedrock section adopts high-pressure pouring slurry to replace fracture water, plug sandstone water, fill pores, and squeeze and reinforce the shaft surrounding rock to achieve the purpose of preventing leakage. Use different testing instruments to conduct experimental research on Malisan N and grouting samples. The specific grouting material parameters are shown in Tables6–10.Table 6
Malisan N basic data.
Basic ingredientsResinCatalystDensity at 25°C (g/cm3)1.041.23Viscosity at 25°C (MPa·s)200210Mixing ratio (volume ratio)11Shelf life at 20°C (month)66Storage temperature (°C)5~3005~300Table 7
Malisan N performance data.
Aggregate productsApplication temperature (°C)15°25°Initial viscosity (MPa·s)450250Start to react (minute)1 : 150 : 45End of foaming (minute)2 : 101 : 25Expansion ratio22Pressure (MPa)>15>15Adhesion (MPa)>5>5Table 8
Uniaxial compressive strength test.
No.Specimen size (mm)Plastic deformation starting load value (kN)Maximum breaking load (kN)Compressive strength (MPa)LengthWidthHeight15050100160.1166.766.725050100150.9158.663.435050100151.9168.467.4Table 9
Shear strength test.
No.Specimen size (mm)Shear angle (°)Failure load (kN)Maximum normal stress (MPa)Maximum shear stress (MPa)Internal friction angle (°)Cohesion (MPa)LengthWidthHeight170707055188.622.131.54510.2270707060167.917.129.74510.2370707065108.49.3520.14510.2Table 10
Uniaxial tensile strength test.
No.Specimen size (mm)Failure load (kN)Average tensile strength (MPa)Deformation (mm)Extension rate (%)DiameterLength12218017.044.78.614.7822218013.234.75.673.1532219015.641.06.723.54The above data shows that the grouting material has good fluidity, permeability, cohesion, and swelling properties and has high strength. The grouting material has fast gelation velocity; the slurry quickly penetrates the tiny pores and expands by 20 times when exposed to water. Finally, the consolidation of the slurry can form a whole with the surrounding rock to meet the needs of the construction requirements.


### 5.2. Grouting Drilling Layout

The drilling is arranged at the water outlet point or within 0.5 m of the water outlet point, using grouting behind the shaft linings; the hole depth is 1.0~1.5 m; and the elevation angle is 10~20°. The sealing device is installed after the hole is formed by the pneumatic drill. The sealing device is made of steel pipe and expanded rubber, with a length of 280 mm and a diameter ofΦ=38mm. The rubber swells up during grouting, and the hole is sealed under pressure.Each section is designed with four holes, the grouting drilling diameter is 42 mm, the drilling spacing is 2.3 m, the grout diffusion radius is 4.2 m, and the height of the grouting section is 3 m. The grouting section is mainly concentrated in the shaft depth of 90~110 m, 180~210 m, 270~300 m, and 320~360 m. This grouting has plugged twelve water outlet points, seven topsoil sections, and five bedrock sections. A total of 48 holes are designed. The specific layout of the grouting drilling is shown in Figure18.Figure 18
Schematic diagram of the grouting drilling layout.


### 5.3. Grouting and Water-Blocking Construction Technology

#### 5.3.1. Grouting Equipment

The grouting equipment includes the grouting pumps, drilling machinery, mixers, packer, and necessary instruments. The grouting pump adopts a special small air pump with a size of1.16m×0.41m×0.41m (Figure 19). The wind source is used as the grouting power, the wind pressure is 0.4~0.8 MPa, the pump capacity is 5.2 L/min, the slurry obtains 12.5 times the wind pressure during the grouting process, and the pumping distance of the air pump can reach at least 40 m.Figure 19
Grouting equipment.Malisan N accessories mainly include two high-pressure pipes, an injection gun, a standard injection tube, and a self-locking oil seal. The injection gun adopts a two-liquid injection mixing gun composed of a static mixer, homomixer, one-way valve, ball valve, etc., and a loop self-punching sealing device is used for grouting and sealing the hole.


#### 5.3.2. Grouting Construction Technology

For grouting construction, use cages to build a workbench, and prepare construction equipment and materials on the workbench. The “8 h/d” operation system is adopted, with a total of six operators: three persons are responsible for grouting technology and equipment operation, and three persons are responsible for shaft lining drilling construction, water source tracking, material preparation, and other grouting auxiliary operations. The shaft grouting construction sequence adopts downward grouting, plugging the upper water outlet point first then the lower water outlet point, and finally plugging the middle. The shaft lining thickness of the water outlet section is 450 mm; the drilling depth should be greater than 450 mm to ensure that the borehole penetrates the shaft linings. The depth of the self-locking oil seal that extends into the hole is 200 mm, and use quick-setting cement to block grouting holes and nonoutlet holes after grouting.Preliminary preparation for grouting is completed, connect the air passage and grouting pipeline, start the grouting pump, suck in Malisan N and its catalyst according to the mixing ratio of 1 : 1 (volume ratio), and press them into the equalizing mixer at the front of the injection gun. The grouting pressure should be 0.5~1.0 MPa higher than the hydrostatic pressure at the water outlet point. After uniform mixing and standard injection, the high-pressure mixed liquid is instantly pressurized in the self-locking oil seal, and part of the liquid enters the gap between the steel pipe and the expanded rubber, causing the rubber to swell up and stick to the hole wall. The mixed liquid rapidly foams and expands in the cavity to complete the self-locking oil seal. After the mixed slurry enters the gushing cavity and cracks behind shaft linings, a series of plugging processes (spreads, fills, foams, and solidifies) are completed. The specific process flow is shown in Figure20.Figure 20
Grouting process flow chart.


## 5.1. Grouting Material Selection

Malisan N is a low-viscosity, two-component synthetic polymer-polyimide resin material. Malisan N and its catalyst are configured to form liquid slurry in a ratio of 1 : 1. The topsoil section adopts interwall grouting, and the bedrock section adopts high-pressure pouring slurry to replace fracture water, plug sandstone water, fill pores, and squeeze and reinforce the shaft surrounding rock to achieve the purpose of preventing leakage. Use different testing instruments to conduct experimental research on Malisan N and grouting samples. The specific grouting material parameters are shown in Tables6–10.Table 6
Malisan N basic data.
Basic ingredientsResinCatalystDensity at 25°C (g/cm3)1.041.23Viscosity at 25°C (MPa·s)200210Mixing ratio (volume ratio)11Shelf life at 20°C (month)66Storage temperature (°C)5~3005~300Table 7
Malisan N performance data.
Aggregate productsApplication temperature (°C)15°25°Initial viscosity (MPa·s)450250Start to react (minute)1 : 150 : 45End of foaming (minute)2 : 101 : 25Expansion ratio22Pressure (MPa)>15>15Adhesion (MPa)>5>5Table 8
Uniaxial compressive strength test.
No.Specimen size (mm)Plastic deformation starting load value (kN)Maximum breaking load (kN)Compressive strength (MPa)LengthWidthHeight15050100160.1166.766.725050100150.9158.663.435050100151.9168.467.4Table 9
Shear strength test.
No.Specimen size (mm)Shear angle (°)Failure load (kN)Maximum normal stress (MPa)Maximum shear stress (MPa)Internal friction angle (°)Cohesion (MPa)LengthWidthHeight170707055188.622.131.54510.2270707060167.917.129.74510.2370707065108.49.3520.14510.2Table 10
Uniaxial tensile strength test.
No.Specimen size (mm)Failure load (kN)Average tensile strength (MPa)Deformation (mm)Extension rate (%)DiameterLength12218017.044.78.614.7822218013.234.75.673.1532219015.641.06.723.54The above data shows that the grouting material has good fluidity, permeability, cohesion, and swelling properties and has high strength. The grouting material has fast gelation velocity; the slurry quickly penetrates the tiny pores and expands by 20 times when exposed to water. Finally, the consolidation of the slurry can form a whole with the surrounding rock to meet the needs of the construction requirements.


## 5.2. Grouting Drilling Layout

The drilling is arranged at the water outlet point or within 0.5 m of the water outlet point, using grouting behind the shaft linings; the hole depth is 1.0~1.5 m; and the elevation angle is 10~20°. The sealing device is installed after the hole is formed by the pneumatic drill. The sealing device is made of steel pipe and expanded rubber, with a length of 280 mm and a diameter ofΦ=38mm. The rubber swells up during grouting, and the hole is sealed under pressure.Each section is designed with four holes, the grouting drilling diameter is 42 mm, the drilling spacing is 2.3 m, the grout diffusion radius is 4.2 m, and the height of the grouting section is 3 m. The grouting section is mainly concentrated in the shaft depth of 90~110 m, 180~210 m, 270~300 m, and 320~360 m. This grouting has plugged twelve water outlet points, seven topsoil sections, and five bedrock sections. A total of 48 holes are designed. The specific layout of the grouting drilling is shown in Figure18.Figure 18
Schematic diagram of the grouting drilling layout.


## 5.3. Grouting and Water-Blocking Construction Technology

### 5.3.1. Grouting Equipment

The grouting equipment includes the grouting pumps, drilling machinery, mixers, packer, and necessary instruments. The grouting pump adopts a special small air pump with a size of1.16m×0.41m×0.41m (Figure 19). The wind source is used as the grouting power, the wind pressure is 0.4~0.8 MPa, the pump capacity is 5.2 L/min, the slurry obtains 12.5 times the wind pressure during the grouting process, and the pumping distance of the air pump can reach at least 40 m.Figure 19
Grouting equipment.Malisan N accessories mainly include two high-pressure pipes, an injection gun, a standard injection tube, and a self-locking oil seal. The injection gun adopts a two-liquid injection mixing gun composed of a static mixer, homomixer, one-way valve, ball valve, etc., and a loop self-punching sealing device is used for grouting and sealing the hole.


### 5.3.2. Grouting Construction Technology

For grouting construction, use cages to build a workbench, and prepare construction equipment and materials on the workbench. The “8 h/d” operation system is adopted, with a total of six operators: three persons are responsible for grouting technology and equipment operation, and three persons are responsible for shaft lining drilling construction, water source tracking, material preparation, and other grouting auxiliary operations. The shaft grouting construction sequence adopts downward grouting, plugging the upper water outlet point first then the lower water outlet point, and finally plugging the middle. The shaft lining thickness of the water outlet section is 450 mm; the drilling depth should be greater than 450 mm to ensure that the borehole penetrates the shaft linings. The depth of the self-locking oil seal that extends into the hole is 200 mm, and use quick-setting cement to block grouting holes and nonoutlet holes after grouting.Preliminary preparation for grouting is completed, connect the air passage and grouting pipeline, start the grouting pump, suck in Malisan N and its catalyst according to the mixing ratio of 1 : 1 (volume ratio), and press them into the equalizing mixer at the front of the injection gun. The grouting pressure should be 0.5~1.0 MPa higher than the hydrostatic pressure at the water outlet point. After uniform mixing and standard injection, the high-pressure mixed liquid is instantly pressurized in the self-locking oil seal, and part of the liquid enters the gap between the steel pipe and the expanded rubber, causing the rubber to swell up and stick to the hole wall. The mixed liquid rapidly foams and expands in the cavity to complete the self-locking oil seal. After the mixed slurry enters the gushing cavity and cracks behind shaft linings, a series of plugging processes (spreads, fills, foams, and solidifies) are completed. The specific process flow is shown in Figure20.Figure 20
Grouting process flow chart.


## 5.3.1. Grouting Equipment

The grouting equipment includes the grouting pumps, drilling machinery, mixers, packer, and necessary instruments. The grouting pump adopts a special small air pump with a size of1.16m×0.41m×0.41m (Figure 19). The wind source is used as the grouting power, the wind pressure is 0.4~0.8 MPa, the pump capacity is 5.2 L/min, the slurry obtains 12.5 times the wind pressure during the grouting process, and the pumping distance of the air pump can reach at least 40 m.Figure 19
Grouting equipment.Malisan N accessories mainly include two high-pressure pipes, an injection gun, a standard injection tube, and a self-locking oil seal. The injection gun adopts a two-liquid injection mixing gun composed of a static mixer, homomixer, one-way valve, ball valve, etc., and a loop self-punching sealing device is used for grouting and sealing the hole.


## 5.3.2. Grouting Construction Technology

For grouting construction, use cages to build a workbench, and prepare construction equipment and materials on the workbench. The “8 h/d” operation system is adopted, with a total of six operators: three persons are responsible for grouting technology and equipment operation, and three persons are responsible for shaft lining drilling construction, water source tracking, material preparation, and other grouting auxiliary operations. The shaft grouting construction sequence adopts downward grouting, plugging the upper water outlet point first then the lower water outlet point, and finally plugging the middle. The shaft lining thickness of the water outlet section is 450 mm; the drilling depth should be greater than 450 mm to ensure that the borehole penetrates the shaft linings. The depth of the self-locking oil seal that extends into the hole is 200 mm, and use quick-setting cement to block grouting holes and nonoutlet holes after grouting.Preliminary preparation for grouting is completed, connect the air passage and grouting pipeline, start the grouting pump, suck in Malisan N and its catalyst according to the mixing ratio of 1 : 1 (volume ratio), and press them into the equalizing mixer at the front of the injection gun. The grouting pressure should be 0.5~1.0 MPa higher than the hydrostatic pressure at the water outlet point. After uniform mixing and standard injection, the high-pressure mixed liquid is instantly pressurized in the self-locking oil seal, and part of the liquid enters the gap between the steel pipe and the expanded rubber, causing the rubber to swell up and stick to the hole wall. The mixed liquid rapidly foams and expands in the cavity to complete the self-locking oil seal. After the mixed slurry enters the gushing cavity and cracks behind shaft linings, a series of plugging processes (spreads, fills, foams, and solidifies) are completed. The specific process flow is shown in Figure20.Figure 20
Grouting process flow chart.


## 6. Engineering Application Effect Analysis

### 6.1. Groundwater Level Change

According to the monitoring data, the water level in the observation hole changes with seasonal fluctuations, the rainy season rises and the dry season decreases. With the implementation of the shaft grouting, the water level in the observation hole gradually increases. The measured water level line shows that the shaft grouting effect is obvious.


### 6.2. Slurry Diffusion Radius

According to the measured data, obtain the cross-grout distance of the slurry diffusion radius.(1)
The slurry diffusion radius in conglomerate and glutenite ranges is 7.0~77.0 m, and the effective diffusion radius is greater than 7.0~8.5 m. The data shows that conglomerate and glutenite have strong internal connectivity; the range of slurry diffusion and slurry consumption is large(2)
The slurry diffusion radius in the weathered sandstone layer, pseudointegrated sandstone layer, and sandstone layer ranges is 2.4~80.0 m, and the effective diffusion radius is greater than 6.0~7.5 m. The average number of vertical observations of the abovementioned rock formations is gradually reduced, from 22 to 8, and the degree of fracture development and connectivity decreased with the depth increaseCombined with the above data, to shorten the construction period and ensure the quality of grouting, a single row of grouting holes is used, and the slurry diffusion radius is controlled at 4.2 m.


### 6.3. Numerical Simulation Analysis of the Grouting Effect

Figure21 depicts that after the shaft grouting is completed, considering the action of the water bodies, the water pressure adopts the actual hydrostatic pressure, and the solid-liquid coupling mode is used to obtain the stress and displacement changes of the shaft surrounding rock.Figure 21
Shaft surrounding rock stress.
(a)
Horizontal stress(b)
Vertical stressIt can be seen from Figure21 that the stress change of the shaft surrounding rock has a nonlinear relationship with the depth, showing a wave-type state. The maximum tensile stress of the horizontal stress is 1.43 MPa, and the maximum compressive stress is 4.17 MPa. The stress of the surrounding rock after the grouting is less than the stress without grouting.Figure22 shows that after the water outlet point is grouted, the horizontal displacement of the shaft surrounding rock has a nonlinear relationship with the depth. The maximum horizontal displacement is 16.94 mm, and the maximum vertical displacement is 50.21 mm. Comparing Figures 15(b) and 16(b, it can be seen that the displacement of the shaft surrounding rock is smaller than the displacement without grouting.Figure 22
Shaft surrounding rock displacement.
(a)
Horizontal displacement(b)
Vertical displacement


### 6.4. Grouting Effect Analysis

When plugging the water outlet point of the topsoil, it is difficult to grout due to the annular cracks in the shaft surrounding rock. During the grouting process, a new water outlet point appears. At the same time, there is a cross-grout phenomenon within the water outlet area, and the smaller the water inflow, the more difficult to plug the water outlet point. Because of the above problems, it is necessary to increase the pump pressure and grouting volume to increase the spreading radius of the slurry, to reduce the new water outlet point. When plugging the water outlet point, the water plugging speed is slow, and it takes 10~30 minutes. The Malisan N grouting material is used to plug the five water outlet points in a short period; the shaft grouting takes 56 hours in total and consumes 3.20 t of Malisan N raw material. After grouting, the measured water inflow is less than 0.05 m3/h, and the shaft water inflow has not changed; the measured water volume changes in the shaft as shown in Figure 23.Figure 23
The measured water volume changes in the shaft.


## 6.1. Groundwater Level Change

According to the monitoring data, the water level in the observation hole changes with seasonal fluctuations, the rainy season rises and the dry season decreases. With the implementation of the shaft grouting, the water level in the observation hole gradually increases. The measured water level line shows that the shaft grouting effect is obvious.


## 6.2. Slurry Diffusion Radius

According to the measured data, obtain the cross-grout distance of the slurry diffusion radius.(1)
The slurry diffusion radius in conglomerate and glutenite ranges is 7.0~77.0 m, and the effective diffusion radius is greater than 7.0~8.5 m. The data shows that conglomerate and glutenite have strong internal connectivity; the range of slurry diffusion and slurry consumption is large(2)
The slurry diffusion radius in the weathered sandstone layer, pseudointegrated sandstone layer, and sandstone layer ranges is 2.4~80.0 m, and the effective diffusion radius is greater than 6.0~7.5 m. The average number of vertical observations of the abovementioned rock formations is gradually reduced, from 22 to 8, and the degree of fracture development and connectivity decreased with the depth increaseCombined with the above data, to shorten the construction period and ensure the quality of grouting, a single row of grouting holes is used, and the slurry diffusion radius is controlled at 4.2 m.


## 6.3. Numerical Simulation Analysis of the Grouting Effect

Figure21 depicts that after the shaft grouting is completed, considering the action of the water bodies, the water pressure adopts the actual hydrostatic pressure, and the solid-liquid coupling mode is used to obtain the stress and displacement changes of the shaft surrounding rock.Figure 21
Shaft surrounding rock stress.
(a)
Horizontal stress(b)
Vertical stressIt can be seen from Figure21 that the stress change of the shaft surrounding rock has a nonlinear relationship with the depth, showing a wave-type state. The maximum tensile stress of the horizontal stress is 1.43 MPa, and the maximum compressive stress is 4.17 MPa. The stress of the surrounding rock after the grouting is less than the stress without grouting.Figure22 shows that after the water outlet point is grouted, the horizontal displacement of the shaft surrounding rock has a nonlinear relationship with the depth. The maximum horizontal displacement is 16.94 mm, and the maximum vertical displacement is 50.21 mm. Comparing Figures 15(b) and 16(b, it can be seen that the displacement of the shaft surrounding rock is smaller than the displacement without grouting.Figure 22
Shaft surrounding rock displacement.
(a)
Horizontal displacement(b)
Vertical displacement


## 6.4. Grouting Effect Analysis

When plugging the water outlet point of the topsoil, it is difficult to grout due to the annular cracks in the shaft surrounding rock. During the grouting process, a new water outlet point appears. At the same time, there is a cross-grout phenomenon within the water outlet area, and the smaller the water inflow, the more difficult to plug the water outlet point. Because of the above problems, it is necessary to increase the pump pressure and grouting volume to increase the spreading radius of the slurry, to reduce the new water outlet point. When plugging the water outlet point, the water plugging speed is slow, and it takes 10~30 minutes. The Malisan N grouting material is used to plug the five water outlet points in a short period; the shaft grouting takes 56 hours in total and consumes 3.20 t of Malisan N raw material. After grouting, the measured water inflow is less than 0.05 m3/h, and the shaft water inflow has not changed; the measured water volume changes in the shaft as shown in Figure 23.Figure 23
The measured water volume changes in the shaft.


## 7. Conclusion

(1)
Through field data monitoring, the flow direction and velocity of the Quaternary water were 150° (ES60°) and 0.73 m/h, respectively. At the same time, the characteristics of the rock mass around the main (auxiliary) shaft, the aquifer parameters (position, depth, thickness, and water inflow), and the hydraulic connection between the layers are obtained through flow monitoring(2)
Through the numerical simulation analysis of the groundwater seepage field, the change law of the shaft surrounding rock under the action of water bodies and the change rule of the groundwater seepage field around the shaft were obtained; the water outlet point was determined; and the grouting drilling parameters were optimized. Combined with experimental research, a grouting material based on Malisan N was selected and designed, and a self-locking oil seal technology was developed to improve the grouting efficiency(3)
The grouting behind the shaft linings was adopted to plug the water, which can effectively plug the water outlet point and reinforce the surrounding rock. The monitoring data show that there was no water spray in summer, the water inflow in winter has dropped to 0.05 m3/h, and there is no change for a long time



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*Source: 6654987-2020-12-14.xml*