Shield tunneling machine non-negative-ring counter-pull launching construction method

Abstract

The invention relates to the technical field of shield tunneling machine construction, in particular to a shield tunneling machine non-negative-ring reverse-pull starting construction method, which comprises the following steps of: excavating a tunnel initial section by adopting a mining method to form a space foundation for shield tunneling machine starting, and providing counter-force support for shield tunneling machine tunneling by installing a counter-force frame, so that shield tunneling machine non-negative-ring starting construction can be realized. And then, the counter-pulling force of the counter-force frame is adjusted by combining real-time soil body data, namely, the counter-pulling force adjustment of the shield tunneling machine can be optimized based on the influence degree of the soil body state on the tunneling of the shield tunneling machine, and on this basis, the counter-pulling force adjustment of the counter-force frame can be carried out based on the real-time posture data of the shield tunneling machine when the counter-force frame is used. The counter-pulling force of the counter-force frame is adjusted by fusing real-time soil body data, the counter-pulling force of the shield tunneling machine can be adjusted based on multi-dimensional data, and therefore the counter-pulling force adjusting mode of the shield tunneling machine is optimized, and the adjusted counter-pulling force is more suitable for the current tunneling state of the shield tunneling machine.

Description

Technical Field

[0001] The invention relates to the technical field of shield machine construction, in particular to a negative ring-free reverse pulling starting construction method for a shield machine. Background Art

[0002] The shield machine's negative ring-free reverse-pull starting construction method is a technical solution that optimizes the starting process, omits the traditional negative ring segment construction link, and directly uses the reaction frame and the shield machine's own structure to achieve safe and efficient starting.

[0003] When the shield machine is excavating based on the negative ring-free reverse pull starting construction method, due to the force characteristic of the shield machine in the negative ring-free working mode, which is the lack of rear-end support, there is friction resistance between the segments and the surrounding rock during shield excavation. If the reverse pull force is insufficient, the segments may undergo axial displacement or twisting due to the soil pressure difference, resulting in tunnel axis deviation or structural damage. In order to ensure the normal excavation of the shield machine, the reverse pull force of the reaction frame is generally adjusted dynamically in combination with the excavation posture of the shield machine to control the shield machine posture and keep the excavation direction accurate.

[0004] In the existing technology, the back-tension adjustment of the shield machine is generally based on the shield machine's posture data to control the shield machine's posture and maintain the accurate excavation direction. However, the shield machine may encounter sudden changes in the stratum during excavation. At this time, adjusting the back-tension of the shield machine based on the shield machine's posture data cannot reflect the impact of the soil state on the shield machine's excavation. As a result, when the shield machine performs excavation operations based on the adjusted back-tension, it will still be affected by the soil, resulting in equipment wear and construction delays. Summary of the Invention

[0005] The purpose of the present invention is to provide a shield machine negative ring-free reverse pulling starting construction method to solve the following technical problems: How to adjust the counter-tension force of the shield machine based on soil data.

[0006] The purpose of the present invention can be achieved through the following technical solutions: A shield machine negative ring-free reverse pulling starting construction method, the method comprising: S1: Excavate the initial section of the tunnel using the mining method to form the spatial foundation for the shield machine to start; S2: Cast reinforced concrete guide platform along the central axis of the tunnel to serve as the support and guide structure for the initial excavation of the shield machine; S3: Shield guide devices are installed in the middle and on both sides of the guide platform to achieve precise adjustment of the shield machine posture through mechanical or hydraulic systems; S4: hoist the shield of the TBM onto the guide platform in sections, and after assembly is completed, move the entire machine forward to the assembly position; S5: Install reaction frames to provide reaction support for shield machine excavation and adjust the reaction force of the reaction frames based on real-time soil data; S6: Start the shield machine, cut the soil with the cutterhead and simultaneously inject grout to fill the gap at the shield tail, realizing an alternating cycle of excavation and support.

[0007] Furthermore, the process of adjusting the counter-tension of the reaction frame in S5 includes: S51: collecting soil state data of the shield machine during the tunneling process in real time through the data acquisition module, and transmitting the data to the backend; S52: by combining the real-time soil state data of the shield machine during the excavation process, the real-time soil state influence coefficient is calculated; S53: Based on the real-time soil layer state influence coefficient, analyze the impact of the real-time soil layer state on the required counter-tension force of the shield machine; S54: Based on the real-time soil layer state influence coefficient, the change amount of the soil layer state influence coefficient is calculated, and the counter-tension of the reaction frame is adjusted based on the two sets of data.

[0008] Furthermore, the calculation process in S52 includes: By formula Calculate the influence coefficient of soil state at the ath monitoring after the shield machine starts construction ; Among them, a is the monitoring of soil state at any time at fixed time intervals after the shield machine starts construction. is the soil cohesion at the ath monitoring after the shield machine starts construction, is the preset soil cohesion, is the friction angle in the soil at the ath monitoring after the shield machine starts construction, is the preset soil internal friction angle, for The standard value of is the elastic modulus of the soil at the ath monitoring after the shield machine started construction, is the preset soil elastic modulus, for The standard value of To define a function, if , then let Otherwise, let , is the horizontal stress of the soil at the ath monitoring after the shield machine starts construction, It is the vertical stress of soil at the ath monitoring after the shield machine starts construction.

[0009] Furthermore, the analysis process in S53 includes: The influence coefficient of soil state at the ath monitoring after the shield machine starts construction is calculated and the preset soil layer state influence coefficient threshold range Make a comparison; like , it is judged that under the influence of the soil state at this time point, it is necessary to increase the counter-tension of the reaction frame; like , it is judged that under the influence of the soil state at this time point, there is no need to increase the counter-tension of the reaction frame; like , it is judged that under the influence of the soil state at this time point, the counter-tension force of the reaction frame can be reduced.

[0010] Furthermore, the adjustment process in S54 includes: The influence coefficient of soil layer state at the ath monitoring after the shield machine started construction was obtained by real-time calculation , establish the soil layer state influence coefficient change curve ; And through the formula Calculate the change in the soil layer state influence coefficient at the ath monitoring after the shield machine starts construction ; in, This is the first monitoring time point after the shield machine starts construction. is the ath monitoring time point after the shield machine starts construction, is the proportional coefficient, which is set according to empirical fitting. For all The maximum value in For all The minimum value in .

[0011] Furthermore, the adjustment process in S54 further includes: By formula Calculate the adjusted counter-tension value at the ath monitoring after the shield machine starts construction ; in, is the preset anti-pull force value, is the preset soil layer state influence coefficient change, is the adjustment coefficient comparison table function, is an adjustment coefficient comparison table function, the value range of the adjustment coefficient comparison table function is The values ​​of have a one-to-one correspondence.

[0012] Furthermore, the adjustment process in S54 further includes: When the adjusted counter-tension value is calculated after the shield machine starts construction at the ath monitoring Then, the data is transmitted to the background management system, and based on the background management system and the data, the reaction frame is dynamically controlled to adjust the counter-tension.

[0013] Furthermore, the data collected in S51 includes: Soil cohesion, soil friction angle, soil elastic modulus, soil horizontal stress and soil vertical stress of the soil layer in front of the shield machine.

[0014] Beneficial effects of the present invention: (1) The present invention can realize the shield machine's negative ring-free starting construction by installing a reaction frame to provide reaction support for the shield machine's excavation. Then, by adjusting the reaction force of the reaction frame in combination with real-time soil data, the shield machine's reaction force adjustment can be optimized based on the degree of influence of the soil state on the shield machine's excavation. Moreover, since the reaction frame adjusts the reaction force based on the real-time posture data of the shield machine when in use, on this basis, by integrating the real-time soil data to adjust the reaction force of the reaction frame, the shield machine's reaction force can be adjusted based on multi-dimensional data, thereby optimizing the shield machine's reaction force adjustment method, so that the adjusted reaction force is more suitable for the shield machine's current excavation state.

[0015] (2) The present invention obtains a real-time soil layer state influence coefficient by combining the soil layer state data of the shield machine during the excavation process, and can analyze the real-time state of the soil layer during the excavation process of the shield machine. On this basis, the influence of the soil layer on the excavation of the shield machine can be reflected. Then, by combining the real-time soil layer state influence coefficient to calculate the change in the soil layer state influence coefficient, the soil layer state for subsequent development can be analyzed, thereby providing diversified data support for the adjustment of the counter-tension of the reaction frame to ensure the accuracy of the counter-tension adjustment result.

[0016] (3) The present invention calculates the influence coefficient of soil layer state at the ath monitoring after the shield machine starts construction. and the preset soil layer state influence coefficient threshold range By comparing, we can decide how to adjust the counter-tension of the reaction frame based on the impact of the soil state at that time point on the shield machine's excavation. And because the data is obtained based on diversified data calculations, the accuracy of the data is relatively high. Therefore, analysis based on highly accurate data can improve the accuracy of the analysis results, thereby optimizing the counter-tension adjustment method of the shield machine.

[0017] (4) The present invention uses the soil layer state influence coefficient at the ath monitoring after the shield machine starts construction and the preset soil layer state influence coefficient threshold range The comparison results and the coupling of diversified data can improve the accuracy of the counter-tension adjustment results, thereby adjusting the counter-tension of the shield machine in combination with soil data to optimize the adjustment method of the counter-tension of the shield machine. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] The application will be further described below with reference to the drawings.

[0019] Figure 1 is a flow chart of the shield tunneling machine no-negative ring counter-pulling starting construction method in the application; Figure 2 is a process flow chart of adjusting the counter-pulling force of the counter-force frame in the application. DETAILED DESCRIPTION

[0020] The technical solutions in the embodiments of the application will be apparently and completely described below with reference to the drawings in the embodiments of the application. Obviously, the described embodiments are only part of the embodiments of the application, rather than all the embodiments. Based on the embodiments in the application, all other embodiments obtained by those of ordinary skill in the art without creative labor fall within the protection scope of the application.

[0021] Please refer to Figure 1 As shown in the drawings, in one embodiment, the application provides a shield tunneling machine no-negative ring counter-pulling starting construction method, which comprises: S1: adopting the mine method to excavate the initial section of the tunnel to form a space foundation for starting of the shield tunneling machine; S2: pouring the reinforced concrete guide table along the central axis of the tunnel as the support and guide structure for initial tunneling of the shield tunneling machine; S3: installing the shield body guide device in the middle and on both sides of the guide table to realize accurate adjustment of the posture of the shield tunneling machine through the mechanical or hydraulic system; S4: hoisting the shield body of the shield tunneling machine to the guide table in sections, and moving the whole to the assembling position after assembly is completed; S5: installing the counter-force frame to provide the counter-force support for tunneling of the shield tunneling machine, and adjusting the counter-pulling force of the counter-force frame based on real-time soil data; S6: starting the shield tunneling machine to realize the alternate circulation of tunneling and supporting by cutting the soil through the cutter head and synchronously grouting to fill the gap between the shield tail; Through the above technical solution, the shield tunneling machine no-negative ring counter-pulling starting construction method provided by the embodiment first adopts the mine method to excavate the initial section of the tunnel to form a space foundation for starting of the shield tunneling machine, then pours the reinforced concrete guide table along the central axis of the tunnel as the support and guide structure for initial tunneling of the shield tunneling machine, and installs the shield body guide device in the middle and on both sides of the guide table to realize accurate adjustment of the posture of the shield tunneling machine through the mechanical or hydraulic system, subsequently hoists the shield body of the shield tunneling machine to the guide table in sections, and moves the whole to the assembling position after assembly is completed, then installs the counter-force frame to provide the counter-force support for tunneling of the shield tunneling machine, and adjusts the counter-pulling force of the counter-force frame based on real-time soil data, and finally starts the shield tunneling machine to realize the alternate circulation of tunneling and supporting by cutting the soil through the cutter head and synchronously grouting to fill the gap between the shield tail. Through such a setting, by installing a reaction frame to provide reaction support for the shield machine's excavation, the shield machine can be started without a negative ring. After that, the reaction force of the reaction frame is adjusted in combination with real-time soil data. The reaction force adjustment of the shield machine can be optimized based on the degree of influence of the soil state on the shield machine's excavation. Moreover, since the reaction frame adjusts the reaction force based on the real-time posture data of the shield machine when in use, on this basis, the reaction force of the reaction frame is adjusted by integrating real-time soil data, and the reaction force of the shield machine can be adjusted based on multi-dimensional data, thereby optimizing the reaction force adjustment method of the shield machine, so that the adjusted reaction force is more suitable for the current excavation state of the shield machine.

[0022] See also Figure 2 As shown, the process of adjusting the counter-tension of the reaction frame in S5 includes: S51: collecting soil state data of the shield machine during the tunneling process in real time through the data acquisition module, and transmitting the data to the backend; S52: by combining the real-time soil state data of the shield machine during the excavation process, the real-time soil state influence coefficient is calculated; S53: Based on the real-time soil layer state influence coefficient, analyze the impact of the real-time soil layer state on the required counter-tension force of the shield machine; S54: Based on the real-time soil layer state influence coefficient, calculate the change amount of the soil layer state influence coefficient, and adjust the counter-tension of the reaction frame based on the two sets of data; Through the above technical solution, this example provides a process for adjusting the counter-tension of the reaction frame. First, the data acquisition module collects the soil state data of the shield machine during the excavation process in real time and transmits the data to the background. Then, by combining the real-time soil state data of the shield machine during the excavation process, the real-time soil state influence coefficient is calculated. Based on the real-time soil state influence coefficient, the influence of the real-time soil state on the counter-tension required by the shield machine is analyzed. Finally, based on the real-time soil state influence coefficient, the change in the soil state influence coefficient is calculated, and the counter-tension of the reaction frame is adjusted based on the two sets of data. With such a setting, the real-time soil layer state influence coefficient is obtained by combining the soil layer state data of the shield machine during the excavation process, and the real-time state of the soil layer during the excavation process of the shield machine can be analyzed. On this basis, the influence of the soil layer on the excavation of the shield machine can be reflected. Afterwards, the change of the soil layer state influence coefficient is calculated by combining the real-time soil layer state influence coefficient, and the soil layer state for subsequent development can be analyzed, thereby providing diversified data support for the adjustment of the counter-tension force of the reaction frame to ensure the accuracy of the counter-tension adjustment result.

[0023] The calculation process in S52 includes: By formula The soil layer state influence coefficient at the a-th monitoring time after the shield machine starts construction is calculated ; Wherein, a is the monitoring of the soil layer state at any time interval after the shield machine starts construction, is the soil cohesion at the a-th monitoring time after the shield machine starts construction, is the preset soil cohesion, is the soil internal friction angle at the a-th monitoring time after the shield machine starts construction, is the preset soil internal friction angle, is the standard value of , is the soil elastic modulus at the a-th monitoring time after the shield machine starts construction, is the preset soil elastic modulus, is the standard value of , is the definition function, if , let , otherwise, let , is the soil horizontal stress at the a-th monitoring time after the shield machine starts construction, is the soil vertical stress at the a-th monitoring time after the shield machine starts construction; Through the above technical scheme, the soil layer state influence coefficient at the a-th monitoring time after the shield machine starts construction is provided , which can be calculated by the formula , wherein the formula can be calculated to obtain the soil lateral pressure coefficient at the a-th monitoring time after the shield machine starts construction. Obviously, when the soil cohesion and the soil internal friction angle at the a-th monitoring time after the shield machine starts construction are smaller, and the soil elastic modulus and the soil lateral pressure coefficient at the a-th monitoring time after the shield machine starts construction are larger, the soil layer state influence coefficient at the a-th monitoring time after the shield machine starts construction is larger, and vice versa. When the soil cohesion and the soil internal friction angle at the a-th monitoring time after the shield machine starts construction are larger, and the soil elastic modulus and the soil lateral pressure coefficient at the a-th monitoring time after the shield machine starts construction are smaller, the soil layer state influence coefficient at the a-th monitoring time after the shield machine starts construction is smaller. Through such a setting, based on the diversified data coupling analysis, accurate data support can be provided for subsequent decision-making on how to adjust the counter-tension of the shield machine, thereby improving the accuracy of the counter-tension adjustment result; Specifically, when the cohesion is higher, the soil body has sufficient shear strength, and the counter-tension required when the shield machine advances can be appropriately reduced to reduce the equipment load and energy consumption. When the cohesion is lower, the lateral restraint stiffness needs to be increased by adding a reinforcing belt or a dense support structure to prevent segment twisting or axial displacement. When the internal friction angle of the soil body is larger, the lateral earth pressure is small, the cutter head reaction torque is small when the shield machine is excavated, and the counter-tension can be appropriately reduced to reduce the equipment load. Conversely, when the internal friction angle of the soil body is small, the soil body is prone to shear failure, the cutter head reaction torque is large when the shield machine is excavated, and the counter-tension needs to be increased to enhance the lateral restraint. When the elastic modulus of the soil body is high, the soil body has small deformation, the disturbance to the surrounding soil body is small when the shield machine is excavated, the segment and the surrounding rock are in close contact, the counter-tension can be reduced, and the construction cost is optimized. Conversely, when the elastic modulus is low, the soil body is prone to creep, the disturbance to the surrounding soil body is large when the shield machine is excavated, and the counter-tension needs to be increased to compensate for long-term deformation. Finally, when the lateral pressure coefficient of the soil body is larger, the friction between the shield machine and the soil body increases significantly, and the counter-tension needs to be increased to overcome the frictional resistance. Conversely, when the frictional resistance decreases, the counter-tension can be reduced.

[0024] The analysis process in S53 includes: By comparing the soil state influence coefficient of the shield machine at the a-th monitoring time after starting construction With the preset soil state influence coefficient threshold interval The comparison is performed. If It is judged that the counter-tension of the counter-force frame needs to be increased under the influence of the soil state at the time point. If It is judged that the counter-tension of the counter-force frame does not need to be increased under the influence of the soil state at the time point. If It is judged that the counter-tension of the counter-force frame can be reduced under the influence of the soil state at the time point. Through the above technical solution, the soil state influence coefficient of the shield machine at the a-th monitoring time after starting construction Is compared with the preset soil state influence coefficient threshold interval Through this comparison method, the influence of the soil state at the time point on the shield machine excavation can be determined to adjust the counter-tension of the counter-force frame. Since the data is obtained based on diversified data calculation, the accuracy of the data is high. Therefore, based on the analysis of the data with high accuracy, the accuracy of the analysis result can be improved, thereby optimizing the adjustment mode of the counter-tension of the shield machine.

[0025] The adjustment process in S54 includes: The influence coefficient of soil layer state at the ath monitoring after the shield machine started construction was obtained by real-time calculation , establish the soil layer state influence coefficient change curve ; And through the formula Calculate the change in the soil layer state influence coefficient at the ath monitoring after the shield machine starts construction ; in, This is the first monitoring time point after the shield machine starts construction. is the ath monitoring time point after the shield machine starts construction, is the proportional coefficient, which is set according to empirical fitting. For all The maximum value in For all The minimum value in ; Through the above technical solution, this example provides the change of the soil layer state influence coefficient at the ath monitoring after the shield machine starts construction. , can be obtained by formula Obtained by calculation, obviously, this data can reflect the changing trend of the soil layer state influence coefficient from the start of shield machine construction to the ath monitoring time point. Since the soil layer state influence coefficient is analyzed based on the soil state data, the data can actually reflect the state similarity of the excavated soil from the start of shield machine construction to the first monitoring time point. Since the shield machine is located deep underground, there is a delay in the analysis and transmission of soil state data. On this basis, the change in the soil layer state influence coefficient at the ath monitoring after the shield machine construction is started is The smaller the value, the higher the similarity of the excavated soil state during the tunneling process. If the state of the subsequent excavated soil is still highly similar to the excavated soil state, the counter-tension adjustment can be made according to the real-time soil state influence coefficient. On the contrary, when the soil state influence coefficient change at the ath monitoring after the shield machine starts construction, The larger the value is, the lower the similarity of the excavated soil state during the excavation process. In this case, the similarity between the state of the subsequent excavated soil and the state of the excavated soil will be quite different. At this time, the soil layer state influence coefficient can be corrected based on the variation data before the counter-tension adjustment is performed. The adjusted counter-tension can offset the influence of data delay, thereby improving the accuracy of the counter-tension adjustment result.

[0026] The adjustment process in S54 further includes: By formula Calculate the adjusted counter-tension value at the ath monitoring after the shield machine starts construction ; in, is the preset anti-pull force value, is the preset soil layer state influence coefficient change, is the adjustment coefficient comparison table function, is an adjustment coefficient comparison table function, the value range of the adjustment coefficient comparison table function is The value of the value of the adjustment coefficient table function is one-to-one corresponding to the value of the adjustment coefficient table function. It should be noted that the value of the adjustment coefficient table function can be based on the empirical data. The impact of the numerical range on the residual voltage is obtained after deep learning model training based on a large amount of test data; Through the above technical solution, this example provides the adjusted counter-tension value at the ath monitoring after the shield machine starts construction. , can be obtained by formula By setting it up in this way, the influence coefficient of soil state at the ath monitoring after the shield machine starts construction can be obtained. and the preset soil layer state influence coefficient threshold range The comparison results and the coupling of diversified data can improve the accuracy of the counter-tension adjustment results, thereby adjusting the counter-tension of the shield machine in combination with soil data to optimize the adjustment method of the counter-tension of the shield machine.

[0027] The adjustment process in S54 further includes: When the adjusted counter-tension value is calculated after the shield machine starts construction at the ath monitoring Then, the data is transmitted to the background management system, and based on the background management system and the data, the reaction frame is dynamically controlled to adjust the counter-tension; Through the above technical solution, this example provides the adjustment process in S54. When the adjusted counter-tension value is calculated at the ath monitoring after the shield machine starts construction, After that, the data is transmitted to the background management system, and based on the background management system and the data, the reaction frame is dynamically controlled to adjust the counter-tension. By adjusting the counter-tension of the reaction frame in real time, the equipment load and energy consumption can be reduced.

[0028] The data collected in S51 include: Soil cohesion, soil friction angle, soil elastic modulus, soil horizontal stress and soil vertical stress of the soil layer in front of the shield machine; Through the above technical solution, this example provides data collected in S51, including the soil cohesion, soil internal friction angle, soil elastic modulus, soil horizontal stress, and soil vertical stress of the soil layer in front of the shield machine. The diversified data can reflect the impact of the soil state on the shield machine's counter-tension force. Based on this data, the counter-tension force can be adjusted based on multi-dimensional data fusion, thereby optimizing the counter-tension force adjustment method and improving the accuracy of the counter-tension force adjustment results.

[0029] The above is a detailed description of an embodiment of the present invention. However, the content described is only a preferred embodiment of the present invention and should not be considered to limit the scope of the present invention. All equivalent changes and improvements made within the scope of the present invention should still fall within the scope of the patent coverage of the present invention.

Claims

1. The shield machine non-negative ring reverse pulling starting construction method is characterized by: The method comprises: S1: Excavate the initial section of the tunnel using the mining method to form the spatial foundation for the shield machine to start; S2: Cast reinforced concrete guide platform along the central axis of the tunnel to serve as the support and guide structure for the initial excavation of the shield machine; S3: Shield guide devices are installed in the middle and on both sides of the guide platform to achieve precise adjustment of the shield machine posture through mechanical or hydraulic systems; S4: hoist the shield body of the shield machine onto the guide platform in sections, and after assembly is completed, move the entire machine forward to the assembly position; S5: Install reaction frames to provide reaction support for shield machine excavation and adjust the reaction force of the reaction frames based on real-time soil data; S6: Start the shield machine, cut the soil with the cutterhead and simultaneously inject grout to fill the gap at the shield tail, realizing an alternating cycle of excavation and support.

2. The shield machine negative ring-free reverse pulling initial construction method according to claim 1 is characterized in that: The process of adjusting the counter-tension of the reaction frame in S5 includes: S51: collecting soil state data of the shield machine during the tunneling process in real time through the data acquisition module, and transmitting the data to the backend; S52: by combining the real-time soil state data of the shield machine during the excavation process, the real-time soil state influence coefficient is calculated; S53: Based on the real-time soil layer state influence coefficient, analyze the impact of the real-time soil layer state on the required counter-tension force of the shield machine; S54: Based on the real-time soil layer state influence coefficient, the change amount of the soil layer state influence coefficient is calculated, and the counter-tension of the reaction frame is adjusted based on the two sets of data.

3. The shield machine negative ring-free reverse pulling starting construction method according to claim 2 is characterized in that: The calculation process in S52 includes: By formula Calculate the influence coefficient of soil state at the ath monitoring after the shield machine starts construction ; Among them, a is the monitoring of soil state at any time at fixed time intervals after the shield machine starts construction. is the soil cohesion at the ath monitoring after the shield machine starts construction, is the preset soil cohesion, is the friction angle in the soil at the ath monitoring after the shield machine starts construction, is the preset soil internal friction angle, for The standard value of is the elastic modulus of the soil at the ath monitoring after the shield machine started construction, is the preset soil elastic modulus, for The standard value of To define a function, if , then let Otherwise, let , is the horizontal stress of the soil at the ath monitoring after the shield machine starts construction, It is the vertical stress of soil at the ath monitoring after the shield machine starts construction.

4. The shield machine negative ring-free reverse pulling initial construction method according to claim 3 is characterized in that: The analysis process in S53 includes: The influence coefficient of soil state at the ath monitoring after the shield machine starts construction is calculated and the preset soil layer state influence coefficient threshold range Make a comparison; like , it is judged that under the influence of the soil state at this time point, it is necessary to increase the counter-tension of the reaction frame; like , it is judged that under the influence of the soil state at this time point, there is no need to increase the counter-tension of the reaction frame; like , it is judged that under the influence of the soil state at this time point, the counter-tension force of the reaction frame can be reduced.

5. The shield machine negative ring-free reverse pulling initial construction method according to claim 4 is characterized in that: The adjustment process in S54 includes: The influence coefficient of soil layer state at the ath monitoring after the shield machine started construction was obtained by real-time calculation , establish the soil layer state influence coefficient change curve ; And through the formula Calculate the change in the soil layer state influence coefficient at the ath monitoring after the shield machine starts construction ; in, This is the first monitoring time point after the shield machine starts construction. is the ath monitoring time point after the shield machine starts construction, is the proportional coefficient, which is set according to empirical fitting. For all The maximum value in For all The minimum value in .

6. The shield machine negative ring-free reverse pulling initial construction method according to claim 5 is characterized in that: The adjustment process in S54 further includes: By formula Calculate the adjusted counter-tension value at the ath monitoring after the shield machine starts construction ; in, is the preset anti-pull force value, is the preset soil layer state influence coefficient change, is the adjustment coefficient comparison table function, is an adjustment coefficient comparison table function, the value range of the adjustment coefficient comparison table function is The values ​​of have a one-to-one correspondence.

7. The shield machine negative ring-free reverse pulling initial construction method according to claim 6 is characterized in that: The adjustment process in S54 further includes: When the adjusted counter-tension value is calculated after the shield machine starts construction at the ath monitoring Then, the data is transmitted to the background management system, and based on the background management system and the data, the reaction frame is dynamically controlled to adjust the counter-tension.

8. The shield machine negative ring-free reverse pulling initial construction method according to claim 2 is characterized in that: The data collected in S51 include: Soil cohesion, soil friction angle, soil elastic modulus, soil horizontal stress and soil vertical stress of the soil layer in front of the shield machine.

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