# Stability Analysis of Surrounding Rock of Large Section Ultradeep Shaft Wall

Authors: Cheng Li; Wang Chunlong; Wang Xi; Chen Kexu
Journal: Advances in Materials Science and Engineering
 (2021)

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## Abstract

In order to study the stability of deep surrounding rock during the excavation of new main shaft in Xincheng gold mine, a construction method suitable for large section ultradeep shaft is proposed. A series of analyses were carried out in this study, including the in situ stress test, stress response of surrounding rock disturbance, deformation and failure characteristics, and numerical simulation. Based on the above analysis, the stability control method of surrounding rock in the process of deep excavation of the new main shaft is proposed. The results show that (1) the maximum principal stress of deep surrounding rock of new main shaft is horizontal stress, and the surrounding rock of the shaft has strong rock burst tendency after excavation; (2) the influence range of the deep shaft excavation disturbance is 6.4 times the shaft radius, in which the temporary support should be strengthened to avoid the influence of excavation disturbance on the stability of shaft wall rock; (3) the failure shape of surrounding rock of the deep shaft excavation was “ear” failure, and the failure depth was not more than 2.5 m; (4) after replacing the original “one-excavation and one-masonry” construction with “three-excavation and one-masonry” construction, the temporary support span of the main shaft was adjusted to 12 m, which can make the subsequent concrete shaft wall in the state of “no pressure bearing or slow low pressure bearing,” and the lining compressive safety coefficient was increased to 1.98, which meets the safety requirements.


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## Body

## 1. Introduction

With the gradual increase of mining depth of underground metal, the construction of some over kilometer deep shafts has been completed. For example, the depth of the auxiliary well of Benxi Sisanling iron mine is 1497.7 m [1], and the 3# shaft depth of Huize lead zinc mine in Yunnan is 1526 m. [2]. The experience at home and abroad and in Jiaodong area shows that, with the increase of shaft excavation depth, the instability of surrounding rock and the cracking and failure of shaft lining structure are prone to occurring under the influence of deep high stress [2–5]. At the same time, the rock burst disasters [6–11] caused by deep shaft excavation will lead to a series of problems, such as the deterioration of shaft construction environment and the sharp increase of production cost, which have brought severe challenges to the construction of deep shaft.At present, scholars at home and abroad have carried out rich research on the stability control of shaft wall surrounding rock and have also achieved some scientific research results. For example, Ju et al. [12] and others designed and formulated the technical scheme of pressure relief casing method to prevent and strengthen shaft failure according to the shaft failure mechanism; Zhou et al. [13] and others studied the contribution of surrounding rock to shaft wall bearing capacity from three aspects: equal failure, equal wall thickness, and overall data statistics; Li and Wang [14] and others carried out research on borehole pressure relief technology for surrounding rock of high stress shaft under different pressure relief hole layout conditions and proposed that flexible initial support + cast in situ concrete shaft wall support combined with borehole pressure relief technology can effectively ensure the safety and stability of shaft wall under high stress conditions. Aiming at the problem of shaft surrounding rock support in a deep large fault fracture area, Sun et al. [15] and others introduced the idea of “high resistance and yield pressure,” applied the convergence constraint method to the design of deep buried shaft support structure and the stability evaluation of the support system, and achieved ideal results in field application. Relying on the mixed shaft project of Sishanling iron mine, Bian [16] proposed a complete set of construction technologies for large-diameter and ultradeep shaft and successfully completed the construction of the first large-diameter and ultradeep shaft in China. In general, the research on shaft construction and shaft wall surrounding rock control mainly focuses on shafts with a net diameter of 5∼6 m and a depth of less than 1500 m. There is less research on the construction of large section and ultradeep shafts with a diameter of more than 7 m and a design depth of more than 1500 m. Therefore, the existing results are difficult to guide engineering practice. At the same time, during the excavation of large section ultradeep shaft, the surrounding rock of shaft wall is affected by complex geological structural conditions such as high stress, which will lead to a large deformation of surrounding rock and increase the risk of rock burst. The traditional construction technology and support methods can not meet the safety needs.In view of this, taking the new main shaft construction project of Xincheng gold mine as the background, this paper discusses the stability control method of deep surrounding rock by studying the response characteristics of disturbed stress and deformation failure characteristics, in order to provide a technical reference for similar engineering practice.


## 2. Project Overview

Xincheng gold mine is located in Jincheng town, Laizhou city, Shandong province. The occurrence conditions of the ore body are complex. It is a typical altered rock type gold deposit. After more than 40 years of continuous mining, it has been mined to −1030 m level. With the continuous promotion of deep development projects, the original main shaft can no longer meet the needs of production scale. Therefore, a new main shaft is designed and constructed in the mine. The design diameter of the new main shaft is 7.5 m and the design depth is 1527 m. After construction, it will become the deepest shaft in China. Except that the shaft neck section is supported by reinforced concrete, other parts of the shaft are supported by plain concrete. The thickness of concrete above −622 m level is 300 mm, the thickness of concrete below −622 m level is 400 mm, and the concrete strength grade is C25. The short section excavation and masonry mixed construction method of “one-excavation and one-masonry” normal cycle with a section height of 4 m was adopted. However, after the construction reached the level of −1000 m, the surrounding rock pressure of the shaft wall was intense, the shaft wall concrete in some areas even fell off, and the on-site construction efficiency was significantly reduced. Therefore, it is necessary to deeply analyze the disturbance stress response characteristics and deformation and failure characteristics of the deep surrounding rock of the new main shaft, so as to provide a scientific basis for the stability control of the surrounding rock during the deep excavation of large section and ultradeep shaft.


## 3. Analysis of Rock Burst Tendency and Influence Range of Disturbance Stress in Deep Surrounding Rock

### 3.1. Analysis of In Situ Stress and Rockburst Tendency

To study the in situ stress distribution characteristics of the surrounding rock in the deep part of the shaft, the engineering geological borehole JCK-1 (hole depth −930 m to −1450 m) parallel to the shaft was used to carry out in situ stress measurement. Six cores with different depths of −950 m, −1050 m, −1150 m, −1250 m, −1350 m, and −1450 m were selected for in situ stress measurement based on rock acoustic emission Kaiser effect method. Some test pieces are shown in Figure1, and acoustic emission test equipment and signal acquisition system are shown in Figure 2.Figure 1
Display of some experimental specimens.Figure 2
Acoustic emission signal acquisition and specimen loading.Reference [8] gives the maximum horizontal principal stress, minimum horizontal principal stress, and maximum horizontal principal stress direction of in situ stress of rock mass at each measuring point, and the results are shown in Table 1.Table 1
Each measuring point’s magnitude and direction of the principal stress in JCK-1 borehole [8].
Measuring point depth (m)Vertical principal stressσv (MPa)Self-weight stressσ (MPa)Maximum horizontal principal stressσH (MPa)Minimum horizontal principal stressσh (MPa)Horizontal maximum principal stress directionθ−95026.4126.4632.7814.52N103°34′E−105029.2229.1641.8317.18N103°42′E−115033.3331.8635.3716.64N95°43′E−125034.2534.5638.9516.85N110°13′E−135035.9837.2641.2316.44N105°26′E−145040.0139.9640.6314.02N111°20′EAccording to Table1, the distribution of deep in situ stress field is linearly fitted, and the result is shown in Figure 3.Figure 3
Distribution of measured in situ stress field.Based on this, the distribution laws of in situ stress in this area are obtained as follows:(1)
In situ stress is mainly horizontal tectonic stress, and the maximum principal stress is horizontal stress. The maximum horizontal principal stress and vertical principal stress increase with the increase of hole depth.(2)
The azimuth consistency of the maximum horizontal principal stress at different depths is well, all in the direction of NWW ∼ SEE, distributed within N95°E ∼ N111°E. The ratio of maximum horizontal principal stress to vertical principal stress (lateral pressure coefficient) is between 1.01 and 1.43. At −1550 m level, the maximum horizontal principal stress is 45.84 MPa and the maximum vertical principal stress is 40.95 MPa.The results of in situ stress test show that the horizontal stress of the new main well area of Xincheng gold mine is much greater than the vertical stress, which indicates that the stress formed by the geological structure plays a dominant role in the original rock stress field. At the same time, reference [17] showed that the rock burst tendency of each measuring point was strong rock burst, and a large amount of releasable elastic strain energy was accumulated in the rock volume after excavation. Therefore, in the process of deep construction of the shaft, the damage of shaft surrounding rock will be very common due to the dual effects of high ground stress and excavation disturbance stress.


### 3.2. Response Characteristics of Disturbed Stress in Surrounding Rock

Mccreath [18] considered that, after the shaft excavation, the stress distribution of the working face is redistributed. In front of the working face (more than 2.5 times the shaft diameter) is the original rock stress area and there is a high stress concentration area within the range of 2.5 times the diameter of the shaft in front of the working face. The rock mass of the excavation face provides a certain supporting force for the surrounding rock of the shaft, which is 25% of the original rock stress, so that the surrounding rock of the shaft has enough time for self-stabilization to carry out the supporting work. In the back of the working face about 4.5 times the diameter of the shaft, the supporting force of the working face gradually disappears.In order to explore the response characteristics of disturbance stress in surrounding rock of shaft excavation, the excavation depth of −1200 m was taken as the research object, the model with a side length of 50 m × 50 m × 100 m was established, and Flac3D numerical simulation software was used to simulate the change process of horizontal stress and strain at −1200 m with the change of excavation depth. The simulation process is shown in Figure 4. The physical and mechanical parameters of the model were shown in [17].Figure 4
Schematic diagram of shaft excavation process analysis.The midpoint position in Figure4 was regarded as −1200 m. When the excavation reached −1172 m, the displacement and stress data at −1200 m were recorded. The depth of each excavation was 4 m, a total of 14 times. When the excavation reached −1228 m, the simulation calculation was completed. The simulation results are shown in Figure 5.Figure 5
Results of displacement and stress distribution after shaft excavation. (a) Radial displacement inx-axis direction. (b) Maximum principal stress in X-direction section. (c) Minimum principal stress in X-direction section.
(a)(b)(c)Use fish language to extract the cross-sectional stress and deformation data of the shaft in theX-direction after each excavation. The data statistics are shown in Table 2.Table 2
Statistical table of stress and deformation data of shaftX-direction section after excavation.
Distance (m)Displacement (mm)Maximum principal stress (MPa)Minimum principal stress (MPa)280.0448.3125.62240.0548.3825.63200.0748.5225.65160.1348.8225.71120.2749.4025.8880.6050.5526.3741.6452.3727.8306.1552.2834.32−413.772.5023.11−815.952.5423.53−1216.982.5223.35−1617.562.5023.00−2017.912.4922.67−2418.122.4722.39−2818.242.4622.18The distance in the above table is the difference between the current excavation depth and −1200 m. The positive number indicates that the excavation has not reached −1200 m level, and the negative number indicates that the excavation has exceeded −1200 m level. Sort out the data in the above table and draw a line chart. The results are shown in Figure6.Figure 6
Stress and deformation curve ofX-direction section at −1200 m of shaft longitudinal section after excavation.It can be seen from Figure6 that, with the progress of excavation, the stress of surrounding rock at −1200 m increases slowly at first and then increases rapidly near −1200 m level. When the excavation depth exceeds −1200 m, the stress of surrounding rock in the shaft decreases sharply at −1200 m and then slowly decreases until it is unchanged. The first change is at +20 M (−1180 m level); at this time, the radial stress of x-axis section at −1200 m begins to increase slowly. When the excavation reaches −24 m (−1224 m level), the radial stress and circumferential stress of x-axis section at −1200 m do not change with the excavation. Therefore, the influence range of deep shaft excavation disturbance can be estimated to be 6.4 times the shaft radius.


## 3.1. Analysis of In Situ Stress and Rockburst Tendency

To study the in situ stress distribution characteristics of the surrounding rock in the deep part of the shaft, the engineering geological borehole JCK-1 (hole depth −930 m to −1450 m) parallel to the shaft was used to carry out in situ stress measurement. Six cores with different depths of −950 m, −1050 m, −1150 m, −1250 m, −1350 m, and −1450 m were selected for in situ stress measurement based on rock acoustic emission Kaiser effect method. Some test pieces are shown in Figure1, and acoustic emission test equipment and signal acquisition system are shown in Figure 2.Figure 1
Display of some experimental specimens.Figure 2
Acoustic emission signal acquisition and specimen loading.Reference [8] gives the maximum horizontal principal stress, minimum horizontal principal stress, and maximum horizontal principal stress direction of in situ stress of rock mass at each measuring point, and the results are shown in Table 1.Table 1
Each measuring point’s magnitude and direction of the principal stress in JCK-1 borehole [8].
Measuring point depth (m)Vertical principal stressσv (MPa)Self-weight stressσ (MPa)Maximum horizontal principal stressσH (MPa)Minimum horizontal principal stressσh (MPa)Horizontal maximum principal stress directionθ−95026.4126.4632.7814.52N103°34′E−105029.2229.1641.8317.18N103°42′E−115033.3331.8635.3716.64N95°43′E−125034.2534.5638.9516.85N110°13′E−135035.9837.2641.2316.44N105°26′E−145040.0139.9640.6314.02N111°20′EAccording to Table1, the distribution of deep in situ stress field is linearly fitted, and the result is shown in Figure 3.Figure 3
Distribution of measured in situ stress field.Based on this, the distribution laws of in situ stress in this area are obtained as follows:(1)
In situ stress is mainly horizontal tectonic stress, and the maximum principal stress is horizontal stress. The maximum horizontal principal stress and vertical principal stress increase with the increase of hole depth.(2)
The azimuth consistency of the maximum horizontal principal stress at different depths is well, all in the direction of NWW ∼ SEE, distributed within N95°E ∼ N111°E. The ratio of maximum horizontal principal stress to vertical principal stress (lateral pressure coefficient) is between 1.01 and 1.43. At −1550 m level, the maximum horizontal principal stress is 45.84 MPa and the maximum vertical principal stress is 40.95 MPa.The results of in situ stress test show that the horizontal stress of the new main well area of Xincheng gold mine is much greater than the vertical stress, which indicates that the stress formed by the geological structure plays a dominant role in the original rock stress field. At the same time, reference [17] showed that the rock burst tendency of each measuring point was strong rock burst, and a large amount of releasable elastic strain energy was accumulated in the rock volume after excavation. Therefore, in the process of deep construction of the shaft, the damage of shaft surrounding rock will be very common due to the dual effects of high ground stress and excavation disturbance stress.


## 3.2. Response Characteristics of Disturbed Stress in Surrounding Rock

Mccreath [18] considered that, after the shaft excavation, the stress distribution of the working face is redistributed. In front of the working face (more than 2.5 times the shaft diameter) is the original rock stress area and there is a high stress concentration area within the range of 2.5 times the diameter of the shaft in front of the working face. The rock mass of the excavation face provides a certain supporting force for the surrounding rock of the shaft, which is 25% of the original rock stress, so that the surrounding rock of the shaft has enough time for self-stabilization to carry out the supporting work. In the back of the working face about 4.5 times the diameter of the shaft, the supporting force of the working face gradually disappears.In order to explore the response characteristics of disturbance stress in surrounding rock of shaft excavation, the excavation depth of −1200 m was taken as the research object, the model with a side length of 50 m × 50 m × 100 m was established, and Flac3D numerical simulation software was used to simulate the change process of horizontal stress and strain at −1200 m with the change of excavation depth. The simulation process is shown in Figure 4. The physical and mechanical parameters of the model were shown in [17].Figure 4
Schematic diagram of shaft excavation process analysis.The midpoint position in Figure4 was regarded as −1200 m. When the excavation reached −1172 m, the displacement and stress data at −1200 m were recorded. The depth of each excavation was 4 m, a total of 14 times. When the excavation reached −1228 m, the simulation calculation was completed. The simulation results are shown in Figure 5.Figure 5
Results of displacement and stress distribution after shaft excavation. (a) Radial displacement inx-axis direction. (b) Maximum principal stress in X-direction section. (c) Minimum principal stress in X-direction section.
(a)(b)(c)Use fish language to extract the cross-sectional stress and deformation data of the shaft in theX-direction after each excavation. The data statistics are shown in Table 2.Table 2
Statistical table of stress and deformation data of shaftX-direction section after excavation.
Distance (m)Displacement (mm)Maximum principal stress (MPa)Minimum principal stress (MPa)280.0448.3125.62240.0548.3825.63200.0748.5225.65160.1348.8225.71120.2749.4025.8880.6050.5526.3741.6452.3727.8306.1552.2834.32−413.772.5023.11−815.952.5423.53−1216.982.5223.35−1617.562.5023.00−2017.912.4922.67−2418.122.4722.39−2818.242.4622.18The distance in the above table is the difference between the current excavation depth and −1200 m. The positive number indicates that the excavation has not reached −1200 m level, and the negative number indicates that the excavation has exceeded −1200 m level. Sort out the data in the above table and draw a line chart. The results are shown in Figure6.Figure 6
Stress and deformation curve ofX-direction section at −1200 m of shaft longitudinal section after excavation.It can be seen from Figure6 that, with the progress of excavation, the stress of surrounding rock at −1200 m increases slowly at first and then increases rapidly near −1200 m level. When the excavation depth exceeds −1200 m, the stress of surrounding rock in the shaft decreases sharply at −1200 m and then slowly decreases until it is unchanged. The first change is at +20 M (−1180 m level); at this time, the radial stress of x-axis section at −1200 m begins to increase slowly. When the excavation reaches −24 m (−1224 m level), the radial stress and circumferential stress of x-axis section at −1200 m do not change with the excavation. Therefore, the influence range of deep shaft excavation disturbance can be estimated to be 6.4 times the shaft radius.


## 4. Deformation and Failure Characteristics of Surrounding Rock in Shaft Excavation

### 4.1. Failure Form

There are three kinds of failure forms of shaft surrounding rock, which are ear shape, ellipse shape, and butterfly shape. Literature [19] points out that the failure form of shaft surrounding rock affects the radial displacement of excavation boundary of surrounding rock, which in turn affects the deformation law of longitudinal section of the surrounding rock of the shaft. It can be seen that accurately determining the failure form of the surrounding rock of the shaft is of great significance to its stability analysis and control.Reference [20] summarized the determination method of failure form of surrounding rock of circular excavation structure under different stress ratio and obtained the judgment chart of failure mode of the surrounding rock of circular excavation structure as shown in Figure 7.Figure 7
Determination diagram of failure mode of surrounding rock of circular excavation structure.According to the judgment rules in Figure7, combined with the in situ stress test results of the new main shaft area in Xincheng gold mine, the failure form results of the surrounding rock of the new main shaft excavation were obtained as shown in Table 3. It can be seen from Table 3 that the failure form of shaft surrounding rock after shaft excavation was “ear” failure.Table 3
Normalization treatment of surrounding rock stress at different depths.
Position (m)σ1 (MPa)σ3 (MPa)σc (MPa)Normalized value of deviatoric stress (MPa)Normalized value of average stress (MPa)Judgment result−95038.48120.586102.50.090.29I−105041.98122.686102.50.090.32I−115045.48124.786102.50.100.34I−125048.98126.886102.50.110.37I−135052.48128.986102.50.110.40I−145055.98131.086102.50.120.42I


### 4.2. Failure Depth

It is very important for engineering design and construction to determine the failure depth of surrounding rock in shaft excavation. At present, the methods to determine the failure depth of surrounding rock in shaft excavation include theoretical method, numerical simulation method, and engineering analogy method. According to reference [4], the calculation result of theoretical method is too small, while the calculation result of empirical method is too conservative. Therefore, the numerical simulation method is recommended for the depth of failure zone in the process of shaft excavation. By using Phase2 numerical simulation software and Hoek Brown yield criterion, the distribution pattern and depth of failure zone of surrounding rock at different depths were obtained as shown in Figure 8.Figure 8
Distribution of plastic zone of surrounding rock at different depth of shaft: (a) −930 m ∼ −972 m, (b) −972 m ∼ −1050 m, (c) −1050 m ∼ −1073 m, (d) −1073 m ∼ −1102 m, (e) −1102 m ∼ −1153 m, (f) −1153 m ∼ −1207 m, (g) −1207 m ∼ −1250 m, and (h) −1250 m ∼ −1271 m.
(a)(b)(c)(d)(e)(f)(g)(h)Through the distribution of plastic zone of surrounding rock shown in Figure5, it is further proved that the surrounding rock of shaft follows the “ear” failure. According to the distribution map of plastic zone of surrounding rock at different depths, the statistical radius of plastic zone is shown in Table 4. It can be seen from Table 4 that, after shaft excavation, the failure depth of surrounding rock of deep shaft was not more than 2.5 m.Table 4
Radius of plastic zone of surrounding rock after shaft excavation.
Shaft depth (m)Radius of plastic zone (m)−930 m ∼ −972 m1.29−972 m ∼ −1050 m1.82−1050 m ∼ −1073 m1.96−1073 m ∼ −1102 m2.08−1102 m ∼ −1153 m2.01−1153 m ∼ −1207 m2.14−1207 m ∼ −1250 m2.08−1250 m ∼ −1271 m2.17


## 4.1. Failure Form

There are three kinds of failure forms of shaft surrounding rock, which are ear shape, ellipse shape, and butterfly shape. Literature [19] points out that the failure form of shaft surrounding rock affects the radial displacement of excavation boundary of surrounding rock, which in turn affects the deformation law of longitudinal section of the surrounding rock of the shaft. It can be seen that accurately determining the failure form of the surrounding rock of the shaft is of great significance to its stability analysis and control.Reference [20] summarized the determination method of failure form of surrounding rock of circular excavation structure under different stress ratio and obtained the judgment chart of failure mode of the surrounding rock of circular excavation structure as shown in Figure 7.Figure 7
Determination diagram of failure mode of surrounding rock of circular excavation structure.According to the judgment rules in Figure7, combined with the in situ stress test results of the new main shaft area in Xincheng gold mine, the failure form results of the surrounding rock of the new main shaft excavation were obtained as shown in Table 3. It can be seen from Table 3 that the failure form of shaft surrounding rock after shaft excavation was “ear” failure.Table 3
Normalization treatment of surrounding rock stress at different depths.
Position (m)σ1 (MPa)σ3 (MPa)σc (MPa)Normalized value of deviatoric stress (MPa)Normalized value of average stress (MPa)Judgment result−95038.48120.586102.50.090.29I−105041.98122.686102.50.090.32I−115045.48124.786102.50.100.34I−125048.98126.886102.50.110.37I−135052.48128.986102.50.110.40I−145055.98131.086102.50.120.42I


## 4.2. Failure Depth

It is very important for engineering design and construction to determine the failure depth of surrounding rock in shaft excavation. At present, the methods to determine the failure depth of surrounding rock in shaft excavation include theoretical method, numerical simulation method, and engineering analogy method. According to reference [4], the calculation result of theoretical method is too small, while the calculation result of empirical method is too conservative. Therefore, the numerical simulation method is recommended for the depth of failure zone in the process of shaft excavation. By using Phase2 numerical simulation software and Hoek Brown yield criterion, the distribution pattern and depth of failure zone of surrounding rock at different depths were obtained as shown in Figure 8.Figure 8
Distribution of plastic zone of surrounding rock at different depth of shaft: (a) −930 m ∼ −972 m, (b) −972 m ∼ −1050 m, (c) −1050 m ∼ −1073 m, (d) −1073 m ∼ −1102 m, (e) −1102 m ∼ −1153 m, (f) −1153 m ∼ −1207 m, (g) −1207 m ∼ −1250 m, and (h) −1250 m ∼ −1271 m.
(a)(b)(c)(d)(e)(f)(g)(h)Through the distribution of plastic zone of surrounding rock shown in Figure5, it is further proved that the surrounding rock of shaft follows the “ear” failure. According to the distribution map of plastic zone of surrounding rock at different depths, the statistical radius of plastic zone is shown in Table 4. It can be seen from Table 4 that, after shaft excavation, the failure depth of surrounding rock of deep shaft was not more than 2.5 m.Table 4
Radius of plastic zone of surrounding rock after shaft excavation.
Shaft depth (m)Radius of plastic zone (m)−930 m ∼ −972 m1.29−972 m ∼ −1050 m1.82−1050 m ∼ −1073 m1.96−1073 m ∼ −1102 m2.08−1102 m ∼ −1153 m2.01−1153 m ∼ −1207 m2.14−1207 m ∼ −1250 m2.08−1250 m ∼ −1271 m2.17


## 5. Stability Control Method of Surrounding Rock in Shaft Excavation

### 5.1. Temporary Support Design

The main function of temporary support is to control the pressure of surrounding rock, and the support pressure of surrounding rock mainly includes the shear expansion pressure and loose surrounding rock pressure. Therefore, the dilatancy pressure can be released in a stable and controllable form by temporary support. At the same time, with the generation and release of the shaft dilatancy pressure, the surrounding rock of the shaft will be damaged and produce radial displacement, which will lead to “loose and sliding.” It is necessary to have enough support strength to control the pressure of the loose surrounding rock. Therefore, the temporary support form of surrounding rock of shaft is anchor net beam support.According to the engineering analogy [21] and the failure form and depth of the surrounding rock of the shaft, it was decided to adopt the pipe seam bolt with the length of 2.5 m, the diameter of 20 mm, and the spacing of 1.5 m. The metal mesh was 8# wire diamond mesh. Double bars were welded with φ8 or φ10 steel bars, with an interval of 80 mm and a length of 3 m. The above temporary support structure can be constructed after shaft excavation. The effect of temporary on-site support is shown in Figure 9.Figure 9
Effect of temporary on-site support.


### 5.2. Design of Permanent Concrete Support

A concrete shaft with a thickness of 300 mm can meet the support requirements of various rock conditions [22]. In order to ensure the stability of deep surrounding rock of new main shaft of Xincheng gold mine, it was decided to use concrete with a thickness of 400 mm for permanent support, and the concrete grade was C25. Referring to the experience of South Africa and other foreign countries, the corresponding time was about 3 days when the diameter of the shaft without support span was 2–3 times. Therefore, in order to fully release the pressure of the surrounding rock of the shaft, the temporary support span of the new main shaft of Xincheng gold mine was determined to be 12 m, which was a three-day excavation cycle. This construction method can be used for the subsequent construction of concrete shaft lining in the state of “no pressure bearing or slow low pressure bearing” and can avoid the influence of excavation disturbance on concrete support as far as possible.Based on the above shaft support methods, the schematic diagram of the deep shaft support design of the Xincheng gold mine is shown in Figure10.Figure 10
Support design of new main shaft −930 m ∼ −1271 m. (a) Schematic diagram of shaft longitudinal section support design. (b) Schematic diagram of shaft transverse section support design.
(a)(b)The permanent support effect of on-site concrete is shown in Figure11. Based on the improved construction technology of “three-excavation and one-masonry,” the use of C25 concrete with a thickness of 400 mm for permanent support has a good on-site construction effect, which can meet the stability of shaft surrounding rock and lining under the condition of high stress in the deep of new main shaft.Figure 11
Permanent concrete on-site support effect.


### 5.3. Rationality Verification of Construction Technology

Because the temporary span of surrounding rock was determined to be 12 m, the construction technology of “three-excavation and one-masonry” was adopted below −930 m. In order to verify the rationality of the construction technology, through numerical simulation (only the surrounding rock with a height of 76 m above −1276 m was selected as the calculation area), the maximum principal stress curves of lining with two kinds of excavation and support technology were obtained as shown in Figure12. It can be seen from the figure that the average fluctuation range of the maximum principal stress of the original process was 23.7 MPa, while the fluctuation range of the improved process was 3.5 MPa, which indicates that the improved process can make the stress in the lining more uniform. The compressive safety factor of lining can be calculated by the following formula: (1)K=σccσmax,where σcc was taken as the axial compressive strength of C25 concrete in the shaft lining of 16.7 MPa, and σmax was the maximum principal stress in the lining.Figure 12
Maximum principal stress curve of lining.The compressive safety coefficient of the original process lining was 0.36 calculated from formula (1), which indicates that plastic failure will occur in the original process lining. The improved pressure safety factor of lining was 1.98, which meets the safety requirements.


## 5.1. Temporary Support Design

The main function of temporary support is to control the pressure of surrounding rock, and the support pressure of surrounding rock mainly includes the shear expansion pressure and loose surrounding rock pressure. Therefore, the dilatancy pressure can be released in a stable and controllable form by temporary support. At the same time, with the generation and release of the shaft dilatancy pressure, the surrounding rock of the shaft will be damaged and produce radial displacement, which will lead to “loose and sliding.” It is necessary to have enough support strength to control the pressure of the loose surrounding rock. Therefore, the temporary support form of surrounding rock of shaft is anchor net beam support.According to the engineering analogy [21] and the failure form and depth of the surrounding rock of the shaft, it was decided to adopt the pipe seam bolt with the length of 2.5 m, the diameter of 20 mm, and the spacing of 1.5 m. The metal mesh was 8# wire diamond mesh. Double bars were welded with φ8 or φ10 steel bars, with an interval of 80 mm and a length of 3 m. The above temporary support structure can be constructed after shaft excavation. The effect of temporary on-site support is shown in Figure 9.Figure 9
Effect of temporary on-site support.


## 5.2. Design of Permanent Concrete Support

A concrete shaft with a thickness of 300 mm can meet the support requirements of various rock conditions [22]. In order to ensure the stability of deep surrounding rock of new main shaft of Xincheng gold mine, it was decided to use concrete with a thickness of 400 mm for permanent support, and the concrete grade was C25. Referring to the experience of South Africa and other foreign countries, the corresponding time was about 3 days when the diameter of the shaft without support span was 2–3 times. Therefore, in order to fully release the pressure of the surrounding rock of the shaft, the temporary support span of the new main shaft of Xincheng gold mine was determined to be 12 m, which was a three-day excavation cycle. This construction method can be used for the subsequent construction of concrete shaft lining in the state of “no pressure bearing or slow low pressure bearing” and can avoid the influence of excavation disturbance on concrete support as far as possible.Based on the above shaft support methods, the schematic diagram of the deep shaft support design of the Xincheng gold mine is shown in Figure10.Figure 10
Support design of new main shaft −930 m ∼ −1271 m. (a) Schematic diagram of shaft longitudinal section support design. (b) Schematic diagram of shaft transverse section support design.
(a)(b)The permanent support effect of on-site concrete is shown in Figure11. Based on the improved construction technology of “three-excavation and one-masonry,” the use of C25 concrete with a thickness of 400 mm for permanent support has a good on-site construction effect, which can meet the stability of shaft surrounding rock and lining under the condition of high stress in the deep of new main shaft.Figure 11
Permanent concrete on-site support effect.


## 5.3. Rationality Verification of Construction Technology

Because the temporary span of surrounding rock was determined to be 12 m, the construction technology of “three-excavation and one-masonry” was adopted below −930 m. In order to verify the rationality of the construction technology, through numerical simulation (only the surrounding rock with a height of 76 m above −1276 m was selected as the calculation area), the maximum principal stress curves of lining with two kinds of excavation and support technology were obtained as shown in Figure12. It can be seen from the figure that the average fluctuation range of the maximum principal stress of the original process was 23.7 MPa, while the fluctuation range of the improved process was 3.5 MPa, which indicates that the improved process can make the stress in the lining more uniform. The compressive safety factor of lining can be calculated by the following formula: (1)K=σccσmax,where σcc was taken as the axial compressive strength of C25 concrete in the shaft lining of 16.7 MPa, and σmax was the maximum principal stress in the lining.Figure 12
Maximum principal stress curve of lining.The compressive safety coefficient of the original process lining was 0.36 calculated from formula (1), which indicates that plastic failure will occur in the original process lining. The improved pressure safety factor of lining was 1.98, which meets the safety requirements.


## 6. Conclusion

(1)
The deep surrounding rock of the new main shaft in Xincheng gold mine is mainly horizontal stress, and the surrounding rock of the shaft wall has a strong rock burst tendency after shaft excavation, and the influence range of the deep excavation disturbance is 6.4 times the shaft radius. Therefore, bolt mesh beam temporary support measures shall be adopted to fully release the surrounding rock stress in the area prone to strong rock burst before permanent support, so as to reduce the impact of surrounding rock stress and excavation disturbance stress on the stability of shaft wall surrounding rock.(2)
For the construction of large section and ultradeep shaft, the failure mode and failure depth of surrounding rock can be determined by combining the failure mode judgment chart of surrounding rock of circular excavation structure and numerical simulation. The failure shape of surrounding rock of deep shaft excavation in Xincheng gold mine is “ear” failure, and the failure depth is no more than 2.5 m.(3)
According to the characteristics of high crustal stress and strong rock burst tendency of large section and ultradeep shaft, in order to fully release the pressure of shaft surrounding rock and minimize the impact of excavation disturbance stress on the stability of shaft surrounding rock, the support construction technology of “no pressure or slow low pressure” can be adopted. After the temporary support of the new main shaft of Xincheng gold mine adopts the construction technology of “three-excavation and one-masonry,” the compressive safety factor of permanent support is increased from 0.36 to 1.98, and the on-site support construction effect is significantly improved.



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*Source: 4391759-2021-10-08.xml*