A lining treatment method and its application for TBM tunneling serpentine operation

Abstract

This invention belongs to the field of TBM construction technology and discloses a method and application for lining treatment during TBM serpentine tunneling. The method includes: comparing the measurement results of the initial support cross-section using a 3D laser cross-section scanner with the design cross-section parameters to determine the actual clearance and thickness deficiency of the secondary lining; simultaneously, optimizing the inner contour, transition method, and transition range height of the lining trolley during processing and adjusting the lining cross-section of the TBM construction section. This invention, by adjusting the lining cross-section of the TBM construction section, can reduce the workload of handling TBM serpentine movement, improve processing efficiency, reduce safety risks, and requires minimal economic investment. This invention can avoid replacing the initial support during construction, reducing the serious impact of TBM serpentine movement on the normal lining construction of the TBM tunneling section, and improving project efficiency while ensuring project quality.

Description

Technical Field

[0001] This invention belongs to the field of TBM construction technology, and in particular relates to a lining treatment method and application method for TBM tunneling serpentine operation. Background Technology

[0002] During TBM (Tunnel Boring Machine) construction, unfavorable geological conditions are often encountered, such as well-developed joints and fractured rock masses on one side of the tunnel section. The uneven hardness of the surrounding rock can lead to uneven stress on the TBM's left and right support shoes. Combined with the differences in deformation of the surrounding rock on both sides, this ultimately results in a so-called "snake-like movement" during TBM excavation. When this "snake-like movement" is excessive, it can easily lead to construction problems such as initial support encroachment and insufficient clearance for secondary lining. At best, it requires under-excavation; at worst, it necessitates the replacement of the initial support, resulting in reduced TBM construction efficiency, increased safety risks, and increased material costs. Existing technologies require significant economic investment to address the initial support encroachment problem caused by TBM deviation, and the problem is not effectively resolved. A new technology is urgently needed to solve the encroachment problem caused by the snake-like movement of TBM excavation, ensuring high-efficiency and low-cost TBM construction. Summary of the Invention

[0003] To address the problems existing in the prior art, this invention provides a lining treatment method and application method for TBM tunneling serpentine movement. By adjusting the lining cross-section of the TBM construction section, the amount of engineering work for TBM serpentine movement treatment can be reduced, the treatment efficiency can be improved, and the safety risks can be reduced, while requiring no excessive economic investment.

[0004] This invention is implemented as follows: a lining treatment method for TBM tunneling in a serpentine manner, the lining treatment method for TBM tunneling in a serpentine manner includes:

[0005] A test section was set up, and a TBM tunneling machine was used to construct on the test section. A 3D laser profile scanner was used to measure the initial support profile.

[0006] By comparing the measurement results of the initial support section by the 3D laser section scanner with the design section parameters, the actual clearance and thickness of the secondary lining can be determined.

[0007] Determine the inner contour of the newly added lining trolley; determine the transition method of the inner contour and calculate the transition range height;

[0008] Meanwhile, the lining trolley was processed by optimizing the inner contour, transition method, and transition range of the lining trolley, and the lining section of the TBM construction section was adjusted.

[0009] The lining trolley is machined based on the determined inner contour, transition method, and transition range of the newly added lining trolley.

[0010] The lining trolley, after being processed, is used for lining construction.

[0011] Furthermore, the measurement includes: measuring the longitudinal spacing of the cross-sections, which is 1m.

[0012] Furthermore, before determining the inner contour of the newly added lining trolley, it is necessary to: calculate the initial support encroachment height of the sidewall and the initial support encroachment thickness of the arch.

[0013] Furthermore, the formula for calculating the inner contour of the newly added lining trolley is as follows:

[0014] ;

[0015] in, Indicates the inner contour radius of the lining trolley; This indicates the minimum internal clearance radius required for the building clearance lining; This indicates the minimum internal clearance radius required for the overhead contact line lining. This indicates construction error.

[0016] Furthermore, the transition method of the inner contour includes: taking an arc-shaped tangential transition for the inner contour of the lining within an appropriate range above the top surface of the inner rail.

[0017] Furthermore, the formula for calculating the transition range height is as follows:

[0018] ;

[0019] in, This indicates the height of the tangential transition of the inner contour of the lining above the top surface of the inner rail; This represents the statistical value of the initial support encroachment limit height of the sidewall.

[0020] Another object of the present invention is to provide a computer device including a memory and a processor, the memory storing a computer program, which, when executed by the processor, causes the processor to perform the steps of the lining treatment method for the serpentine movement of a TBM tunneling machine.

[0021] Another object of the present invention is to provide a computer-readable storage medium storing a computer program that, when executed by a processor, causes the processor to perform the steps of the lining process method for the serpentine tunneling of a TBM.

[0022] Another object of the present invention is to provide an information data processing terminal for executing the steps of the lining treatment method for the serpentine movement of the TBM tunneling.

[0023] Based on the above technical solutions and the technical problems solved, the advantages and positive effects of the technical solution to be protected by this invention are as follows:

[0024] First, this invention reduces the workload of handling the lining section during TBM serpentine movement by adjusting the lining cross-section of the TBM construction section, improves processing efficiency, reduces safety risks, and requires minimal economic investment. Simultaneously, this invention provides a computer device including a memory and a processor, capable of executing the steps of the lining treatment method for TBM serpentine movement. Furthermore, it provides a computer-readable storage medium and an information data processing terminal, which can be used to store computer programs and to execute the steps of the lining treatment method for TBM serpentine movement.

[0025] Secondly, this invention can avoid replacing the initial support during construction, reduce the serious impact of the TBM's serpentine movement on the normal lining construction of the TBM tunneling section, and improve project efficiency while ensuring project quality.

[0026] Third, as supplementary evidence of the inventive step of the claims of this invention, it is also reflected in the following important aspects:

[0027] (1) The expected benefits and commercial value of the technical solution of this invention after transformation are as follows:

[0028] By adjusting the lining cross-section of the TBM construction section, the workload of handling the TBM's serpentine movement can be reduced, the processing efficiency can be improved, and the safety risks can be reduced, all without requiring excessive economic investment.

[0029] (2) The technical solution of this invention fills a technical gap in the industry both domestically and internationally:

[0030] By employing technologies such as laser scanning, lining measurement, and lining construction, the initial support can be replaced during construction, thus reducing the serious impact of TBM serpentine movement on the normal lining construction of the TBM tunneling section. This fills a gap in the domestic understanding of lining encroachment caused by TBM serpentine movement. Attached Figure Description

[0031] Figure 1 This is a flowchart of the lining treatment method for TBM tunneling serpentine operation provided in the embodiments of the present invention;

[0032] Figure 2 This is a schematic diagram of the initial support encroachment of the TBM "snake-like movement" according to an embodiment of the present invention;

[0033] Figure 3 This is a schematic diagram of the cross-section of the newly added lining trolley provided in an embodiment of the present invention;

[0034] Figure 4This is a proportional diagram of the overall secondary lining clearance provided in an embodiment of the present invention;

[0035] Figure 5 This is a proportional diagram of the clearance status of the secondary lining in the Class II surrounding rock section provided in an embodiment of the present invention;

[0036] Figure 6 This is a proportional diagram of the clearance status of secondary lining in Class III surrounding rock section provided in an embodiment of the present invention;

[0037] Figure 7 This is a proportional diagram of the clearance condition of the secondary lining in the Class IV surrounding rock section provided in the embodiments of the present invention;

[0038] Figure 8 This is a proportional diagram of the clearance status of secondary lining in Class V surrounding rock section provided in an embodiment of the present invention;

[0039] Figure 9 This is a comparison diagram of the surrounding rock changes in the TBM excavation section of the main tunnel provided in an embodiment of the present invention;

[0040] Figure 10 This is a comparison diagram of the surrounding rock changes in the parallel pilot tunnel TBM excavation section provided in an embodiment of the present invention;

[0041] Figure 11 This is a schematic diagram of the initial support encroachment of the TBM "snake-like movement" according to an embodiment of the present invention;

[0042] Figure 12 This is a schematic diagram of the initial support subsidence during TBM tunneling provided in an embodiment of the present invention;

[0043] Figure 13 This is a schematic diagram of a lining cross-section with a radius of 3.78m provided in an embodiment of the present invention. Detailed Implementation

[0044] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention.

[0045] like Figure 1 As shown, the lining treatment method for TBM tunneling serpentine operation provided in this embodiment of the invention includes the following steps:

[0046] S101, set up a test section, use a TBM tunneling machine to construct on the test section, and use a 3D laser profile scanner to measure the initial support profile;

[0047] S102. Compare the measurement results with the design section parameters to determine the actual clearance and thickness of the secondary lining.

[0048] S103, Determine the inner contour of the newly added lining trolley; determine the transition method of the inner contour and calculate the transition range height;

[0049] S104, based on the determined inner contour of the newly added lining trolley and the transition method, transition range and height, process the lining trolley; and use the processed lining trolley for lining construction.

[0050] The lining treatment method for TBM tunneling serpentine operation provided in this embodiment of the invention specifically includes the following steps:

[0051] Step 1: Set up a test section of a certain length. After the TBM tunnels, use a 3D laser profile scanner to measure the initial support profile. The longitudinal spacing of the measured profiles is 1m.

[0052] Step 2: Compare the measurement results with the design cross-sectional parameters to determine the actual clearance and thickness deficiency of the secondary lining. Calculate the initial support encroachment height of the sidewalls and the initial support encroachment thickness of the arch.

[0053] Step 3: Determine the inner contour of the newly added lining trolley using the formula:

[0054] ;

[0055] Step 4: Use the formula to determine the appropriate range of arc-shaped transition height of the inner contour of the lining above the top surface of the inner rail:

[0056] ;

[0057] Step 5: Determine the dimensions of the lining trolley according to Steps 3 and 4 and then process it.

[0058] Step 6: The newly added lining trolley was used for lining construction, which solved the "snake-like movement" problem caused by TBM tunneling.

[0059] The embodiments of the present invention have achieved some positive results during the research and development or use process, and have indeed great advantages compared with the prior art. The following content describes them in conjunction with the data, charts and other information of the experimental process.

[0060] When a TBM is excavating in weak surrounding rock, the relative unevenness in hardness between the two sides can easily lead to uneven stress on the left and right support shoes. Combined with the differences in deformation of the surrounding rock, this ultimately causes the TBM excavation section to exhibit a so-called "snake-like movement." If this "snake-like movement" is excessive, it can easily lead to encroachment on the initial support and insufficient clearance for the secondary lining. This can result in anything from under-excavation to, in severe cases, replacement of the initial support, which will seriously affect the normal lining construction of the TBM excavation section.

[0061] 1.1 Design parameters for lining constructed using the TBM method

[0062] The main tunnel of Gaoligong Mountain is constructed using a 9m diameter TBM. The lining design parameters are shown in Table 1.

[0063] Table 1 Design Parameters for Lining Construction Using TBM Method in Main Tunnel

[0064]

[0065] 1.2 Statistical Analysis of TBM "Serpentine Motion"

[0066] For the 5526m section of the main tunnel TBM excavation of the Gaoligong Mountain Tunnel (mileage DK226+126~DK220+600), a 3D laser profile scanner was used to measure the initial support profile, with a longitudinal spacing of 1m between the measured profiles. The measurement results were compared with the design profile parameters, and the actual clearance of the secondary lining is shown in Table 2.

[0067] Table 2 Actual Clearance Status of Secondary Lining in TBM Excavation Section

[0068]

[0069] Based on the measurement results, a plot of the actual clearance condition of the secondary lining in the TBM tunneling section is drawn, such as... Figures 3-7 As shown.

[0070] Based on the actual measured clearance of the secondary lining:

[0071] (1) In general, when using TBM construction, the clearance of the secondary lining is generally insufficient compared with the design, indicating that "snake-like movement" is common during TBM tunneling. According to the actual measurement results of the insufficient thickness, the insufficient thickness is <10cm in most cases, and the proportion of insufficient thickness ≥10cm is 18.5%.

[0072] (2) In Class II surrounding rock sections, the thickness of secondary lining usually meets the design requirements, and the proportion of ≥10cm under-thickness is only 1.3%.

[0073] (3) In Class III surrounding rock sections, the secondary lining thickness is generally insufficient, with most cases being less than 10cm and the proportion of insufficient thickness ≥ 10cm being 14.8%.

[0074] (4) The Class IV surrounding rock section is basically similar to the Class III surrounding rock section. The secondary lining thickness is insufficient in both cases. In most cases, the insufficient thickness is <10cm, and the proportion of insufficient thickness ≥10cm is 13.0%.

[0075] (5) In Class V surrounding rock sections, the secondary lining thickness was insufficient in all cases, and the situation was quite serious. The proportion of cases with a thickness deficiency of <10cm was 67.2%, and the proportion of cases with a thickness deficiency of ≥15cm was 16.2%.

[0076] 1.3 Analysis of the causes of TBM "serpentine movement"

[0077] The "snake-like motion" that occurs during TBM tunneling is mainly related to factors such as geological conditions, TBM design, TBM construction technology, TBM tunneling errors, construction measurement errors, initial support construction errors, and surrounding rock deformation.

[0078] 1.3.1 Geological conditions

[0079] Statistical analysis of the "serpentine movement" of the TBM in the Gaoligong Mountain Tunnel shows that the worse the geological conditions, the more likely "serpentine movement" will occur, and the greater the magnitude of this movement. Therefore, under conditions of weak surrounding rock, "serpentine movement" of the TBM is an unavoidable construction phenomenon.

[0080] The surrounding rock grades of the 7671m main tunnel and 7762m parallel pilot tunnel sections of the Gaoligong Mountain Tunnel that have been excavated are statistically analyzed and compared with the designed surrounding rock grades. The results are shown in Table 3.

[0081] Table 3 Comparison of Design and Actual Surrounding Rock Grades for Main Tunnel and Parallel Pilot Tunnel Excavation Sections

[0082]

[0083] Based on the statistical results, a comparison diagram of the actual and designed surrounding rock changes in the TBM tunneling section was drawn, such as... Figure 8 , Figure 9 As shown.

[0084] Based on the changes in the surrounding rock of the main tunnel and the parallel pilot tunnel TBM excavation sections: compared with the design, the amount of Class II, III, and IVA surrounding rock has decreased significantly, while the amount of Class IVB and V surrounding rock has increased significantly, and the geological conditions have deteriorated significantly. In particular, the increase in Class V surrounding rock is substantial, which makes the "snake-like movement" problem of the TBM more prominent.

[0085] 1.3.2 TBM Design

[0086] Compared to the drill-and-blast method, the TBM method, due to its fixed cutterhead size, cannot adjust the excavation cross-section according to geological conditions during tunneling. Although the Gaoligong Mountain Tunnel was designed with a 10cm construction error in mind, the actual excavation results show that the initial support deformation caused by the "snake-like movement" still poses a significant challenge.

[0087] 1.3.3 TBM Construction Technology

[0088] Open-face tunnel boring machines (TBMs) are excavation equipment suitable for hard rock, generally applicable to Class III and IV surrounding rock, and a small number of Class V surrounding rock projects. TBM excavation typically requires homogeneous geology, intact surrounding rock, and a stable excavation face. When the TBM encounters weak surrounding rock during excavation, a large amount of loose and fractured rock mass can cause the shield to be squeezed and retracted, resulting in insufficient excavation cross-section in the shield area. Based on the experience of the TBM excavation section of the Gaoligong Mountain Tunnel, the maximum compression reached 78mm.

[0089] 1.3.4 TBM tunneling error

[0090] During TBM tunneling, adjustments are made in the up, down, left, and right directions using hydraulic cylinders in the support shoes. To prevent "snake-like movement," the posture is normally controlled within ±50mm. However, when encountering weak surrounding rock, problems such as support shoe slippage and shield subsidence / head-down can easily occur, leading to uncontrollable tunneling posture. Actual field measurements show that for Class III and IVA surrounding rock, most initial support encroachment is within 2m above the invert face; for Class IVB and V surrounding rock, it is basically full-ring encroachment. The initial support encroachment during TBM "snake-like movement" is as follows... Figure 10 As shown. Figure 10 In the middle, H represents the initial support encroachment limit height of the sidewall, and D represents the initial support encroachment limit thickness of the arch.

[0091] 1.3.5 Construction surveying errors

[0092] The measurement errors during TBM construction mainly manifest in two aspects: first, the station relocation error of the TBM guidance system, which can generally be controlled within 10-20mm; second, the measurement error of the 1000m / 0.5a precision traverse, which, under the premise that the accuracy and observation methods meet the relevant specifications, is affected by the upgrade of the traverse control network, resulting in a maximum difference of 30mm between the remeasurement results. After correcting the coordinate values ​​of the measuring points using the new results for the Gaoligong Mountain Tunnel, a deviation of 30-50mm will occur, which is unavoidable. Considering both of these errors, and taking the most unfavorable factors into account, the measurement error will be 40-70mm.

[0093] 1.3.6 Errors in Initial Support Construction

[0094] To ensure safe tunneling of the TBM in weak surrounding rock, the equipment design incorporates an advanced steel reinforcement bar support function. After installation, the steel reinforcement bar plays a crucial role in reducing the fall of loose muck at the arch. However, the presence of loose muck can cause both the shield and the steel reinforcement bar to sink. Statistics show that under Class V surrounding rock conditions, the average shield sinking is approximately 78mm, the average steel reinforcement bar sinking is approximately 100mm, and the cumulative sinking is approximately 178mm. Based on observational data, the maximum initial support sinking is 370mm. The initial support sinking during TBM tunneling is shown below. Figure 11 As shown. 1.3.7 Surrounding Rock Deformation

[0095] In areas with weak surrounding rock, deformation of the surrounding rock after excavation and before secondary lining is constructed is also a major cause of initial support encroachment. According to on-site monitoring measurements, in Class V surrounding rock sections, the cumulative maximum settlement at the arch point is 74.5 mm, and the cumulative maximum horizontal convergence of the sidewall is 54.5 mm.

[0096] 1.3.8 Summary

[0097] Based on the above analysis, in the normal construction sections of the Gaoligong Mountain Tunnel, for weak surrounding rock, the total initial support encroachment caused by the "snake-like movement" of the TBM during excavation and various errors is approximately 15-26 cm, and the situation is even more severe in sections with poor geological conditions. Considering the 5 cm allowance for deformation and 10 cm construction error specified in the design, there is still an overall risk of approximately 11 cm of initial support encroachment. These risks are extremely difficult to avoid during the construction phase.

[0098] 1.4 Impact of TBM "Serpentine Movement" on the Project

[0099] The "snake-like movement" that occurs during TBM construction can lead to adverse effects such as reduced construction efficiency, increased safety risks, and increased material input.

[0100] 1.4.1 Reduced construction efficiency

[0101] The "serpentine movement" of TBM construction is somewhat inevitable. To reduce the amount of replacement work, the Gaoligong Mountain Tunnel, while meeting the construction clearance requirements, mainly adopted the measure of increasing the number of lining trolleys. Firstly, it used two combinations of 3.90m (radius) and 4.05m (radius) lining trolleys; secondly, it adopted a method of placing the 4.05m (radius) lining trolley in front and the 3.90m (radius) lining trolley behind, and organized construction according to the principle of "skipping and filling gaps" based on cross-section measurements.

[0102] Compared to the original design, the Gaoligong Mountain Tunnel has an increased number of Class V surrounding rock sections, and the initial support deformation is quite severe, requiring full-ring stripping and replacement of the arch frame. Under normal circumstances, each 12m lining cycle requires approximately 2 days of initial support treatment and 12 workers, while the rebar binding takes 5 days. Therefore, it has a significant impact on the overall secondary lining progress.

[0103] 1.4.2 Increased security risks

[0104] Because a large number of initial support sections encroaching on the boundary need to be treated, especially in Class V surrounding rock sections where full-ring stripping and replacement of arch frames are required, the safety risks of the project have increased.

[0105] 1.4.3 Increased material input

[0106] Due to the frequent changes in the surrounding rock and the irregularity of the initial support intrusion limit, different types of surrounding rock are usually present within a lining unit (12m). To ensure the safety of the tunnel structure, a 3.90m (radius) lining trolley is generally used for construction, which inevitably increases the amount of lining concrete.

[0107] To avoid extensive handling of under-excavation, the side formwork on both sides of the lining trolley is usually recycled to ensure the minimum thickness of the lining concrete. As a result, the lining thickness in other parts relative to the minimum thickness will increase, thus increasing the total amount of concrete lining.

[0108] 1.5 Prevention and Control Measures for TBM "Serpentine Movement"

[0109] To prevent and control the "snake-like movement" of TBMs, the main measures taken are equipment optimization and initial support reinforcement.

[0110] 1.5.1 Equipment Optimization

[0111] Adding mechanical restraints at the shield prevents large-scale shield retraction. However, under conditions of high loose material pressure, adding mechanical restraints can cause a sharp increase in thrust, potentially leading to shield jamming.

[0112] Optimize the position of the hydraulic cylinders and appropriately increase the lifting thrust of the hydraulic cylinders.

[0113] 1.5.2 Initial Support Reinforcement

[0114] When tunneling in areas with weak surrounding rock, the spacing between steel frames should be shortened. Channel steel or shaped steel should be used instead of reinforcing bars to quickly close the frames into a ring, restricting deformation of the surrounding rock and forming an integral load-bearing structure.

[0115] The weak and fractured surrounding rock at the support shoe location was replaced with concrete to improve the support capacity at the support shoe location.

[0116] Emergency shotcrete or cast-in-place concrete was used to reinforce the area near the support shoe, and grouting was injected to consolidate it, thereby improving the initial support capacity near the support shoe.

[0117] For the invert arch location, manual labor combined with small excavators was used to clear the slag, accelerating the slag removal process. If necessary, rail panels can be used to replace the precast invert arch blocks, thereby ensuring the rapid closure of the initial support system.

[0118] 1.6 Adjustment of Lining Section in TBM Construction

[0119] Lining construction was carried out in some sections using two combinations of lining trolleys: one with a radius of 3.90m and the other with a radius of 4.05m. However, for sections with Class IVB and Class V surrounding rock, the initial support encroachment caused by the TBM's "snake-like movement" remained a significant problem, resulting in long processing times, large workloads, and substantial waste. To further reduce the amount of replacement work and lower safety risks, a scheme involving adding a lining trolley with a radius of 3.78m was studied.

[0120] On October 31, 2019, the construction unit organized a seminar on the treatment of adverse geological conditions in the parallel pilot tunnel and the control scheme for the clearance of the main tunnel lining. The seminar aimed to further clarify the encroachment of the initial support and determine the structural treatment and the suspension scheme for the tunnel contact network.

[0121] On July 3, 2020, the construction unit invited the operation unit to organize a seminar on the handling plan for the problem of the initial support encroachment on the catenary in the TBM section. The relevant technical parameters of the tunnel clearance were determined: the installation clearance height at the catenary positioning point must meet 6580mm (corresponding to the inner contour radius of the lining of 3.73m), an anchor joint (90m in length) is set at approximately every 1.4km of catenary, and the installation clearance height of the lower anchor section of the catenary must meet 6670mm (corresponding to the inner contour radius of the lining of 3.82m).

[0122] On December 25, 2020, the construction unit organized a seminar on the optimization scheme of the secondary lining section of the initial support encroachment limit section of the TBM section at the exit of Gaoligong Mountain Tunnel, and determined the lining section adjustment scheme: (1) The net clearance for the installation of the contact wire anchor should meet 6670mm (corresponding to the inner contour radius of the lining of 3.82m), and the remaining sections should meet 6580mm (corresponding to the inner contour radius of the lining of 3.73m); (2) The net clearance height provided by the contact wire professional is the minimum height requirement. Considering the construction error, the lining section with an inner contour radius of 3.75m is increased, and it shall not encroach on the minimum inner contour radius of 3.73m. The mileage of the anchor section of the TBM construction section of Gaoligong Mountain Tunnel is shown in Table 4.

[0123] Table 4. Location of Anchor Sections in the TBM Construction Section of Gaoligong Mountain Tunnel

[0124]

[0125] Based on the research findings, the inner contour of the newly added lining trolley is calculated using the following formula:

[0126] ;

[0127] in: —Inner contour radius of the lining trolley (cm); — Building clearance requirements: minimum internal clearance radius of the lining (cm); —The minimum inner clearance radius (cm) of the overhead contact line lining is required. —Construction error (cm), take 5.

[0128] Calculations show that the cross-sectional dimensions of the lining trolley in the Class V surrounding rock section are an inner contour radius of 3.78m.

[0129] To prevent the lining structure from encroaching on the cable trench, based on the statistics of the initial support encroachment height of the sidewall, it was determined that the inner contour of the lining within an appropriate range above the top surface of the inner rail should adopt an arc-shaped tangential transition. The formula for calculating the height of the transition range is as follows:

[0130] ;

[0131] In the formula: —Height of the arc-shaped tangential transition of the inner contour of the lining above the top surface of the inner rail (cm); —Statistical value of the initial support encroachment height of the sidewall (cm), which is generally 200.

[0132] Within a 2.218m range above the top surface of the inner rail, the groove and the inner contour line of the lining are tangentially connected by an arc with a radius of 4.003m. Figure 13 As shown.

[0133] 1.7 Conclusions and Reflections

[0134] The "snake-like movement" that occurs during TBM excavation is an objective reality. Addressing this issue, which leads to initial support encroachment, requires significant technical and economic investment, whether through equipment optimization or targeted treatment measures, and its effectiveness is severely compromised. Therefore, to avoid "snake-like movement" during TBM excavation, comprehensive consideration and in-depth research should be conducted in the following three aspects.

[0135] (1) In the early exploration stage, geological judgment should be strengthened to ensure that the TBM construction site is mainly composed of Class III surrounding rock. If there are a large number of Class IV and Class V surrounding rock in the tunnel, the TBM method should be carefully selected for construction.

[0136] (2) Studies have shown that there is an 11cm initial support encroachment risk when TBMs are excavating in Class IV and Class V surrounding rock. Therefore, when designing TBMs, various adverse factors should be fully considered. Based on the 5cm reserved deformation amount and 10cm construction error, if it is determined that there is a large amount of Class IV and Class V surrounding rock in the TBM construction section, the 11cm initial support encroachment risk should also be considered. It is advisable to increase the excavation cross section by about 26cm.

[0137] (3) Currently, cutterhead widening is usually achieved by installing widening cutters or raising the cutterhead. Installing widening cutters can achieve a small amount of widening, while raising the cutterhead is very difficult to achieve in the tunnel. Therefore, the widening function of TBM cutterhead should be further studied from the perspective of cutterhead design.

[0138] It should be noted that the implementation of this invention first involves setting up a test section, constructing on the test section using a TBM (Tunnel Boring Machine), and measuring the initial support section using a 3D laser profile scanner. Then, by comparing the measurement results of the initial support section with the design section parameters, the actual clearance and thickness deficiency of the secondary lining are determined. Finally, the inner contour of the newly added lining trolley is determined, the transition method of the inner contour is determined, and the transition range height is calculated. Simultaneously, the lining trolley is processed by optimizing the inner contour, transition method, and transition range height, and the lining section of the TBM construction section is adjusted. Based on the determined inner contour, transition method, and transition range height of the newly added lining trolley, the lining trolley is processed, and lining construction is carried out using the processed lining trolley. This invention uses computer equipment, including a memory and a processor, which can execute the steps of the lining processing method for the serpentine movement of the TBM tunneling machine. Meanwhile, a computer-readable storage medium and an information data processing terminal are provided, which can be used to store computer programs and to perform the steps of the lining treatment method for the TBM tunneling serpentine operation.

[0139] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any modifications, equivalent substitutions, and improvements made by those skilled in the art within the scope of the technology disclosed in the present invention, and within the spirit and principles of the present invention, should be covered within the scope of protection of the present invention.

Claims

1. A method of lining treatment for a TBM tunneling serpentine operation, characterized by, The application relates to a TBM tunneling serpentine running lining processing method. The method comprises the following steps: Step one, setting a test section, using a TBM tunneling machine to construct on the test section, and using a 3D laser section scanner to measure the initial support section; Step two, comparing the measurement results with design section parameters to determine the actual clearance condition and the under-thickness condition of the secondary lining; Step three, determining the inner contour of the added lining trolley, determining the transition mode of the inner contour and calculating the transition range height; Step four, processing the lining trolley based on the determined inner contour of the added lining trolley and the transition mode and the transition range height, and using the processed lining trolley to construct the lining; The inner contour calculation formula of the added lining trolley is as follows: The transition range height calculation formula is as follows: The measurement comprises measuring a 1m longitudinal distance of the section. ； wherein, represents the inner contour radius of the lining trolley; represents the minimum inner clearance radius of the lining required by the construction gauge; represents the minimum inner clearance radius of the lining required by the catenary gauge; represents the construction error; Before the inner contour of the added lining trolley is determined, the initial support intrusion height of the side wall and the initial support intrusion thickness of the arch part need to be counted. ； wherein, represents the height of the transition of the inner contour of the lining above the top surface of the inner rail; represents the statistical value of the intrusion height of the initial support of the side wall.

2. The lining treatment method for the TBM tunneling serpentine operation according to claim 1, wherein, The transition mode of the inner contour comprises adopting an arc tangent transition for the lining inner contour in a proper range above the inner rail top surface.

3. The lining treatment method for the TBM tunneling serpentine operation according to claim 1, wherein, The computer equipment comprises a memory and a processor, the memory stores a computer program, and the computer program is executed by the processor to enable the processor to execute the steps of the TBM tunneling serpentine running lining processing method.

4. The lining treatment method for the TBM tunneling serpentine operation according to claim 1, wherein, 6.A computer readable storage medium, storing a computer program, the computer program is executed by a processor to enable the processor to execute the steps of the TBM tunneling serpentine running lining processing method.

5. A computer device, comprising: The information data processing terminal is used to execute the steps of the TBM tunneling serpentine running lining processing method. ​ 7. An information data processing terminal, characterized by ​

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