Supporting method for construction of stratum vertical shaft through full-face tunnel boring machine

Abstract

The invention provides a supporting method for construction of a stratum vertical shaft by a full-face tunneling machine, which comprises the following steps: S1, when the tunneling machine continuously tunnels to the height of a supporting section, simultaneously lowering an upper-layer hanging scaffold and a lower-layer hanging scaffold to the supporting section, and then enabling an operator to enter the lower-layer hanging scaffold to observe the integrity condition of surrounding rock; s2, when it is judged that the surrounding rock belongs to the class I or class II surrounding rock, a first supporting process of spraying concrete through anchor rods and reinforcing meshes is adopted; s3, when the surrounding rock is judged to belong to III-type surrounding rock, a second supporting process of anchor rods, anchor cables, reinforcing mesh sprayed concrete and corrugated steel pipe pieces is adopted; s4, when the surrounding rock is judged to belong to IV and V type surrounding rock, a third supporting process of anchor rods, anchor cables, reinforcing mesh sprayed concrete, corrugated steel pipe pieces and a second concrete lining is adopted; according to the scheme, the flexible and changeable supporting technology can be provided, adaptability is high, reliability is high, meanwhile, the vertical shaft supporting operation time is shortened, and the overall construction efficiency of the vertical shaft heading machine is improved.

Description

Technical Field

[0001] The invention belongs to the technical field of supporting a stratum shaft in construction of a full-section tunnel boring machine, and in particular relates to a supporting method for a stratum shaft in construction of a full-section tunnel boring machine. Background Art

[0002] At present, the mine construction is mainly based on the drilling and blasting method. The shaft boring machine uses the cutter head to drive the roller to mechanically break the rock for shaft excavation construction. This is an emerging technology with the advantages of high molding quality, safety and environmental protection, and small disturbance of the surrounding rock. It is the future development direction of shaft and tunnel excavation technology. The main construction process of the tunnel boring machine includes rock breaking excavation, shaft wall support, and rock slag transportation. Among them, in the shaft wall support link, if the concrete pouring shaft wall construction method matched with the drilling and blasting method is still used, the support efficiency is much lower than the excavation efficiency, which affects the start-up rate of the shaft boring machine and causes low overall construction efficiency. In addition, in the process of shaft construction from shallow to deep, it is necessary to cross multiple strata. Only one fixed support method is used, which cannot effectively guarantee the safety and stability of the shaft during its service life. If all concrete pouring methods are used, the construction period will be long and the progress will be slow.

[0003] Based on the technical problems existing in the above-mentioned shaft support, there is no relevant solution yet; therefore, it is urgent to find effective solutions to solve the above-mentioned problems. Summary of the invention

[0004] The purpose of the present invention is to address the deficiencies in the above-mentioned technologies and to propose a support method for a stratum shaft constructed by a full-face tunnel boring machine, aiming to solve the problems of existing shaft support.

[0005] The present invention provides a support method for a vertical shaft in a stratum constructed by a full-face tunnel boring machine, and the support method comprises the following processes: S1: When the tunnel boring machine continues to excavate to the height of a support section, the upper and lower hanging plates are lowered to the support section at the same time, and then the operators enter the lower hanging plate to observe the integrity of the surrounding rock; S2: When the surrounding rock integrity is judged to be high and belongs to Class I or Class II surrounding rock, the first support technology of anchor rods and steel mesh shotcrete is adopted; S3: When the surrounding rock integrity is judged to be general and belongs to Class III surrounding rock, the second support technology of anchor rods, anchor cables, steel mesh shotcrete and corrugated steel pipe segments is adopted; S4: When the integrity of the surrounding rock is judged to be poor, belonging to Class IV, V surrounding rock or more broken, the third support technology of anchor rods, anchor cables, steel mesh shotcrete, corrugated steel pipe segments and concrete secondary lining is adopted.

[0006] Further, in step S2, the first support process includes the following steps: S21: Use anchor bolt and cable drilling rig to drill anchor bolt holes and cable holes; S22: Lay a double-layer steel mesh on the well wall, install anchor rods and anchor cables, preliminarily fix the steel mesh, and then use the anchor rod and anchor cable tensioning device to apply pre-tightening force to the installed anchor rods and anchor cables; S23: Use a concrete spraying arm to spray concrete on the area covered by the steel mesh, and the concrete is continuously provided by the concrete mixing station on the upper hanging platform; S24: Steel arches are used for reinforcement every 20m. The steel arches are made of square steels with the same diameter as the shaft wall.

[0007] Further, in step S3, the second support process includes the following steps: S31: At the initial stage of the shaft wall exposed by excavation, the concrete spraying arm is first used to spray the shaft wall, and then the surrounding rock is quickly sealed to prevent further deterioration of the surrounding rock; S32: Use anchor bolt and cable drilling rig to drill anchor bolt holes and cable holes; S33: Lay a double-layer steel mesh on the side of the shaft wall, and install anchor rods and anchor cables in alternate rows to preliminarily fix the steel mesh; then use the anchor rod and anchor cable tensioning device to apply pre-tightening force; only install the rod body and cable body in the remaining anchor rod holes and anchor cable holes, without installing the tray; S34: spraying concrete on the steel mesh covered area using a concrete spraying arm; S35: Install the corrugated steel segments and install trays at the ends of the remaining anchor rods and anchor cables, apply pre-tightening force, and form a closed support ring; S36: Use connecting bolts to connect the corrugated steel pipe segments between the upper and lower sections to form a continuous support structure.

[0008] Further, in step S4, the third support process includes the following steps: S41: At the initial stage of the shaft wall exposed by excavation, the concrete spraying arm is first used to spray the shaft wall to quickly seal the surrounding rock and prevent further deterioration of the surrounding rock; S42: Use anchor bolt and cable drilling rig to drill anchor bolt holes and cable holes; S43: Lay a double-layer steel mesh on the well wall, install anchor rods and anchor cables, preliminarily fix the steel mesh, and then use the anchor rod and anchor cable tensioning device to apply pre-tightening force to the installed anchor rods and anchor cables; S44: spraying concrete on the steel mesh covered area using a concrete spraying arm; S45: According to the ground conditions, steel arch frames are installed at intervals of 0.8~2m to form a closed support ring; S46: lower the foldable concrete pouring formwork, open the upper folding area, pour concrete, and pour the slope connecting with the upper support structure; S47: When connecting with other supports in the lower section, a closing device is used to cast a closed slope; S48: When further reinforcement is required, steel bars can be laid before pouring concrete to form a steel-concrete structure.

[0009] Furthermore, the condition for judging whether the surrounding rock belongs to Class I surrounding rock is that the basic quality index BQ of the rock mass satisfies: BQ>550; the condition for judging whether the surrounding rock belongs to Class II surrounding rock is that the basic quality index BQ of the rock mass satisfies: 550≥BQ≥451; the condition for judging whether the surrounding rock belongs to Class III surrounding rock is that the basic quality index BQ of the rock mass satisfies: 450≥BQ>351; the condition for judging whether the surrounding rock belongs to Class IV surrounding rock is that the basic quality index BQ of the rock mass satisfies: 350≥BQ>251; the condition for judging whether the surrounding rock belongs to Class V surrounding rock is that the basic quality index BQ of the rock mass satisfies: BQ≤250.

[0010] Furthermore, when the surrounding rock belongs to Class I surrounding rock: When the shaft diameter D satisfies: D<5m, sprayed concrete is used, and the thickness of the sprayed concrete δ is 0.1m; When the shaft diameter D satisfies: 5≤D<10m, sprayed concrete is used, and the thickness of the sprayed concrete δ is 0.15m; When the shaft diameter D satisfies: 10≤D<15m, shotcrete is used, and the thickness of the shotcrete δ is 0.15m.

[0011] Furthermore, when the surrounding rock belongs to Class II surrounding rock: When the shaft diameter D satisfies: D<5m, anchor rods or anchor cables are used in combination with shotcrete; the thickness of shotcrete is δ0.1m, the setting length of anchor rods is 1.5m, and the setting length of anchor cables is at least 4.0m; When the shaft diameter D satisfies: 5≤D<10m, the anchor rod or anchor cable is used in combination with steel mesh sprayed concrete; the thickness of the sprayed concrete is δ 0.1m, the setting length of the anchor rod is 2.0m, the setting length of the anchor cable is at least 4.0m, and the spacing between the anchor rods or anchor cables is 1.5m; When the shaft diameter D satisfies: 10≤D<15m, the anchor rod or anchor cable is combined with the steel mesh and shotcrete process; the thickness of the shotcrete is 0.15m, the setting length of the anchor rod is 2.5m, the setting length of the anchor cable is at least 4.0m, and the spacing between the anchor rods or anchor cables is 1.2m.

[0012] Furthermore, when the surrounding rock belongs to Class III surrounding rock: When the shaft diameter D satisfies: D<5m, the anchor rod or anchor cable is used in combination with steel mesh sprayed concrete; the thickness of the sprayed concrete is δ 0.15m, the setting length of the anchor rod is 2.0m, the setting length of the anchor cable is at least 4.0m, and the spacing between the anchor rods or anchor cables is 1.2m; When the shaft diameter D satisfies: 5≤D<10m, a combination of anchor rods or anchor cables, shotcrete and corrugated steel segments is used; the thickness of shotcrete is δ0.15m, corrugated steel segments are laid, the setting length of anchor rods is 2.0m, the setting length of anchor cables is at least 4.0m, and the spacing between anchor rods or anchor cables is 1.2m; When the shaft diameter D satisfies: 10≤D<15m, a combination of anchor rods or anchor cables, shotcrete and corrugated steel segments is adopted. The thickness of the shotcrete is δ0.2m, corrugated steel segments are laid, the setting length of the anchor rod is 2.5m, the setting length of the anchor cable is at least 4.0m, and the spacing between anchor rods or anchor cables is 1.2m.

[0013] Furthermore, when the surrounding rock belongs to Class IV surrounding rock: When the shaft diameter D satisfies: D<5m, the anchor rod or anchor cable is used in combination with steel mesh sprayed concrete; the thickness of the sprayed concrete is δ 0.15m, the setting length of the anchor rod is 2.0m, the setting length of the anchor cable is at least 4.0m, and the spacing between the anchor rods or anchor cables is 1.0m; When the shaft diameter D satisfies: 5≤D<10m, a combination of anchor rods or anchor cables, shotcrete and corrugated steel segments is used. The thickness of shotcrete is δ0.2m, corrugated steel segments are laid, the anchor rod is set at a length of 2.0m, the anchor cable is set at least at a length of 4.0m, and the spacing between anchor rods or anchor cables is 1.0m; When the shaft diameter D satisfies: 10≤D<15m, anchor rods or anchor cables, shotcrete and corrugated steel pipe segments are used; the thickness of shotcrete δ is 0.2m, corrugated steel pipe segments are laid, the setting length of anchor rods is 2.5m, the setting length of anchor cables is at least 4.0m, and the spacing between anchor rods or anchor cables is 1.0m.

[0014] Furthermore, when the surrounding rock belongs to Class V surrounding rock: When the shaft diameter D satisfies: D<5m, a combination of anchor rods or anchor cables, shotcrete, corrugated steel pipe segments and concrete secondary lining is used; the thickness of shotcrete is δ0.15m, the setting length of anchor rods is 2.0m, the setting length of anchor cables is at least 4.0m, the spacing between anchor rods or anchor cables is 1.0m, and finally a 0.2m thick concrete secondary lining is used for support; When the shaft diameter D satisfies: 5≤D<10m, a combination of anchor rods or anchor cables, shotcrete, corrugated steel pipe segments and concrete secondary lining is used; the thickness of shotcrete is δ0.2m, corrugated steel pipe segments are laid, the setting length of anchor rods is 2.0m, the setting length of anchor cables is at least 4.0m, the spacing between anchor rods or anchor cables is 1.0m, and finally a 0.2m thick concrete secondary lining is used for support; When the shaft diameter D satisfies: 10≤D<15m, a combination of anchor rods or anchor cables, shotcrete, corrugated steel segments and concrete secondary lining is adopted. The thickness of shotcrete δ is 0.2m, corrugated steel segments are laid, the setting length of anchor rods is 2.5m, the setting length of anchor cables is at least 4.0m, the spacing between anchor rods or anchor cables is 1.0m, and finally a 0.2m thick concrete secondary lining support is carried out.

[0015] Furthermore, the corrugated steel pipe segment is rolled from a steel plate; a plane layer is provided in the middle of the corrugated steel pipe segment, and circular holes with the same spacing are provided on the plane layer; hanging ears are provided at the upper and lower ends of the plane layer respectively; and splicing holes are provided at the left and right ends of the plane layer.

[0016] Furthermore, the thickness of the corrugated steel segment is 5 mm; and the support method is suitable for a shaft with an inner diameter of 8.3 m.

[0017] Furthermore, the concrete pouring formwork is formed by connecting a plurality of formwork blocks; the formwork blocks are provided with transfer ears at the upper and lower ends of the left and right sides thereof; two adjacent formwork blocks are rotatably connected together through the transfer ears and can be rotated around the vertical axis between 0° and 210°; and lifting ears are also provided on the sides of the formwork blocks.

[0018] The present invention provides a method for supporting a vertical shaft in a stratum constructed by a full-section tunnel boring machine. The vertical shaft full-section tunnel boring machine is used as a rock breaking and tunneling mechanism, and a matching folding concrete casting template and its matching equipment are used as a support mechanism. A flexible and changeable support process is provided for the vertical shaft full-section tunnel boring machine to construct a vertical shaft with complex surrounding rocks, which has strong adaptability and high reliability, while reducing the vertical shaft support operation time and improving the overall construction efficiency of the vertical shaft tunnel boring machine. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] The present invention will be further described in detail below in conjunction with the accompanying drawings and specific embodiments.

[0020] The present invention will be further described below in conjunction with the accompanying drawings: Figure 1 A schematic diagram of a support structure for a vertical shaft constructed by a full-face tunnel boring machine according to the present invention; Figure 2 Schematic diagram of the concrete pouring template structure of the present invention Figure 1 ; Figure 3Schematic diagram of the concrete pouring template structure of the present invention Figure 2 ; Figure 4 This is a schematic diagram of the surrounding rock support structure for levels I and II of the present invention; Figure 5 It is a schematic diagram of the Class III surrounding rock support structure of the present invention; Figure 6 It is a schematic diagram of the IV-level surrounding rock support structure of the present invention; Figure 7 This is a schematic diagram of the structure of the corrugated steel pipe segment of the present invention; Figure 8 A schematic diagram of a method for supporting a vertical shaft in a stratum constructed by a full-face tunnel boring machine according to the present invention; Fig. 9 It is a schematic diagram of the support structure of the vertical shaft of the stratum constructed by the full-section tunnel boring machine of the present invention.

[0021] In the figure: 1. Anchor rod; 2. Anchor cable; 3. Concrete pouring formwork; 31. Formwork block; 32. Transfer ear; 33. Lifting ear; 4. Corrugated steel pipe segment; 41. Hanging ear; 42. Round hole; 43. Splicing hole; 5. Well wall surrounding rock; 6. Pallet; 7. Steel mesh; 8. Concrete; 81. Concrete secondary lining; 9. Steel arch frame; 10. Level I surrounding rock; 20. Level III surrounding rock; 30. Level IV surrounding rock; 40. Level II surrounding rock. DETAILED DESCRIPTION

[0022] In order to make the technical problems, technical solutions and beneficial effects to be solved by the present invention more clearly understood, the present invention is further described in detail below in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not intended to limit the present invention.

[0023] It should be noted that when an element is referred to as being "fixed to" or "disposed on" another element, it can be directly on the other element or indirectly on the other element. When an element is referred to as being "connected to" another element, it can be directly connected to the other element or indirectly connected to the other element.

[0024] In addition, the terms "first" and "second" are used for descriptive purposes only and should not be understood as indicating or implying relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include one or more of the features. In the description of the present invention, the meaning of "multiple" is two or more, unless otherwise clearly and specifically defined. The meaning of "several" is one or more, unless otherwise clearly and specifically defined.

[0025] In the description of the present invention, it is necessary to understand that the directions or positional relationships indicated by the terms "up", "down", "front", "back", "left", "right", etc. are based on the directions or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific direction, be constructed and operated in a specific direction, and therefore cannot be understood as a limitation on the present invention.

[0026] In the description of the present invention, it should be noted that, unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediate medium, it can be the internal connection of two elements or the interaction relationship between two elements. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0027] As shown in Figure 1 to Fig. 9 As shown, the present invention provides a support method for a vertical shaft in a stratum constructed by a full-face tunnel boring machine, and the support method comprises the following process, and the specific steps are: S1: When the tunnel boring machine continues to excavate to the height of a support section, the upper and lower hanging plates are lowered to the support section at the same time, and then the operators enter the lower hanging plate to observe the integrity of the surrounding rock; S2: When it is judged that the surrounding rock has high integrity and belongs to Class I or Class II surrounding rock, the first support technology of anchor rod 1, steel mesh 7 and shotcrete 8 is adopted; S3: When the surrounding rock integrity is judged to be general and belongs to Class III surrounding rock, the second support technology of anchor rod 1, anchor cable 2, steel mesh 7, shotcrete 8 and corrugated steel pipe segment 4 is adopted; S4: When it is judged that the integrity of the surrounding rock is poor, belonging to Class IV, V surrounding rock or more broken, the third support technology of anchor rod 1, anchor cable 2, steel mesh 7, shotcrete 8, corrugated steel pipe segment 4 and concrete secondary lining 81 is adopted.

[0028] The present invention provides a method for supporting a vertical shaft in a stratum constructed by a full-section tunnel boring machine. The vertical shaft full-section tunnel boring machine is used as a rock breaking and tunneling mechanism, and a matching folding concrete casting template and its matching equipment are used as a support mechanism. A flexible and changeable support process is provided for the vertical shaft full-section tunnel boring machine to construct a vertical shaft with complex surrounding rocks, which has strong adaptability and high reliability, while reducing the vertical shaft support operation time and improving the overall construction efficiency of the vertical shaft tunnel boring machine.

[0029] Preferably, in combination with the above scheme, as shown in Figures 1 to Fig. 9 As shown, specifically, in step S2, the first support process includes the following steps: S21: Use anchor bolt and cable drilling rig to drill anchor bolt holes and cable holes; S22: Laying a double-layer steel mesh 7 at the well wall, installing anchor rods 1 and anchor cables 2, preliminarily fixing the steel mesh 7, and then applying a pre-tightening force to the installed anchor rods and anchor cables using an anchor rod and anchor cable tensioning device; S23: Use a concrete spraying arm to spray concrete on the area covered by the steel mesh, and the concrete is continuously provided by the concrete mixing station on the upper hanging platform; S24: A steel arch frame 9 is used for reinforcement every 20 m, that is, a steel arch frame 9 is installed every 20 m; the steel arch frame 9 is composed of square steel materials; the diameter of the square steel material is equal to that of the shaft wall, and the diameter of the shaft wall is the diameter of the shaft.

[0030] Preferably, in combination with the above scheme, as shown in Figures 1 to Fig. 9 As shown, specifically, in step S3, the second support process includes the following steps: S31: At the initial exposure of the shaft wall (i.e. the inner wall of the shaft) formed by excavation, the concrete spraying arm is first used to spray the shaft wall, and then the surrounding rock is quickly sealed to prevent further deterioration of the surrounding rock; S32: Use anchor bolt and cable drilling rig to drill anchor bolt holes and cable holes; S33: Lay a double-layer steel mesh 7 on the side of the well wall, and install anchor rods 1 and anchor cables 2 in alternate rows to preliminarily fix the steel mesh 7; then use the anchor rod and anchor cable tensioning device to apply pre-tightening force; only install the rod body (i.e. the rod body of the anchor rod) and the cable body (i.e. the cable body of the anchor cable) in the remaining anchor rod holes and anchor cable holes, and do not install the tray 6, because the corrugated steel pipe segment has reserved holes, and the remaining tail ends of these anchor rods and anchor cables are inserted into the holes, and then the tray is installed inside the steel pipe segment, so as to ensure the installation of the steel pipe segment; S34: spraying concrete 8 on the steel mesh covered area using a concrete spraying arm; S35: Install the corrugated steel pipe segment 4, and install the tray 6 at the ends of the remaining anchor rods 1 and anchor cables 2, apply pre-tightening force, and form a closed support ring; S36: Use connecting bolts to connect the corrugated steel pipe segments 4 between the upper and lower sections to form a continuous support structure; the corrugated steel pipe segments 4 between the upper and lower sections are connected by connecting bolts. After one circle is supported, when it comes to the next circle, the upper edge of the corrugated steel pipe segment 4 of the next section must be connected to the lower edge of the corrugated steel pipe segment 4 of the previous circle.

[0031] Preferably, in combination with the above scheme, as shown in Figures 1 to Fig. 9 As shown, specifically, in step S4, the third support process includes the following steps: S41: At the initial stage of the shaft wall exposed by excavation, the concrete spraying arm is first used to spray the shaft wall to quickly seal the surrounding rock and prevent further deterioration of the surrounding rock; S42: Use anchor bolt and cable drilling rig to drill anchor bolt holes and cable holes; S43: Laying a double-layer steel mesh 7 at the well wall, installing anchor rods 1 and anchor cables 2, preliminarily fixing the steel mesh 7, and then applying a pre-tightening force to the installed anchor rods and anchor cables using an anchor rod and anchor cable tensioning device; S44: spraying concrete 8 on the steel mesh covered area using a concrete spraying arm; S45: According to the ground conditions, steel arch frames 9 are installed at intervals of 0.8 to 2 m to form a closed support ring; S46: lower the foldable concrete pouring formwork, open the upper folding area, pour concrete, and pour the slope connecting with the upper support structure; S47: When connecting with other supports in the lower section, a closing device is used to cast a closed slope; specifically: when connecting the upper and lower sections of the support, a closed slope needs to be cast to achieve connection and fixation; S48: When further reinforcement is needed, steel bars can be arranged before pouring concrete to form a steel-concrete structure; specifically, the above steps can be understood as a concrete secondary lining 81 structure, because once it is considered that the support strength is not enough, a steel cage can be tied to the outside of the shotcrete before lowering the formwork, and then the formwork is lowered, with the steel cage located between the shotcrete and the formwork, and then concrete is poured. The cast secondary lining structure becomes a reinforced concrete secondary lining structure, which is equivalent to arranging a steel structure inside the concrete of the secondary lining.

[0032] Preferably, in combination with the above scheme, specifically, refer to Table 1 for the specific classification standards of the surrounding rock, that is, the condition for judging that the surrounding rock belongs to Class I surrounding rock is: the basic quality index BQ of the rock mass satisfies: BQ>550; the condition for judging that the surrounding rock belongs to Class II surrounding rock is: the basic quality index BQ of the rock mass satisfies: 550≥BQ≥451; the condition for judging that the surrounding rock belongs to Class III surrounding rock is: the basic quality index BQ of the rock mass satisfies: 450≥BQ>351; the condition for judging that the surrounding rock belongs to Class IV surrounding rock is: the basic quality index BQ of the rock mass satisfies: 350≥BQ>251; the condition for judging that the surrounding rock belongs to Class V surrounding rock is: the basic quality index BQ of the rock mass satisfies: BQ≤250.

[0033]

[0034] Preferably, in combination with the above scheme, as shown in Figures 1 to Fig. 9 As shown in the figure, for Class I surrounding rock, the rock is intact and stable, with few joints and fissures, low weathering degree, and high compressive strength, which has little effect on the shaft support, and shotcrete is used for support; therefore, when the surrounding rock belongs to Class I surrounding rock: When the shaft diameter D satisfies: D<5m, sprayed concrete 8 is used, and the thickness δ of the sprayed concrete 8 is 0.1m; further, anchor rods or anchor cables are also selected for further reinforcement, and the anchor rods or anchor cables can be used interchangeably; When the shaft diameter D satisfies: 5≤D<10m, sprayed concrete 8 is used, and the thickness δ of the sprayed concrete 8 is 0.15m; further, anchor rods or anchor cables are also selected for further reinforcement, and the anchor rods or anchor cables can be used interchangeably; When the shaft diameter D satisfies: 10≤D<15m, sprayed concrete 8 is used, and the thickness δ of the sprayed concrete 8 is 0.15m; further, anchor rods or anchor cables are also selected for further reinforcement, and the anchor rods or anchor cables can be used interchangeably;.

[0035] Preferably, in combination with the above scheme, as shown in Figures 1 to Fig. 9 As shown in the figure, for Class II surrounding rock, the rock is basically intact and stable, with developed joints and fissures, moderate weathering degree, moderate compressive strength, and little impact on shaft support. Anchor rods + steel mesh shotcrete are used for support. Therefore, when the surrounding rock belongs to Class II surrounding rock: When the shaft diameter D satisfies: D<5m, the anchor rod 1 or anchor cable 2 is used in combination with the shotcrete 8; the thickness δ of the shotcrete 8 is 0.1m, and the setting length of the anchor rod 1 is 1.5m; the setting length of the anchor cable 2 is at least 4.0m and at most 12m; When the shaft diameter D satisfies: 5≤D<10m, the anchor rod 1 or anchor cable 2 is combined with the steel mesh 7 and shotcrete 8; the thickness δ of the shotcrete 8 is 0.1m, the setting length of the anchor rod 1 is 2.0m; the setting length of the anchor cable 2 is at least 4.0m and at most 12m; the spacing between the anchor rods 1 or anchor cables is 1.5m; When the shaft diameter D satisfies: 10≤D<15m, the anchor rod 1 or anchor cable 2 is combined with the steel mesh 7 and shotcrete 8; the thickness δ of the shotcrete 8 is 0.15m, and the setting length of the anchor rod 1 is 2.5m; the setting length of the anchor cable 2 is at least 4.0m and at most 12m; the spacing between the anchor rods 1 or anchor cables 2 is 1.2m.

[0036] Preferably, in combination with the above scheme, as shown in Figures 1 to Fig. 9 As shown in the figure, for Class III surrounding rock, the rock is relatively intact and stable, with developed joints and fissures, a high degree of weathering, and low compressive strength, which has a moderate impact on shaft support. At this time, if anchor rods + steel mesh shotcrete support are still used, the length of the anchor rods will be too long. When the length of the anchor rods is too long, combined with engineering construction experience, the steel mesh shotcrete is changed to shotcrete + corrugated steel to reduce the length of the anchor rods, that is, anchor rods + shotcrete + corrugated steel are used for support. Therefore, when the surrounding rock belongs to Class III surrounding rock: When the shaft diameter D satisfies: D<5m, the anchor rod 1 or anchor cable 2 is combined with the steel mesh 7 and shotcrete 8; the thickness δ of the shotcrete 8 is 0.15m, the setting length of the anchor rod 1 is 2.0m; the setting length of the anchor cable 2 is at least 4.0m and at most 12m; the spacing between the anchor rods 1 or anchor cables 2 is 1.2m; When the shaft diameter D satisfies: 5≤D<10m, a combination process of anchor rod 1 or anchor cable 2, shotcrete 8 and corrugated steel pipe segment 4 is adopted; the thickness δ of shotcrete 8 is 0.15m, corrugated steel pipe segment 4 is laid, and the setting length of anchor rod 1 is 2.0m; the setting length of anchor cable 2 is at least 4.0m and at most 12m; the spacing between anchor rods 1 or anchor cables 2 is 1.2m; When the shaft diameter D satisfies: 10≤D<15m, a combination of anchor rods 1 or anchor cables 2, shotcrete 8 and corrugated steel segments 4 is adopted, the thickness δ of the shotcrete 8 is 0.2m, the corrugated steel segments 4 are laid, the setting length of the anchor rods 1 is 2.5m; the setting length of the anchor cables 2 is at least 4.0m and at most 12m; the spacing between the anchor rods 1 or anchor cables 2 is 1.2m.

[0037] Preferably, in combination with the above scheme, as shown in Figures 1 to Fig. 9 As shown in the figure, for Class IV surrounding rock, the rock is broken and unstable, the joints and fissures are dense, the weathering degree is serious, and the compressive strength is very low, which has a great impact on the shaft support; similar to Class III surrounding rock, when the anchor rod length is too large, the steel mesh shotcrete is changed to shotcrete + corrugated steel to reduce the length of the anchor rod, that is, anchor rod + shotcrete + corrugated steel is used for support; when the surrounding rock belongs to Class IV surrounding rock: When the shaft diameter D satisfies: D<5m, the anchor rod 1 or anchor cable 2 is combined with the steel mesh 7 and shotcrete 8; the thickness δ of the shotcrete 8 is 0.15m, the setting length of the anchor rod 1 is 2.0m; the setting length of the anchor cable 2 is at least 4.0m and at most 12m; the spacing between the anchor rods 1 or anchor cables 2 is 1.0m; When the shaft diameter D satisfies: 5≤D<10m, the anchor rod 1 or anchor cable 2, shotcrete 8 and corrugated steel pipe segment 4 are combined, the thickness of shotcrete δ is 0.2m, the corrugated steel pipe segment 4 is laid, the setting length of the anchor rod 1 is 2.0m; the setting length of the anchor cable 2 is at least 4.0m and at most 12m; the spacing between the anchor rods 1 or anchor cables 2 is 1.0m; When the shaft diameter D satisfies: 10≤D<15m, anchor rods 1 or anchor cables 2, shotcrete 8 and corrugated steel segments 4 are used; the thickness δ of the shotcrete 8 is 0.2m, the corrugated steel segments 4 are laid, and the setting length of the anchor rods 1 is 2.5m; the setting length of the anchor cables 2 is at least 4.0m and at most 12m; the spacing between the anchor rods 1 or anchor cables 2 is 1.0m.

[0038] Preferably, in combination with the above scheme, as shown in Figures 1 to Fig. 9 As shown in the figure, for Class V surrounding rock, it is extremely broken, extremely unstable, with extremely dense joints and fissures, extremely severe weathering, and extremely low compressive strength, which has a great impact on the shaft support. Anchor rods + shotcrete + corrugated steel + concrete secondary lining are used for support; therefore, when the surrounding rock belongs to Class V surrounding rock: When the shaft diameter D satisfies: D<5m, a combination process of anchor rods 1 or anchor cables 2, shotcrete 8, corrugated steel pipe segments 4 and concrete secondary lining 81 is adopted; the thickness δ of shotcrete 8 is 0.15m, the setting length of anchor rods 1 is 2.0m; the setting length of anchor cables 2 is at least 4.0m and at most 12m; the spacing between anchor rods 1 or anchor cables 2 is 1.0m, and finally a 0.2m thick concrete secondary lining 81 is used for support; When the shaft diameter D satisfies: 5≤D<10m, a combination of anchor rods 1 or anchor cables 2, shotcrete 8, corrugated steel segments 4 and concrete secondary lining 81 is used; the thickness δ of shotcrete 8 is 0.2m, corrugated steel segments 4 are laid, and the setting length of anchor rods 1 is 2.0m; the setting length of anchor cables 2 is at least 4.0m and at most 12m; the spacing between anchor rods 1 or anchor cables 2 is 1.0m, and finally a 0.2m thick concrete secondary lining 81 is used for support; When the shaft diameter D satisfies: 10≤D<15m, a combination of anchor rods 1 or anchor cables 2, shotcrete 8, corrugated steel segments 4 and concrete secondary lining 81 is adopted. The thickness δ of the shotcrete is 0.2m, and the corrugated steel segments 4 are laid. The setting length of the anchor rods 1 is 2.5m; the setting length of the anchor cables 2 is at least 4.0m and at most 12m; the spacing between the anchor rods 1 or anchor cables 2 is 1.0m, and finally a 0.2m thick concrete secondary lining 81 support is carried out.

[0039] Preferably, in combination with the above scheme, as shown in Figures 1 to Fig. 9 As shown, the corrugated steel pipe segment 4 is rolled from a steel plate; a plane layer is provided in the middle of the corrugated steel pipe segment 4, and circular holes 42 with the same spacing are provided on the plane layer, so as to facilitate the positioning of anchor rods and anchor cables. Hanging ears 41 are provided at the upper and lower ends of the plane layer, respectively, to facilitate transportation and connection between the upper and lower sections of the corrugated steel sheet; splicing holes 43 are provided at the left and right ends of the plane layer, to facilitate direct connection of pipe segments at the same section.

[0040] Preferably, in combination with the above scheme, as shown in Figures 1 to Fig. 9 As shown, in the present application, the thickness of the corrugated steel pipe segment 4 is preferably 5 mm; and the support method is suitable for a shaft with an inner diameter of 8.3 m, so that the support can be of a better size; further, the anchor cable length designed in this application is at least 4 m and the longest is designed to be 12 m.

[0041] Preferably, in combination with the above scheme, as shown in Figures 1 to Fig. 9As shown, the concrete pouring template 3 is formed by connecting multiple template blocks 31; the template blocks 31 are respectively provided with transfer ears 32 at the upper and lower ends of the left and right sides thereof; the two adjacent template blocks 31 are rotatably connected together through the transfer ears 32, and can be rotated around the vertical axis between 0° and 210° to achieve folding, which is convenient for transportation and installation, and can complete the casting of the well wall with a gradually changing thickness, thereby realizing the transformation and connection with other support forms; the side of the template block 31 is also provided with a lifting ear 33 for easy lifting.

[0042] The solution provided by the present invention is aimed at different surrounding rock conditions. When the surrounding rock conditions are good, anchor rods, steel mesh sprayed concrete support or anchor rods, anchor cables, steel mesh sprayed concrete support can be used to quickly complete the shaft wall support; when the surrounding rock conditions are poor, anchor rods, anchor cables, steel mesh sprayed concrete, and secondary lining are often used for support, and the anchor rod length needs to be increased and the spacing between anchor rods needs to be reduced; the construction time of anchor mesh spraying support in shaft wall support is short, while the maintenance of the secondary lining plain concrete requires a long time, which delays the construction speed of the shaft to a certain extent and affects the realization of the excavation-support balance. In addition, at present, for the broken surrounding rock conditions, the use of corrugated steel structure is a better support method. The assembled corrugated steel structure has better stress characteristics, and also has a large bending bearing capacity, and the construction period is shorter.

[0043] The above is only a preferred embodiment of the present invention and does not limit the present invention in any form. Any technician familiar with the art can make many possible changes and modifications to the technical solution of the present invention by using the above-mentioned technical content without departing from the scope of the technical solution of the present invention, or modify it into an equivalent embodiment of equivalent changes. Therefore, any changes, modifications, equivalent changes and modifications made to the above embodiments based on the technology of the present invention without departing from the content of the technical solution of the present invention belong to the protection scope of the present technical solution.

Claims

1. A method for supporting a vertical shaft in a stratum constructed by a full-face tunnel boring machine, characterized in that: The support method The process includes: S1: When the tunnel boring machine continues to excavate to the height of a support section, the upper and lower hanging plates are lowered to the support section at the same time, and then the operating personnel enter the lower hanging plate to observe the integrity of the surrounding rock; S2: When the surrounding rock is judged to be of Class I or Class II, the first support technology of anchor rods and steel mesh shotcrete is adopted; S3: When the surrounding rock is judged to belong to Class III, the second support technology of anchor rods, anchor cables, steel mesh shotcrete and corrugated steel pipe segments is adopted; S4: When the surrounding rock is judged to be of Class IV or V or more broken, the third support technology of anchor rods, anchor cables, steel mesh shotcrete, corrugated steel pipe segments and concrete secondary lining is adopted.

2. The method for supporting a vertical shaft in a stratum constructed by a full-face tunnel boring machine according to claim 1, characterized in that: In the step S2, the first support process comprises the following steps: S21: Use anchor bolt and cable drilling rig to drill anchor bolt holes and cable holes; S22: Lay a double-layer steel mesh on the well wall, install anchor rods and anchor cables, preliminarily fix the steel mesh, and then use the anchor rod and anchor cable tensioning device to apply pre-tightening force to the installed anchor rods and anchor cables; S23: spraying concrete on the area covered by the steel mesh using a concrete spraying arm, the concrete being continuously provided by the concrete mixing station of the upper hanging platform; S24: Steel arch frames are used for reinforcement every 20m. The steel arch frames are composed of square steels. The diameter of the square steels is equal to that of the shaft wall.

3. The method for supporting a vertical shaft in a stratum constructed by a full-face tunnel boring machine according to claim 1, characterized in that: In the step S3, the second support process comprises the following steps: S31: At the initial stage of the shaft wall exposed by excavation, the concrete spraying arm is first used to spray the shaft wall, and then the surrounding rock is quickly sealed; S32: Use anchor bolt and cable drilling rig to drill anchor bolt holes and cable holes; S33: Lay a double-layer steel mesh on the side of the shaft wall, and install anchor rods and anchor cables in alternate rows to preliminarily fix the steel mesh; then use the anchor rod and anchor cable tensioning device to apply pre-tightening force; only install the rod body and cable body in the remaining anchor rod holes and anchor cable holes, without installing the tray; S34: spraying concrete on the steel mesh covered area using a concrete spraying arm; S35: Install the corrugated steel segments and install trays at the ends of the remaining anchor rods and anchor cables, apply pre-tightening force, and form a closed support ring; S36: Use connecting bolts to connect the corrugated steel pipe segments between the upper and lower sections to form a continuous support structure.

4. The method for supporting a vertical shaft in a stratum constructed by a full-face tunnel boring machine according to claim 1, characterized in that: In the step S4, the third support process comprises the following steps: S41: At the initial stage of the shaft wall exposed by excavation, the concrete spraying arm is first used to spray the shaft wall to quickly seal the surrounding rock; S42: Use anchor bolt and cable drilling rig to drill anchor bolt holes and cable holes; S43: Lay a double-layer steel mesh on the well wall, install anchor rods and anchor cables, preliminarily fix the steel mesh, and then use the anchor rod and anchor cable tensioning device to apply pre-tightening force to the installed anchor rods and anchor cables; S44: spraying concrete on the steel mesh covered area using a concrete spraying arm; S45: According to the ground conditions, steel arch frames are installed at intervals of 0.8~2m to form a closed support ring; S46: Lower the concrete pouring formwork, open the upper folding area, pour concrete, and pour the slope connecting with the upper support structure; S47: When connecting with other supports in the lower section, a closing device is used to cast a closed slope; S48: When further reinforcement is required, steel bars can be laid before pouring concrete to form a steel-concrete structure.

5. The method for supporting a vertical shaft in a stratum constructed by a full-face tunnel boring machine according to claim 1, characterized in that: The condition for judging that the surrounding rock belongs to Class I surrounding rock is that the basic rock mass quality index BQ satisfies: BQ>550; the condition for judging that the surrounding rock belongs to Class II surrounding rock is that the basic rock mass quality index BQ satisfies: 550≥BQ≥451; the condition for judging that the surrounding rock belongs to Class III surrounding rock is that the basic rock mass quality index BQ satisfies: 450≥BQ>351; the condition for judging that the surrounding rock belongs to Class IV surrounding rock is that the basic rock mass quality index BQ satisfies: 350≥BQ>251; the condition for judging that the surrounding rock belongs to Class V surrounding rock is that the basic rock mass quality index BQ satisfies: BQ≤250.

6. The method for supporting a vertical shaft in a stratum constructed by a full-face tunnel boring machine according to claim 1, characterized in that: When the surrounding rock belongs to Class I: When the shaft diameter D satisfies: D<5m, sprayed concrete is used, and the thickness of the sprayed concrete δ is 0.1m; When the shaft diameter D satisfies: 5≤D<10m, sprayed concrete is used, and the thickness of the sprayed concrete δ is 0.15m; When the shaft diameter D satisfies: 10≤D<15m, sprayed concrete is used, and the thickness of the sprayed concrete δ is 0.15m; and / or, When the surrounding rock belongs to Class II: When the shaft diameter D satisfies: D<5m, anchor rods or anchor cables are used in combination with shotcrete; the thickness of shotcrete is δ0.1m, and the setting length of anchor rods is 1.5m; the setting length of anchor cables is at least 4.0m; When the shaft diameter D satisfies: 5≤D<10m, the anchor rod or anchor cable is used in combination with steel mesh sprayed concrete; the thickness of the sprayed concrete is δ 0.1m, the setting length of the anchor rod is 2.0m, the setting length of the anchor cable is at least 4.0m, and the spacing between the anchor rods or anchor cables is 1.5m; When the shaft diameter D satisfies: 10≤D<15m, anchor rods or anchor cables are used in combination with steel mesh and shotcrete; the thickness of shotcrete is δ 0.15m, the anchor rod setting length is 2.5m, the anchor cable setting length is at least 4.0m, and the spacing between anchor rods or anchor cables is 1.2m; and / or, When the surrounding rock belongs to Class III: When the shaft diameter D satisfies: D<5m, the anchor rod or anchor cable is used in combination with steel mesh sprayed concrete; the thickness of the sprayed concrete is δ 0.15m, the setting length of the anchor rod is 2.0m, the setting length of the anchor cable is at least 4.0m, and the spacing between the anchor rods or anchor cables is 1.2m; When the shaft diameter D satisfies: 5≤D<10m, a combination of anchor rods or anchor cables, shotcrete and corrugated steel segments is used; the thickness of shotcrete is δ0.15m, corrugated steel segments are laid, the setting length of anchor rods is 2.0m, the setting length of anchor cables is at least 4.0m, and the spacing between anchor rods or anchor cables is 1.2m; When the shaft diameter D satisfies: 10≤D<15m, a combination of anchor rods or anchor cables, shotcrete and corrugated steel segments is used, the thickness of the shotcrete is δ 0.2m, the corrugated steel segments are laid, the anchor rod is set at a length of 2.5m, the anchor cable is set at least at a length of 4.0m, and the spacing between anchor rods or anchor cables is 1.2m; and / or, When the surrounding rock belongs to Class IV: When the shaft diameter D satisfies: D<5m, the anchor rod or anchor cable is used in combination with steel mesh sprayed concrete; the thickness of the sprayed concrete is δ 0.15m, the setting length of the anchor rod is 2.0m, the setting length of the anchor cable is at least 4.0m, and the spacing between the anchor rods or anchor cables is 1.0m; When the shaft diameter D satisfies: 5≤D<10m, a combination of anchor rods or anchor cables, shotcrete and corrugated steel segments is used. The thickness of shotcrete is δ0.2m, corrugated steel segments are laid, the anchor rod is set at a length of 2.0m, the anchor cable is set at least at a length of 4.0m, and the spacing between anchor rods or anchor cables is 1.0m; When the shaft diameter D satisfies: 10≤D<15m, anchor rods or anchor cables, shotcrete and corrugated steel pipe segments are used; the thickness of shotcrete δ is 0.2m, corrugated steel pipe segments are laid, the setting length of anchor rods is 2.5m, the setting length of anchor cables is at least 4.0m, and the spacing between anchor rods or anchor cables is 1.0m; and / or, When the surrounding rock belongs to Class V: When the shaft diameter D satisfies: D<5m, a combination of anchor rods or anchor cables, shotcrete, corrugated steel pipe segments and concrete secondary lining is used; the thickness of shotcrete is δ0.15m, the setting length of anchor rods is 2.0m, the setting length of anchor cables is at least 4.0m, the spacing between anchor rods or anchor cables is 1.0m, and finally a 0.2m thick concrete secondary lining is used for support; When the shaft diameter D satisfies: 5≤D<10m, a combination of anchor rods or anchor cables, shotcrete, corrugated steel pipe segments and concrete secondary lining is used; the thickness of shotcrete is δ0.2m, corrugated steel pipe segments are laid, the setting length of anchor rods is 2.0m, the setting length of anchor cables is at least 4.0m, the spacing between anchor rods or anchor cables is 1.0m, and finally a 0.2m thick concrete secondary lining is used for support; When the shaft diameter D satisfies: 10≤D<15m, a combination of anchor rods or anchor cables, shotcrete, corrugated steel segments and concrete secondary lining is adopted. The thickness of shotcrete δ is 0.2m, corrugated steel segments are laid, the setting length of anchor rods is 2.5m, the setting length of anchor cables is at least 4.0m, the spacing between anchor rods or anchor cables is 1.0m, and finally a 0.2m thick concrete secondary lining support is carried out.

7. The method for supporting a vertical shaft in a stratum constructed by a full-face tunnel boring machine according to claim 1, characterized in that: The corrugated steel pipe segment (4) is formed by rolling a steel plate; a plane layer is provided in the middle of the corrugated steel pipe segment (4), and circular holes (42) with the same spacing are provided on the plane layer; hanging ears (41) are provided at the upper and lower ends of the plane layer respectively; and splicing holes (43) are provided at the left and right ends of the plane layer.

8. The method for supporting a vertical shaft in a stratum constructed by a full-face tunnel boring machine according to claim 7, characterized in that: The thickness of the corrugated steel pipe segment (4) is 5 mm; the support method is applicable to a vertical shaft with an inner diameter of 8.3 m.

9. The method for supporting a vertical shaft in a stratum constructed by a full-face tunnel boring machine according to claim 1, characterized in that: The concrete pouring template (3) is formed by connecting a plurality of template blocks (31); the template blocks (31) are provided with transfer ears (32) at the upper and lower ends of the left and right sides thereof; two adjacent template blocks (31) are rotatably connected together via the transfer ears (32) and can be rotated around a vertical axis between 0° and 210°; and the sides of the template blocks (31) are also provided with lifting ears (33).

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