Construction method for TBM to penetrate through high-ground-stress weak surrounding rock large-deformation section
By setting up a freezing reinforcement zone and a pipe roof reinforcement zone in front of the TBM, a safe and stable working chamber is formed for pipe roof advance support, which solves the problem of TBM tunneling obstruction and achieves efficient surrounding rock reinforcement and support effect.
Patent Information
- Application Number
- CN202511312018.X
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-09-15
- Publication Date
- 2025-11-04
AI Technical Summary
When an open-face TBM traverses a section of soft, high-stress, large-deformation surrounding rock, the surrounding rock in front of the cutterhead is prone to collapse and instability, which hinders tunneling. Existing pipe roof support methods are prone to disturbing the surrounding rock and have limited space, resulting in poor support effectiveness.
The surrounding rock is reinforced by freezing reinforcement zone to form a safe and stable working chamber. Pipe roof support is carried out in advance in the working chamber to prevent the surrounding rock from deforming and collapsing again. The combined support method of freezing and pipe roof provides sufficient support space.
It effectively solves the problem of TBM tunneling obstruction caused by large deformation of soft surrounding rock under high ground stress, ensures the effect of pipe roof advance support, reduces surrounding rock disturbance, lowers costs and improves construction safety.
Smart Images
Figure CN120889587A_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The present application relates to the technical field of tunnel construction, in particular to a TBM construction method for passing through a high ground stress soft and weak surrounding rock large deformation section. BACKGROUND
[0002] When the open TBM (Tunnel Boring Machine, full-face hard rock tunnel boring machine) passes through a high ground stress soft and weak surrounding rock large deformation section, the surrounding rock above the cutter head is prone to collapse and form a cavity. Continuous instability of the surrounding rock will cause the TBM to be blocked. Therefore, before the TBM resumes excavation, the surrounding rock in front of the excavation direction needs to be supported by a pipe roof in advance to reinforce the rock mass, which can effectively solve the problem of TBM excavation blockage. However, the pipe roof advance support process is prone to disturb the surrounding rock, which may cause the surrounding rock in front of the TBM to deform and collapse again. Moreover, due to the influence of the TBM, the space available for advance support in the tunnel is extremely narrow, resulting in limited support space and poor support effect. Therefore, there is an urgent need for a TBM construction method for passing through a high ground stress soft and weak surrounding rock large deformation section, which can effectively solve the problem of TBM excavation blockage caused by large deformation of the surrounding rock. SUMMARY
[0003] The purpose of the present application is to solve the above technical problems, and to provide a TBM construction method for passing through a high ground stress soft and weak surrounding rock large deformation section. By freezing and reinforcing the surrounding rock in the frozen reinforcement area, a safe and stable section can be formed. Through excavation, a safe and stable working chamber for pipe roof construction can be formed, without worrying about the disturbance of pipe roof advance support causing the surrounding rock to deform and collapse again. Moreover, the pipe roof advance support in the working chamber will not be affected by the space of the TBM, and the space for advance support in the working chamber is sufficient, which can ensure the effect of pipe roof advance support, and effectively solve the problem of TBM excavation blockage caused by large deformation of the high ground stress soft and weak surrounding rock.
[0004] To achieve the above purpose, the present application provides the following scheme: the present application discloses a TBM construction method for passing through a high ground stress soft and weak surrounding rock large deformation section, comprising the following steps: S1, backfilling the cavity formed by the collapse of the surrounding rock in front of the TBM stopping area; S2, sequentially setting a frozen reinforcement area and a pipe roof reinforcement area in front of the TBM stopping area, and freezing and reinforcing the frozen reinforcement area; S3, excavating the frozen reinforcement area to form a working chamber for pipe roof construction, reserving a frozen layer arch around the working chamber, and reserving a frozen layer wall at the front end of the working chamber; S4, constructing a sleeve arch at the frozen layer wall; S5, constructing a pipe roof, the end of the pipe roof extending to the front end of the pipe roof reinforcement area to form an advance support; S6, the TBM is pushed to the rear end of the pipe shed reinforcing area; S7, the TBM is started and normally excavated.
[0005] Preferably, the length of the frozen reinforcing area is not less than 10 m.
[0006] Preferably, in step S3, the frozen reinforcing area and the TBM stay area are overlapped to form an overlapping area.
[0007] Preferably, the length of the overlapping area is not less than 2 m.
[0008] Preferably, the thickness of the frozen layer arch is 1.5 m to 2 m, and the thickness of the frozen layer wall is not less than 2 m.
[0009] Preferably, in step S4, the axial length of the sleeve arch is not less than 1 m.
[0010] Preferably, in step S4, the length of the pipe shed reinforcing area is not less than 30 m.
[0011] Preferably, in step S3, the frozen reinforcing area is excavated by using a machine and manual method.
[0012] Preferably, in step S1, the cavity is backfilled by using a sand blowing backfill method.
[0013] Preferably, in step S2, the frozen reinforcing area is frozen and reinforced by using a freezing method.
[0014] The present application has the following technical effects relative to the prior art: In the TBM construction method for passing through a high-stress soft surrounding rock large deformation section in the present application, a frozen reinforcing area and a pipe shed reinforcing area are arranged in front of the TBM stay area. The surrounding rock of the frozen reinforcing area is frozen and reinforced to form a safe and stable section. Then, a safe and stable working chamber is formed by excavation for pipe shed construction. Thus, the deformation and collapse of the surrounding rock caused by the disturbance of the pipe shed advanced support can be avoided. The pipe shed advanced support is performed in the working chamber, and the space for the advanced support is sufficient. Thus, the effect of the pipe shed advanced support can be ensured. The combined support method of freezing and pipe shed advanced support is formed, and the problem of TBM excavation obstruction caused by high-stress soft surrounding rock large deformation can be effectively solved. BRIEF DESCRIPTION OF DRAWINGS
[0015] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the prior art, the drawings needed in the embodiments will be briefly introduced below. Obviously, the drawings in the following description are only some embodiments of the present application, and other drawings can be obtained by those skilled in the art without creative labor based on these drawings.
[0016] Figure 1 It is the front view three-dimensional structural schematic diagram of the position relation of the frozen reinforcement area, the pipe roof reinforcement area and the TBM in the construction method of the TBM passing through the high ground stress soft surrounding rock large deformation section in the embodiment of the application; Figure 2 It is the rear view structural schematic diagram of the position relation of the frozen reinforcement area, the pipe roof reinforcement area and the TBM in the construction method of the TBM passing through the high ground stress soft surrounding rock large deformation section in the embodiment of the application; Figure 3 It is the front view three-dimensional structural schematic diagram of the position relation of the frozen reinforcement area, the pipe roof reinforcement area and the TBM in the construction method of the TBM passing through the high ground stress soft surrounding rock large deformation section in the embodiment of the application; Figure 4 It is the front view three-dimensional structural schematic diagram of the position relation of the frozen reinforcement area, the pipe roof reinforcement area and the TBM in the construction method of the TBM passing through the high ground stress soft surrounding rock large deformation section in the embodiment of the application; Figure 5 It is the rear view structural schematic diagram of the position relation of the frozen reinforcement area, the pipe roof reinforcement area and the TBM in the construction method of the TBM passing through the high ground stress soft surrounding rock large deformation section in the embodiment of the application; Figure 6 It is the front view three-dimensional structural schematic diagram of the position relation of the frozen reinforcement area, the pipe roof reinforcement area and the TBM in the construction method of the TBM passing through the high ground stress soft surrounding rock large deformation section in the embodiment of the application; Figure 7 It is the front view three-dimensional structural schematic diagram of the position relation of the frozen reinforcement area, the pipe roof reinforcement area and the TBM in the construction method of the TBM passing through the high ground stress soft surrounding rock large deformation section in the embodiment of the application; Figure 8 It is the rear view structural schematic diagram of the position relation of the frozen reinforcement area, the pipe roof reinforcement area and the TBM in the construction method of the TBM passing through the high ground stress soft surrounding rock large deformation section in the embodiment of the application; Figure 9 It is the front view three-dimensional structural schematic diagram of the position relation of the frozen reinforcement area, the pipe roof reinforcement area and the TBM in the construction method of the TBM passing through the high ground stress soft surrounding rock large deformation section in the embodiment of the application; Figure 10 It is the front view three-dimensional structural schematic diagram of the position relation of the frozen reinforcement area, the pipe roof reinforcement area and the TBM in the construction method of the TBM passing through the high ground stress soft surrounding rock large deformation section in the embodiment of the application; Figure 11 It is the front view three-dimensional structural schematic diagram of the position relation of the frozen reinforcement area, the pipe roof reinforcement area and the TBM in the construction method of the TBM passing through the high ground stress soft surrounding rock large deformation section in the embodiment of the application; Figure 12 It is the rear view structural schematic diagram of the position relation of the frozen reinforcement area, the pipe roof reinforcement area and the TBM in the construction method of the TBM passing through the high ground stress soft surrounding rock large deformation section in the embodiment of the application; Figure 13 It is the front view three-dimensional structural schematic diagram of the position relation of the frozen reinforcement area, the pipe roof reinforcement area and the TBM in the construction method of the TBM passing through the high ground stress soft surrounding rock large deformation section in the embodiment of the application; Figure 14It is a front view perspective structural schematic diagram of position relation of the frozen reinforcement area, the pipe shed reinforcement area and the TBM in the pipe arch construction process in the embodiment of the present application. Figure 15 It is a rear view structural schematic diagram of position relation of the frozen reinforcement area, the pipe shed reinforcement area and the TBM in the pipe arch construction process in the embodiment of the present application. Figure 16 It is a front view structural schematic diagram of position relation of the frozen reinforcement area, the pipe shed reinforcement area and the TBM in the pipe arch construction process in the embodiment of the present application. Figure 17 It is a front view perspective structural schematic diagram of position relation of the frozen reinforcement area, the pipe shed reinforcement area and the TBM in the pipe shed construction process in the embodiment of the present application. Figure 18 It is a rear view structural schematic diagram of position relation of the frozen reinforcement area, the pipe shed reinforcement area and the TBM in the pipe shed construction process in the embodiment of the present application. Figure 19 It is a front view structural schematic diagram of position relation of the frozen reinforcement area, the pipe shed reinforcement area and the TBM in the pipe shed construction process in the embodiment of the present application. Figure 20 It is a front view perspective structural schematic diagram of position relation of the frozen reinforcement area, the pipe shed reinforcement area and the TBM in the TBM empty pushing process in the embodiment of the present application. Figure 21 It is a front view structural schematic diagram of position relation of the frozen reinforcement area, the pipe shed reinforcement area and the TBM in the TBM empty pushing process in the embodiment of the present application. Figure 22 It is a front view structural schematic diagram of position relation of the frozen reinforcement area, the pipe shed reinforcement area and the TBM in the TBM normal tunneling process in the embodiment of the present application. Figure 23 It is a front view structural schematic diagram of position relation of the frozen reinforcement area, the pipe shed reinforcement area and the TBM in the TBM normal tunneling process in the embodiment of the present application.
[0017] Mark explanation: 1, frozen reinforcement area; 2, pipe shed reinforcement area; 3, TBM; 4, cavity; 5, lap area; 6, frozen layer arch; 7, frozen layer wall; 8, pipe arch; 9, pipe shed. DETAILED DESCRIPTION
[0018] The technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by analysis of those of ordinary skill in the art without creative labor are within the scope of protection of the present application.
[0019] The application aims to provide a TBM construction method for passing through a high ground stress soft surrounding rock large deformation section, to solve the problems in the prior art, adopt a combined support method of freezing and pipe shed advanced support, reinforce the surrounding rock in the freezing reinforcement area to form a safe and stable section, then provide a safe and stable working chamber for pipe shed construction through excavation, and then the pipe shed advanced support can be carried out, without worrying about the disturbance caused by pipe shed advanced support to make the surrounding rock deform and collapse again, and the pipe shed advanced support in the working chamber will not be affected by the space of the TBM, the space for pipe shed advanced support in the working chamber is sufficient, the effect of pipe shed advanced support can be guaranteed, and the machine jamming problem caused by high ground stress soft surrounding rock large deformation can be effectively solved.
[0020] In order to make the above-mentioned purposes, features and advantages of the application more obvious and easy to understand, the application will be further described in detail below with reference to the drawings and specific embodiments.
[0021] As shown in Figures 1 to 23 , the embodiment provides a TBM construction method for passing through a high ground stress soft surrounding rock large deformation section, including the following steps: S1, backfilling the cavity 4 formed by the surrounding rock collapse in front of the TBM stopping area (see Figures 1 to 6 ); S2, sequentially presetting a freezing reinforcement area 1 and a pipe shed reinforcement area 2 in front of the TBM stopping area, freezing and reinforcing the freezing reinforcement area 1 (see Figures 7 to 9 ) to stabilize the surrounding rock of the freezing reinforcement area 1; S3, excavating the freezing reinforcement area 1 to form a working chamber for pipe shed 9 construction, reserving a frozen layer arch 6 around the working chamber and a frozen layer wall 7 at the front end of the working chamber (see Figures 10 to 13 ) to prevent the surrounding rock and the TBM stopping area from collapsing and ensure the safety and stability of the working chamber; S4, after the working chamber is excavated, a sleeve arch 8 is constructed at the frozen layer wall 7 (see Figures 14 to 16 ) to support and guide the construction of the pipe shed 9; S5, constructing the pipe shed 9, the end of the pipe shed 9 extending to the front end of the pipe shed reinforcement area 2 to form an advanced support (see Figures 17 to 20 ); S6, the TBM 3 is pushed to the rear end of the pipe shed reinforcement area 2 (see Figures 21 to 22 ); S7, the TBM 3 starts and normally advances (see Figure 23 ).
[0022] The construction method adopts the combined support method of freezing + pipe shed advanced support, sets freezing reinforcement area 1 + pipe shed reinforcement area 2 in front of the cutter head of TBM 3, uses the freezing reinforcement area 1 to reinforce the surrounding rock to form a safe and stable section, then provides a safe and stable working chamber for pipe shed construction through excavation, and then the pipe shed advanced support can be carried out, without worrying about the disturbance caused by pipe shed advanced support to cause the deformation and collapse of the surrounding rock again, and the pipe shed advanced support in the working chamber will not be affected by the space of TBM, the space for advanced support in the working chamber is sufficient, which can ensure the effect of pipe shed advanced support, and the combined support method of freezing + pipe shed advanced support can also reduce the cost investment compared with pure freezing reinforcement, and the bearing capacity is stronger than that of pure freezing reinforcement, which can effectively solve the machine jamming problem caused by high ground stress and soft surrounding rock large deformation.
[0023] In an embodiment, the length (tunnel extension direction) of the freezing reinforcement area 1 is 10 m, and the length is preferably 10 m.
[0024] In an embodiment, in step S3, the freezing reinforcement area 1 and the TBM stay area overlap to form an overlapping area 5 to form a continuous safe frozen space.
[0025] In an embodiment, the length (tunnel extension direction) of the overlapping area 5 is not less than 2 m, and the length is preferably 2 m.
[0026] In an embodiment, the thickness (tunnel radial direction) of the frozen layer arch 6 is 1.5 m~2 m. The thickness (tunnel extension direction) of the frozen layer wall 7 is not less than 2 m to support the stability of the working face, and the thickness is preferably 2 m.
[0027] In an embodiment, in step S4, the axial length of the sleeve arch 8 is not less than 1 m, and the axial length is preferably 1 m.
[0028] In an embodiment, in step S4, the length (tunnel extension direction) of the pipe shed reinforcement area 2 is not less than 30 m, and the length is preferably 30 m.
[0029] In an embodiment, in step S3, the freezing reinforcement area 1 is excavated by a machine and manual method.
[0030] In an embodiment, in step S1, the cavity 4 is backfilled by a sand blowing backfill method.
[0031] In an embodiment, in step S2, the freezing reinforcement area 1 is frozen and reinforced by a freezing method. The freezing method can uniformly freeze the stratum through heat conduction.
[0032] The principles and implementation manners of the present application are described by using specific examples in the present application, and the above examples are only used for helping to understand the method of the present application and its core idea; meanwhile, for the general technical personnel in the art, the specific implementation manners and application ranges will be changed according to the idea of the present application. In conclusion, the content of the specification should not be understood as the limitation of the present application.
Claims
1. A method for constructing a TBM through a large deformation section of soft, weak surrounding rock with high ground stress, characterized in that... Includes the following steps: S1. Backfill the cavity formed by the collapse of the surrounding rock in front of the working face of the TBM stop area; S2. A freezing reinforcement zone and a pipe roof reinforcement zone are sequentially set in front of the TBM dwell area, and the freezing reinforcement zone is subjected to freezing reinforcement. S3. Excavate the frozen reinforcement area to form a working chamber for pipe shed construction. A frozen layer arch is reserved around the perimeter of the working chamber, and a frozen layer wall is reserved at the front end of the working chamber. S4. Construct a purlin at the frozen layer wall; S5. Construct a pipe roof, the end of which extends to the front end of the pipe roof reinforcement area to form advanced support; S6, TBM is pushed to the rear end of the pipe shed reinforcement area; S7, TBM starting and normal tunneling.
2. The construction method for TBM tunneling through high-stress, weak, and large-deformation sections of surrounding rock as described in claim 1, characterized in that, The length of the frozen reinforcement zone shall not be less than 10m.
3. The construction method for TBM tunneling through high-stress, weak, and large-deformation sections of surrounding rock according to claim 1 or 2, characterized in that, In step S3, the frozen reinforcement zone and the TBM dwell zone overlap to form an overlap zone.
4. The construction method for TBM tunneling through high-stress, weak, and large-deformation sections of surrounding rock as described in claim 3, is characterized in that... The length of the overlapping area shall not be less than 2m.
5. The construction method for TBM penetrating high-stress, weak, and large-deformation sections of surrounding rock as described in claim 1 or 2, characterized in that, The thickness of the frozen layer arch is 1.5m to 2m, and the thickness of the frozen layer wall is not less than 2m.
6. The construction method for TBM tunneling through high-stress, weak, and large-deformation sections of surrounding rock as described in claim 1, characterized in that, In step S4, the axial length of the arch is not less than 1m.
7. The construction method for TBM tunneling through high-stress, weak, and large-deformation sections of surrounding rock as described in claim 1 or 6, characterized in that, In step S4, the length of the pipe roof reinforcement area is not less than 30m.
8. The construction method for TBM penetrating large deformation sections of soft, weak surrounding rock with high ground stress according to claim 1 or 6, characterized in that, In step S3, the frozen reinforcement zone is excavated using a combination of machinery and manual labor.
9. The construction method for TBM tunneling through high-stress, weak, and large-deformation sections of surrounding rock as described in claim 1, characterized in that, In step S1, the cavity is backfilled using the sand blowing backfilling method.
10. The construction method for TBMs penetrating large deformation sections of weak, high-stress surrounding rock as described in claim 1, characterized in that, In step S2, the frozen reinforcement area is frozen and reinforced using a freezing method.