Open-type TBM stuck machine escape method based on horizontal slotting

Abstract

The invention discloses an open type TBM stuck machine escape method based on horizontal underholing. The method comprises the steps that firstly, a deformed steel arch at the tail of a shield is temporarily supported; 2, backfilling concrete at the collapse cavity of the shield tail; thirdly, the shield and the surrounding rock at the tail of the shield are subjected to consolidation construction; 4, replacing and densifying the steel arch; 5, constructing a shield escape stress release groove; and sixthly, the TBM is started, and escaping is conducted. Compared with a drilling and blasting method or manual pilot tunnel excavation, the method for releasing the surrounding rock extrusion stress borne by the shield through horizontal slotting by adopting the drilling machine has the advantages that stratum disturbance is small, the construction procedure is simple, the safety risk is low, the construction efficiency is high, and the problems that the drilling and blasting method pollutes the working environment and damages equipment are solved; the defect of heavy excavation of a traditional pilot tunnel method is overcome, after the method is adopted, the time of machine jamming and detrapping treatment is short, and the TBM detrapping efficiency is greatly improved.

Description

Technical Field

[0001] The invention belongs to the technical field of tunnel excavation, and in particular relates to a method for escaping an open-type TBM stuck machine based on horizontal trenching. Background Art

[0002] In the construction of long and large tunnels, TBM is often used for excavation construction based on considerations such as safety, efficiency and environmental protection. However, the geological conditions of most TBM excavated tunnels are complex. During construction, TBM is very likely to encounter construction disasters such as landslides and large deformation of surrounding rocks caused by poor geology. When the TBM shield is squeezed and tightly wrapped by the surrounding rock, the TBM shield and cutterhead are stuck and excavation cannot continue.

[0003] The traditional method of dealing with TBM jams is the "pilot tunnel method", which is to use drilling and blasting or manual handheld excavation tools to dig a pilot tunnel forward from the rear of the TBM shield to release the squeezing and gripping force of the surrounding rock on the shield. This method requires the surrounding rock at the rear of the shield to be reinforced before opening the pilot tunnel forward. The construction process is complicated and the safety risk is extremely high. At the same time, large machinery and equipment cannot be used. According to statistics, it took at least 2 months or even longer to excavate a pilot tunnel for similar projects in the past. The construction efficiency is low, and the drilling and blasting method also has the problems of polluting the working environment and damaging equipment. Summary of the invention

[0004] The technical problem to be solved by the present invention is to provide an open-type TBM stuck machine rescue method based on horizontal grooving in response to the deficiencies in the above-mentioned prior art, and propose a method of using a drilling rig to perform horizontal grooving to release the surrounding rock compression stress borne by the shield. Compared with the drilling and blasting method or manual excavation of a pilot tunnel, this method has the advantages of small stratum disturbance, simple construction process, low safety risk, high construction efficiency, and no problem of drilling and blasting polluting the working environment and damaging equipment. It changes the deficiencies of the traditional pilot tunnel method of large excavation. After adopting this method, the stuck machine rescue processing time is shortened, and the TBM rescue efficiency is greatly improved.

[0005] In order to solve the above technical problems, the technical solution adopted by the present invention is: an open-type TBM stuck machine escape method based on horizontal grooving, characterized in that the method comprises the following steps: Step 1: Temporarily support the deformed steel arch at the tail of the shield: Temporarily support the deformed steel arch frame in the tail of the shield to form a temporary support structure, wherein the temporary support structure includes a circumferential temporary support and a longitudinal temporary support. The circumferential temporary support is arranged between the TBM main beam and the deformed steel arch frame, and the longitudinal temporary support is arranged between the deformed steel arch frame and the adjacent steel arch frame; Step 2: Backfill the collapsed cavity at the tail of the shield with concrete: clean up the slag in the collapsed cavity at the tail of the shield, set up a template at the collapsed cavity and backfill with concrete to form a collapsed cavity backfill area; Step 3: Consolidate the shield and the surrounding rock at the tail of the shield. The process is as follows: Step 301, performing consolidation construction on the area around the shield, drilling a first grouting hole group in the area around the shield, wherein the first grouting hole group includes a plurality of first grouting holes, the plurality of first grouting holes are arranged along the circumferential direction of the shield, and each of the first grouting holes is arranged along the extension direction of the tunnel; inserting a hollow grouting anchor rod into the first grouting hole, and injecting a chemical grouting material by using the hollow grouting anchor rod to form a first grouting area in the area around the shield; Step 302: Perform consolidation construction on the tail area of ​​the shield, drill multiple groups of second grouting holes in the tail area of ​​the shield, the multiple groups of second grouting holes are arranged in a plum blossom shape, each group of the second grouting hole groups includes multiple second grouting holes, the multiple second grouting holes are arranged along the circumferential direction of the shield, and each of the second grouting holes is arranged along the extension direction of the tunnel; insert a hollow grouting anchor rod into the second grouting hole, and use the hollow grouting anchor rod to inject chemical grouting material to form a second grouting area in the tail area of ​​the shield; Step 303: while chemical grouting is being performed on the tail region of the shield, multiple groups of grouting anchor rods are drilled into the surrounding rock of the tail region of the shield, the multiple groups of grouting anchor rods are arranged in a plum blossom shape, each group of the grouting anchor rods includes multiple hollow grouting anchor rods, the multiple hollow grouting anchor rods are arranged along the circumferential direction of the tunnel, and the circumferential spacing between two adjacent hollow grouting anchor rods is 1.0m-1.5m; Step 4: Replace and encrypt the steel arch frame. The process is as follows: Step 401, chiseling away the deformed surrounding rock and shotcrete layer near the deformed steel arch frame in the tail of the shield, and then replacing multiple deformed steel arch frames adjacent to the tail of the shield; Step 402: after the steel arch frames are replaced, multiple steel arch frames are densely installed between the two adjacent steel arch frames after replacement. In the densely installed multiple steel arch frames, each steel arch frame is connected circumferentially by welding with steel sections, and the circumferential spacing is not more than 1m, and they are staggered; Step 403: After the encrypted installation is completed, the replaced and encrypted steel arch frame is sprayed and mixed with C30 synthetic coarse fiber concrete; Step 5: construct shield relief stress release grooves: by observing the contact between the TBM and the tunnel, use the advanced drill, 100B drill and hand pneumatic drill carried by the TBM to perform horizontal excavation around the shield, and dig shield relief stress release grooves along the excavation direction of the TBM. The longitudinal trench length of the shield relief stress release groove is 0.4m~2.4m; Step 6. Start the TBM and get out of trouble: During the excavation of the shield escape stress release groove, TBM trial excavation was continuously carried out, the pressure of the propulsion cylinder pump station was adjusted to 348 bar, the excavation propulsion force was adjusted to 20650 kN, the shield had an obvious pushing phenomenon, the penetration rate was 2.0 mm / r~3.2 mm / r, and the excavation continued to move forward. The TBM was successfully escaped.

[0006] The above-mentioned open-type TBM stuck machine escape method based on horizontal grooving is characterized in that: in step one, the annular temporary support includes a plurality of annular support beams all arranged between the TBM main beam and the deformed steel arch frame and a plurality of support steel pipes all vertically supported under the TBM main beam, the plurality of the annular support beams are arranged along the annular direction of the deformed steel arch frame, and the plurality of support steel pipes are arranged along the extension direction of the tunnel; the longitudinal temporary support includes a plurality of support cross beams all supported between the deformed steel arch frame and the adjacent steel arch frame, and the longitudinal temporary support between two adjacent steel arch frames is staggered.

[0007] The above-mentioned method for escaping an open TBM stuck machine based on horizontal grooving is characterized in that: in step 301, the depth of the first grouting hole is 5m, the inclination angle of the first grouting hole is 22°~25°, the circumferential spacing between two adjacent first grouting holes is 1.0m~1.5m; the angle between the first grouting holes located on both sides is 270°.

[0008] The above-mentioned method for escaping an open-type TBM stuck machine based on horizontal grooving is characterized in that: in step 301, an advance exploration hole is opened in the top area of ​​the shield, the depth of the advance exploration hole is 20m, the aperture of the advance exploration hole is 75mm, and the inclination angle of the advance exploration hole is 22°.

[0009] The above-mentioned method for escaping an open TBM stuck machine based on horizontal grooving is characterized in that: in step 302, the depth of the second grouting hole is 3m, and the circumferential spacing between two adjacent first grouting holes is 1.0m~1.5m; the angle between the second grouting holes located on both sides is 180°.

[0010] The above-mentioned method for escaping a stuck open-type TBM based on horizontal grooving is characterized in that: in step 301 and step 302, the chemical grouting material is an oil-soluble polyurethane composed of isocyanate and polyether polyol, and the grouting pressure of the chemical grouting material is not more than 5MPa. When the injection rate is not more than 0.5L / min, the grouting is continued for 1 minute to end the grouting.

[0011] The above-mentioned method for escaping a stuck open-type TBM based on horizontal grooving is characterized in that: in step 303, the length of the hollow grouting anchor rod is 3.5m~8m, and the diameter of the mounting hole of the hollow grouting anchor rod is 38mm~65mm.

[0012] The above-mentioned method for escaping an open-type TBM stuck machine based on horizontal grooving is characterized in that: in step six, before the TBM trial excavation, the pump station pressure of the TBM propulsion cylinder is adjusted to the highest, and the support shoe position is adjusted to maximize the forward propulsion force of the TBM, and the TBM excavation posture is continuously adjusted during the TBM trial advancement process.

[0013] The beneficial effect of the present invention is that it innovatively proposes a method of using a drilling rig to perform horizontal grooving to release the surrounding rock compression stress borne by the shield. Compared with the drilling and blasting method or manual excavation of a pilot tunnel, this method has the advantages of small stratum disturbance, simple construction process, low safety risk, high construction efficiency, and no problems of polluting the working environment and damaging equipment as in the drilling and blasting method. It changes the shortcomings of the traditional pilot tunnel method of large excavation. After adopting this method, the time for handling the stuck machine is shortened, which greatly improves the TBM rescue efficiency.

[0014] The technical solution of the present invention is further described in detail below through the accompanying drawings and embodiments. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] Figure 1 It is a schematic diagram of the construction status of the annular temporary support of the present invention.

[0016] Figure 2 It is a schematic diagram of the construction status of the longitudinal temporary support of the present invention.

[0017] Figure 3 It is a schematic diagram of the construction status of the collapsed cavity backfilling area of ​​the present invention.

[0018] Figure 4 This is a schematic diagram of the distribution state of the first grouting holes in the tunnel of the present invention.

[0019] Figure 5 This is a schematic diagram of the distribution state of the hollow grouting anchor rods of the present invention in the tunnel.

[0020] Figure 6 It is a schematic diagram of the distribution state of the hollow grouting anchor rods of the present invention in the tunnel.

[0021] Figure 7 The figure is a schematic diagram of the construction status of replacing and encrypting the steel arch frame according to the present invention.

[0022] Figure 8 It is a schematic diagram of the construction status of the shield escape stress release groove of the present invention.

[0023] Fig. 9 It is a cross-sectional view of the thickness of the horizontal groove at the tail of the shield of the present invention.

[0024] Fig.10 The figure is a flowchart of the method of the present invention.

[0025] Description of reference numerals: 1—shield; 2—steel arch; 3—support beam; 4—first grouting hole; 5—circumferential support beam; 6—advance exploration hole; 7—Hollow grouting anchor rod; 8—Hollow grouting anchor rod; 9—Supporting steel pipe; 10—tunnel; 11—collapse cavity backfill area; 12—shield escape stress release groove; 13—TBM main beam. DETAILED DESCRIPTION

[0026] like Figures 1 to 10 The method for escaping an open-type TBM stuck machine based on horizontal grooving shown in the figure comprises the following steps: Step 1: Temporarily support the deformed steel arch at the tail of the shield: Temporarily support the deformed steel arch frame 2 in the tail of the shield 1 to form a temporary support structure, wherein the temporary support structure includes a circumferential temporary support and a longitudinal temporary support. The circumferential temporary support is arranged between the TBM main beam 13 and the deformed steel arch frame 2, and the longitudinal temporary support is arranged between the deformed steel arch frame 2 and the adjacent steel arch frame 2; Step 2: Backfilling the collapsed cavity at the tail of the shield with concrete: Clean the slag in the collapsed cavity at the tail of the shield 1, set up a template at the collapsed cavity and backfill with concrete to form a collapsed cavity backfill area 11; Step 3: Consolidate the shield and the surrounding rock at the tail of the shield. The process is as follows: Step 301, performing consolidation construction on the area around the shield 1, drilling a first grouting hole group in the area around the shield 1, the first grouting hole group including a plurality of first grouting holes 4, the plurality of first grouting holes 4 are arranged along the circumferential direction of the shield 1, and each of the first grouting holes 4 is arranged along the extension direction of the tunnel 10; inserting a hollow grouting anchor rod 7 into the first grouting hole 4, and injecting a chemical grouting material by using the hollow grouting anchor rod 7, so as to form a first grouting area in the area around the shield 1; Step 302, consolidation construction is performed on the tail area of ​​the shield 1, and multiple groups of second grouting hole groups are drilled in the tail area of ​​the shield 1, and the multiple groups of second grouting hole groups are arranged in a plum blossom shape, and each group of the second grouting hole groups includes multiple second grouting holes, and the multiple second grouting holes are arranged along the circumferential direction of the shield 1, and each of the second grouting holes is arranged along the extension direction of the tunnel 10; a hollow grouting anchor rod 7 is inserted into the second grouting hole, and a chemical grouting material is injected by using the hollow grouting anchor rod 7 to form a second grouting area in the tail area of ​​the shield 1; Step 303, while chemical grouting is being performed on the tail region of the shield 1, multiple groups of grouting anchor rods are drilled into the surrounding rock of the tail region of the shield 1, the multiple groups of grouting anchor rods are arranged in a plum blossom shape, each group of the grouting anchor rods includes multiple hollow grouting anchor rods 8, the multiple hollow grouting anchor rods 8 are arranged along the circumferential direction of the tunnel 10, and the circumferential spacing between two adjacent hollow grouting anchor rods 8 is 1.0m~1.5m; Step 4: Replace and encrypt the steel arch frame. The process is as follows: Step 401, the deformed surrounding rock and shotcrete layer near the deformed steel arch frame 2 in the tail of the shield 1 are chiseled out, and then multiple deformed steel arch frames 2 adjacent to the tail of the shield 1 are replaced; Step 402: after replacing the steel arch frame 2, multiple steel arch frames 2 are densely installed between two adjacent steel arch frames 2 after replacement. In the densely installed multiple steel arch frames 2, each steel arch frame 2 is connected circumferentially by welding with steel sections, and the circumferential spacing is not more than 1m, and they are staggered; Step 403: After the encrypted installation is completed, the replaced and encrypted steel arch frame 2 is sprayed and mixed with C30 synthetic coarse fiber concrete; Step 5: construct shield relief stress release groove: by observing the contact between TBM and tunnel 10, use the advanced drilling rig, 100B drilling rig and hand pneumatic drill carried by TBM to carry out horizontal excavation around the shield 1, and dig the shield relief stress release groove 12 along the excavation direction of TBM. The longitudinal trenching length of the shield relief stress release groove 12 is 0.4m~2.4m; Step 6, start the TBM and get out of trouble: During the excavation of the shield escape stress release groove 12, TBM trial excavation is continuously carried out, the pressure of the propulsion cylinder pump station is adjusted to 348bar, the excavation propulsion force is adjusted to 20650kN, the shield has obvious pushing phenomenon, the penetration rate is 2.0mm / r~3.2mm / r, and the excavation is continuously advanced. The TBM is successfully escaped.

[0027] The present invention innovatively proposes a method of using a drilling rig to perform horizontal grooving to release the surrounding rock extrusion stress borne by the shield. Compared with the drilling and blasting method or manual excavation of a pilot tunnel, this method has the advantages of small stratum disturbance, simple construction process, low safety risk (construction workers work in the reinforced surrounding rock area at the tail of the shield), high construction efficiency, and no problems of drilling and blasting polluting the working environment and damaging equipment. It changes the shortcomings of the traditional pilot tunnel method of large excavation. After adopting this method, the time for handling the stuck machine is shortened, which greatly improves the TBM rescue efficiency.

[0028] In step 401, the replaced steel arch frame 2 is a large-sized steel arch frame. In step 5, the process of digging the shield escape stress release groove is to use the impact and vibration function of the drill bit and the softness of the drill rod to bend the drill rod, and crush the surrounding rock close to the shield around the shield. After the crushing, some of the rock fragments fall to the bottom of the shield, and the other part of the crushed rock fragments are washed and carried by high-pressure water, and then fall to the bottom of the shield. The rock fragments that fall to the bottom of the shield are manually bagged and transported out of the hole. The excavation range of the stress release groove is extended from the top of the shield to both sides. The excavation position is determined according to the surrounding rock extrusion situation. During the groove excavation process, the excavation range and excavation space of the surrounding rock are reduced as much as possible, and the surrounding rock close to the shield can be chiseled out.

[0029] The TBM stuck escape method in the present invention runs through the idea of ​​"reinforce first - then excavate - then advance", wherein steps one to four are for reinforcing the existing tunnel structure and broken strata, the purpose of which is to ensure the stability of the surrounding rock and provide safe working conditions for subsequent construction. Compared with the traditional reinforcement method, its advantages are: first, it pays attention to the stability of the surrounding rock at the rear, and avoids a series of chain collapse accidents caused by the instability of the support body by first reinforcing the surrounding rock, replacing and encrypting the steel arch frame; secondly, chemical grouting grouting is used to reinforce the area around the shield, which improves the grouting effect and avoids a series of complex construction process problems caused by advanced pipe-roof grouting reinforcement; step five is the excavation of the horizontal stress release groove, and its core idea is The method is: through the "minimally invasive" grooving method, the squeezing and holding force of the surrounding rock on the shield is released. This method has changed the traditional large-scale excavation and pilot tunnel construction method. It has the advantages of small stratum disturbance, simple construction process, and construction personnel always working in a safe environment. It has low safety risks and there is no environmental pollution and equipment damage caused by blasting operations. The core of the TBM trial excavation / escape is: before the TBM trial excavation, the pump station pressure of the TBM propulsion cylinder is adjusted to the highest, the support shoe position is adjusted to move the support shoe back, so that the forward propulsion force of the TBM reaches the maximum, and the TBM excavation posture is continuously adjusted during the TBM trial advancement process until the TBM has obvious pushing phenomenon, so that the TBM is successfully escaped.

[0030] In step 5, by manually observing the contact between the TBM and the tunnel 10, the surrounding rock around the shield 1 is horizontally excavated to form a shield escape stress release groove 12; Fig. 9 As shown, the excavation thickness in some areas is relatively large. This is due to the instability of the rock and the collapse of the surrounding rock during the trenching process.

[0031] like Figure 1 , Figure 2 and Figure 3As shown, in this embodiment, in step one, the circumferential temporary support includes a plurality of circumferential support beams 5 all arranged between the TBM main beam 13 and the deformed steel arch frame 2 and a plurality of support steel pipes 9 all vertically supported below the TBM main beam 13, the plurality of circumferential support beams 5 are arranged along the circumferential direction of the deformed steel arch frame 2, and the plurality of support steel pipes 9 are arranged along the extension direction of the tunnel 10; the longitudinal temporary support includes a plurality of support cross beams 3 all supported between the deformed steel arch frame 2 and the adjacent steel arch frame 2, and the longitudinal temporary support between two adjacent steel arch frames 2 is staggered.

[0032] In actual use, the supporting crossbeam 3 is made of HW125 steel and 10# channel steel, and the deformed steel arch frame 2 in the tail of the shield 1 is welded and connected. The supporting steel pipe 9 is made of HW125 and HW150 steel, and 3 DN400mm steel pipes are used for support under the TBM main beam 13. After the temporary support is completed, the deformation of the steel arch frame is monitored.

[0033] like Figure 4 As shown, in this embodiment, in step 301, the depth of the first grouting hole 4 is 5m, the inclination angle of the first grouting hole 4 is 22°~25°, the circumferential spacing between two adjacent first grouting holes 4 is 1.0m~1.5m; the angle between the first grouting holes 4 located on both sides is 270°.

[0034] like Figure 4 As shown, in this embodiment, in step 301, an advance exploration hole 6 is opened in the top area of ​​the shield 1, the depth of the advance exploration hole 6 is 20m, the aperture of the advance exploration hole 6 is 75mm, and the inclination angle of the advance exploration hole 6 is 22°.

[0035] In actual use, when the advance exploration hole 6 is used for chemical grouting, the method is the same as the chemical grouting method in step 301 and step 302, except that the grouting depth in the advance exploration hole 6 is 10m, and grouting is only performed within a range of 10m from the hole mouth.

[0036] In this embodiment, in step 302, the depth of the second grouting hole is 3m, the circumferential spacing between two adjacent first grouting holes 4 is 1.0m-1.5m; and the angle between the second grouting holes located on both sides is 180°.

[0037] In this embodiment, in step 301 and step 302, the chemical grouting material is an oil-soluble polyurethane composed of isocyanate and polyether polyol, and the grouting pressure of the chemical grouting material is not greater than 5MPa. When the injection rate is not greater than 0.5L / min, the grouting is continued for 1min to end the grouting.

[0038] In actual use, the chemical grouting material is a two-component polyurethane grouting reinforcement material, which is composed of isocyanate and polyether polyol, and the mechanical properties, flame retardant properties and rheological properties of the material are improved by adding catalysts, flame retardants and other additives.

[0039] In this embodiment, in step 303, the length of the hollow grouting anchor rod 8 is 3.5m~8m, and the diameter of the mounting hole of the hollow grouting anchor rod 8 is 38mm~65mm.

[0040] In this embodiment, in step six, before the TBM trial excavation, the pump station pressure of the TBM propulsion cylinder is adjusted to the highest, the support shoe position is adjusted and the support shoe is retracted, so that the forward propulsion force of the TBM reaches the maximum, and the TBM excavation posture is continuously adjusted during the TBM trial advancement.

[0041] The above description is only a preferred embodiment of the present invention and does not limit the present invention in any way. Any simple modification, change and equivalent structural change made to the above embodiment based on the technical essence of the present invention still falls within the protection scope of the technical solution of the present invention.

Claims

1. A method for escaping a stuck open-type TBM based on horizontal grooving, characterized in that: The method comprises the following steps: Step 1: temporarily supporting the deformed steel arch frame at the tail of the shield: temporarily supporting the deformed steel arch frame (2) at the tail of the shield (1) to form a temporary support structure, wherein the temporary support structure comprises a circumferential temporary support and a longitudinal temporary support, wherein the circumferential temporary support is arranged between the TBM main beam (13) and the deformed steel arch frame (2), and the longitudinal temporary support is arranged between the deformed steel arch frame (2) and an adjacent steel arch frame (2); Step 2: Backfilling the collapsed cavity at the tail of the shield with concrete: cleaning the slag in the collapsed cavity at the tail of the shield (1), erecting a formwork at the collapsed cavity and backfilling with concrete to form a collapsed cavity backfilling area (11); Step 3: Consolidate the shield and the surrounding rock at the tail of the shield. The process is as follows: Step 301, performing consolidation construction on the area around the shield (1), drilling a first grouting hole group in the area around the shield (1), the first grouting hole group comprising a plurality of first grouting holes (4), the plurality of first grouting holes (4) being arranged along the circumferential direction of the shield (1), and each of the first grouting holes (4) being arranged along the extension direction of the tunnel (10); inserting a hollow grouting anchor rod (7) into the first grouting hole (4), and injecting a chemical grouting material using the hollow grouting anchor rod (7), thereby forming a first grouting area in the area around the shield (1); Step 302, performing consolidation construction on the tail area of ​​the shield (1), drilling a plurality of second grouting hole groups in the tail area of ​​the shield (1), the plurality of second grouting hole groups being arranged in a plum blossom shape, each second grouting hole group comprising a plurality of second grouting holes, the plurality of second grouting holes being arranged along the circumferential direction of the shield (1), and each second grouting hole being arranged along the extension direction of the tunnel (10); inserting a hollow grouting anchor rod (7) into the second grouting hole, and injecting a chemical grouting material using the hollow grouting anchor rod (7), thereby forming a second grouting area in the tail area of ​​the shield (1); Step 303, while chemical grouting is being performed on the tail region of the shield (1), multiple groups of grouting anchor rods are drilled into the surrounding rock of the tail region of the shield (1), the multiple groups of grouting anchor rods are arranged in a plum blossom shape, each group of the grouting anchor rods comprises a plurality of hollow grouting anchor rods (8), the plurality of hollow grouting anchor rods (8) are arranged along the circumferential direction of the tunnel (10), and the circumferential spacing between two adjacent hollow grouting anchor rods (8) is 1.0 m to 1.5 m; Step 4: Replace and encrypt the steel arch frame. The process is as follows: Step 401, chiseling away the deformed surrounding rock and shotcrete layer near the deformed steel arch frame (2) at the tail of the shield (1), and then replacing multiple deformed steel arch frames (2) adjacent to the tail of the shield (1); Step 402, after the steel arch frame (2) is replaced, multiple steel arch frames (2) are densely installed between two adjacent steel arch frames (2) after replacement, and in the densely installed multiple steel arch frames (2), each steel arch frame (2) is connected circumferentially by welding with steel sections, and the circumferential spacing is not greater than 1m, and they are staggered; Step 403: After the encrypted installation is completed, the replaced and encrypted steel arch frame (2) is sprayed and sealed with C30 synthetic coarse fiber concrete; Step 5, constructing a shield relief stress release groove: by observing the contact between the TBM and the tunnel (10), using the advance drill, 100B drill and hand pneumatic drill carried by the TBM to perform horizontal excavation around the shield (1), and excavating the shield relief stress release groove (12) along the excavation direction of the TBM, the longitudinal excavation length of the shield relief stress release groove (12) is 0.4m~2.4m; Step 6, start the TBM and get out of trouble: During the excavation of the shield escape stress release groove (12), the TBM trial excavation is continuously carried out, the pressure of the propulsion cylinder pump station is adjusted to 348 bar, the excavation propulsion force is adjusted to 20650 kN, the shield has obvious pushing phenomenon, the penetration rate is 2.0 mm / r~3.2 mm / r, and the excavation is continuously carried out. The TBM is successfully escaped.

2. The method for escaping a stuck open-type TBM based on horizontal trenching according to claim 1 is characterized in that: In step 1, the circumferential temporary support comprises a plurality of circumferential support beams (5) each arranged between the TBM main beam (13) and the deformed steel arch frame (2) and a plurality of support steel pipes (9) each vertically supported below the TBM main beam (13), the plurality of circumferential support beams (5) being arranged along the circumferential direction of the deformed steel arch frame (2), and the plurality of support steel pipes (9) being arranged along the extension direction of the tunnel (10); the longitudinal temporary support comprises a plurality of support cross beams (3) each supported between the deformed steel arch frame (2) and an adjacent steel arch frame (2), and the longitudinal temporary support between two adjacent steel arch frames (2) being arranged in a staggered manner.

3. The method for escaping an open-type TBM stuck machine based on horizontal grooving according to claim 1 is characterized in that: In step 301, the depth of the first grouting hole (4) is 5m, the inclination angle of the first grouting hole (4) is 22° to 25°, the circumferential spacing between two adjacent first grouting holes (4) is 1.0m to 1.5m; and the angle between the first grouting holes (4) located on both sides is 270°.

4. The method for escaping a stuck open-type TBM based on horizontal trenching according to claim 1 is characterized in that: In step 301, an advance exploration hole (6) is opened in the top area of ​​the shield (1), the depth of the advance exploration hole (6) is 20m, the aperture of the advance exploration hole (6) is 75mm, and the inclination angle of the advance exploration hole (6) is 22°.

5. The method for escaping a stuck open-type TBM based on horizontal trenching according to claim 1 is characterized in that: In step 302, the depth of the second grouting holes is 3 m, the circumferential spacing between two adjacent first grouting holes (4) is 1.0 m to 1.5 m; and the angle between the second grouting holes located on both sides is 180°.

6. The method for escaping a stuck open-type TBM based on horizontal trenching according to claim 1 is characterized in that: In step 301 and step 302, the chemical grouting material is an oil-soluble polyurethane composed of isocyanate and polyether polyol, and the grouting pressure of the chemical grouting material is not greater than 5MPa. When the injection rate is not greater than 0.5L / min, the grouting is continued for 1min to end the grouting.

7. The method for escaping a stuck open-type TBM based on horizontal trenching according to claim 1 is characterized in that: In step 303, the length of the hollow grouting anchor rod (8) is 3.5 m to 8 m, and the diameter of the mounting hole of the hollow grouting anchor rod (8) is 38 mm to 65 mm.

8. The method for escaping a stuck open-type TBM based on horizontal trenching according to claim 1 is characterized in that: In step six, before the TBM trial excavation, the pump station pressure of the TBM propulsion cylinder is adjusted to the highest and the support shoe position is adjusted to maximize the forward propulsion force of the TBM, and the TBM excavation posture is continuously adjusted during the TBM trial advancement process.

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