A bim-based method and system for dynamically matching longitudinal stiffness of a shield tunnel

Abstract

The application relates to the technical field of shield tunnel construction, and discloses a shield tunnel longitudinal stiffness dynamic matching method and system based on BIM, which comprises the following steps: obtaining survey data of a shield tunnel stratum, and dividing the shield tunnel into soft soil areas, transition areas and rock stratum areas; based on the partition results, corresponding pull rod parameters are configured; according to the survey data, the required stiffness of the transition area and the stratum compression stiffness are determined, and the required number of pull rods is calculated in combination with the pull rod stiffness corresponding to the transition area; according to the required number of pull rods, the pull rods are uniformly arranged at the longitudinal joints of the shield tunnel segments; the pull rod stress and the stratum deformation are monitored through the pre-embedded optical fiber sensor, the pull rod stiffness is dynamically adjusted in combination with the BIM technology, and real-time matching of the pull rod stiffness and the stratum stiffness is realized. The scheme can avoid local damage caused by stiffness mismatching of a traditional rigid reinforcement system, and provides a systematic solution for longitudinal deformation control of a shield tunnel in a soft and hard uneven stratum.

Description

Technical Field

[0001] This invention belongs to the field of shield tunnel construction technology, and particularly relates to a BIM-based method and system for dynamic matching of longitudinal stiffness of shield tunnels. Background Technology

[0002] Longitudinal deformation control is a common challenge in the construction and operation of shield tunnels, especially in heterogeneous strata of soft and hard soil. Current resilient urban development trends require endowing underground infrastructure with autonomous sensing, dynamic adaptation, and damage buffering capabilities to effectively resist the risk of progressive structural failure caused by differential settlement at the interface between soft and hard strata.

[0003] Existing technologies have significant limitations: if a rigid reinforcement system is used, such as longitudinal reinforcement steel plate welding or reinforced concrete longitudinal beams, although the overall stiffness is improved, it cannot adapt to the different deformation requirements at the interface between soft and hard strata, resulting in stress concentration; if a passive anchoring is used, the traditional anchor rods are arranged at the same depth, which results in insufficient anchoring force in soft soil areas and waste of resources in rock strata areas, and lacks stiffness matching design for strata characteristics.

[0004] Therefore, there is an urgent need to develop a BIM-based method and system for dynamic matching of longitudinal stiffness in shield tunnels, which can avoid local damage caused by stiffness mismatch in traditional rigid reinforcement systems and provide a systematic solution for longitudinal deformation control of shield tunnels in uneven strata. Summary of the Invention

[0005] To address the aforementioned technical problems, this invention provides a BIM-based method and system for dynamic matching of longitudinal stiffness in shield tunnels. This method avoids localized damage caused by stiffness mismatch in traditional rigid reinforcement systems and provides a systematic solution for controlling longitudinal deformation of shield tunnels in uneven strata.

[0006] This invention provides a BIM-based method for dynamic matching of longitudinal stiffness in shield tunnels, the method comprising the following steps:

[0007] S1. Obtain the geological survey data of the shield tunnel and divide the shield tunnel into soft soil zone, transition zone and rock zone based on the survey data;

[0008] S2. Based on the zoning results of soft soil zone, transition zone and rock stratum zone, configure the corresponding tie rod parameters respectively; among which the tie rod parameters include tie rod stiffness;

[0009] S3. Based on the survey data, determine the required stiffness and formation compressibility stiffness of the transition zone;

[0010] S4. Based on the required stiffness, formation compression stiffness, and the stiffness of the single tie rod corresponding to the transition zone, calculate the required number of tie rods.

[0011] S5. Based on the required number of tie rods, evenly distribute the tie rods corresponding to the transition zone at the longitudinal joints of the shield tunnel segments in the transition zone.

[0012] S6. By monitoring the stress of the tie rod and the deformation of the stratum through pre-embedded fiber optic sensors, and combining BIM technology to dynamically adjust the stiffness of the tie rod, the real-time matching between the stiffness of the tie rod and the stiffness of the stratum is achieved.

[0013] Furthermore, in S2, the stiffness of the tie rod corresponding to the soft soil region is the first stiffness interval;

[0014] The stiffness of the tie rod corresponding to the rock strata zone is the second stiffness range;

[0015] The lower limit of the second stiffness interval is greater than the upper limit of the first stiffness interval.

[0016] Furthermore, in S2, the tie rod used in the transition zone is a layered structure of shape memory alloy and carbon fiber composite material.

[0017] Furthermore, in S2, the stiffness of the tie rod corresponding to the transition zone is from the upper limit of the first stiffness interval to the lower limit of the second stiffness interval.

[0018] Furthermore, in S4, based on the required stiffness, formation compressive stiffness, and the stiffness of the single tie rod corresponding to the transition zone, the required number of tie rods is calculated, as shown in the following expression:

[0019] ;

[0020] Where n represents the number of levers required, K reg E represents the stiffness of demand. g A g K represents the formation compressive stiffness. r This indicates the stiffness of a single tie rod.

[0021] Furthermore, following S5, it also includes:

[0022] Tie rods of the first stiffness zone are evenly arranged at the longitudinal joints of the shield tunnel segments extending a predetermined distance from the boundary between the soft soil zone and the transition zone into the soft soil zone.

[0023] Tie rods for the second stiffness zone are evenly arranged at the longitudinal joints of the shield tunnel segments extending a predetermined distance from the boundary between the rock stratum zone and the transition zone into the rock stratum zone.

[0024] Furthermore, in S6, pre-embedded fiber optic sensors monitor the stress of the tie rods and the deformation of the formation. Combined with BIM technology, the stiffness of the tie rods is dynamically adjusted to achieve real-time matching between the stiffness of the tie rods and the stiffness of the formation, including:

[0025] S61. The shield tunnel and geological zoning were modeled and arranged using BIM software.

[0026] S62. Monitor the stress of the tie rod and the deformation data of the formation by pre-embedded fiber optic sensors;

[0027] S63. Input the tie rod stress and stratum deformation data into the shield tunnel BIM model, and determine whether the deformation in the transition zone is greater than or equal to the deformation threshold. If so, calculate the required prestress of the tie rod and adjust the prestress of the tie rod; otherwise, no adjustment is required.

[0028] This invention also provides a BIM-based dynamic matching system for the longitudinal stiffness of shield tunnels, used to execute the aforementioned BIM-based dynamic matching method for the longitudinal stiffness of shield tunnels. The system includes the following modules:

[0029] The partitioning module is used to acquire the geological survey data of the shield tunnel and divide the shield tunnel into soft soil zone, transition zone and rock zone based on the survey data;

[0030] The parameter configuration module is used to configure the corresponding tie rod parameters based on the zoning results of soft soil zone, transition zone and rock zone; the tie rod parameters include tie rod stiffness.

[0031] The exploration module is used to determine the required stiffness and formation compressibility stiffness of the transition zone based on the exploration data.

[0032] The calculation module is used to calculate the required number of tie rods based on the required stiffness, the formation compression stiffness, and the stiffness of the tie rod corresponding to the transition zone.

[0033] The deployment module is used to evenly distribute the tie rods corresponding to the transition zone at the longitudinal joints of the shield tunnel segments in the transition zone according to the required number of tie rods.

[0034] The adjustment module is used to monitor the stress of the tie rod and the deformation of the formation through pre-embedded fiber optic sensors, and dynamically adjust the stiffness of the tie rod in combination with BIM technology to achieve real-time matching between the stiffness of the tie rod and the stiffness of the formation.

[0035] The embodiments of the present invention have the following technical effects:

[0036] This invention divides soft soil, transition, and rock strata zones based on geological survey data and configures tie rod parameters differently. Combining the stiffness adaptive characteristics of shape memory alloy smart tie rods in the transition zone, it solves the problems of stress concentration and passive anchoring resource mismatch in traditional rigid reinforcement systems in differential strata, enabling the tunnel's longitudinal structure to actively adapt to sudden changes in stratum stiffness. By introducing a stiffness matching formula to accurately calculate the number of tie rods in the transition zone, and through the dynamic balance between required stiffness, stratum compressive stiffness, and the stiffness of a single tie rod, it ensures that reinforcement resources are precisely deployed to deformation-sensitive sections. Finally, pre-embedded fiber optic sensors monitor tie rod stress and stratum deformation in real time, relying on B... IM technology establishes a real-time interactive channel between physical entities and digital models. By triggering a prestress adjustment mechanism through deformation threshold judgment, it enables shield tunnels to respond to and match the deformation of the strata. This method can enhance the dynamic adaptability of tunnel structures to complex strata, reduce the frequency of later maintenance interventions, extend the service life of the project, and endow underground infrastructure with autonomous perception, dynamic adjustment and damage buffering capabilities. It can effectively resist the risk of progressive structural failure caused by differential settlement at the interface between soft and hard strata, provide technical support for building resilient underground engineering with full life cycle self-adaptation, and strengthen the continuous service function and safety redundancy of urban underground space under extreme geological conditions. Attached Figure Description

[0037] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0038] Figure 1 This is a flowchart of a BIM-based dynamic matching method for the longitudinal stiffness of a shield tunnel, provided in an embodiment of the present invention.

[0039] Figure 2 This is a schematic diagram of the tie rod arrangement position at the longitudinal joint of the shield tunnel segment provided in an embodiment of the present invention;

[0040] Figure 3 This is a structural schematic diagram of a BIM-based shield tunnel longitudinal stiffness dynamic matching system provided in an embodiment of the present invention. Detailed Implementation

[0041] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be clearly and completely described below. Obviously, the described embodiments are only a part of the embodiments of this invention, and not all of them. Based on the embodiments of this invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this invention.

[0042] This invention provides a BIM-based method for dynamic matching of longitudinal stiffness in shield tunnels. Figure 1 This is a flowchart of a BIM-based dynamic matching method for the longitudinal stiffness of a shield tunnel, provided by an embodiment of the present invention. Figure 2 This is a schematic diagram of the tie rod placement at the longitudinal joint of the shield tunnel segment provided in an embodiment of the present invention (the red line segment in the diagram indicates the tie rod placement position). See also... Figure 1 and Figure 2 The method includes the following steps:

[0043] S1. Obtain the geological survey data of the shield tunnel and divide the shield tunnel into soft soil zone, transition zone and rock zone based on the survey data.

[0044] This zoning method relies on parameters such as soil type, density, and bearing capacity from the survey data. It uses a spatial interpolation algorithm to determine the boundary range of each zone, providing a basis for subsequent tie rod stiffness configuration. The transition zone is the area between the soft soil zone and the rock strata zone.

[0045] S2. Based on the zoning results of soft soil zone, transition zone and rock stratum zone, configure the corresponding tie rod parameters respectively.

[0046] The tie rod parameters include stiffness and deformation capacity. Low-stiffness materials are used in soft soil areas, with a stiffness range sufficient to accommodate large deformation requirements; high-stiffness materials are selected in rock strata areas to suppress structural settlement caused by ground compression. The transition zone, a key area at the interface between soft and hard strata, is equipped with intelligent tie rods with adjustable stiffness characteristics. These rods achieve stiffness gradient changes through a phase transition mechanism, automatically adjusting their mechanical properties in response to changes in external stress.

[0047] In some embodiments, the stiffness of the tie rod corresponding to the soft soil region is the first stiffness range, and the corresponding tie rod deformation capacity is the high deformation capacity.

[0048] The stiffness of the tie rod corresponding to the rock strata zone is in the second stiffness range, and the corresponding deformation capacity of the tie rod is low deformation capacity.

[0049] The lower limit of the second stiffness interval is greater than the upper limit of the first stiffness interval.

[0050] For example, the control effect of different stiffness parameters on the deformation of soft soil can be analyzed by finite element simulation, and the lower and upper limits of different stiffness ranges can be determined in the end.

[0051] For example, the first stiffness range can be set to 5-8 kN / mm, and the corresponding rod deformation capacity is set to ±15 mm; the second stiffness range can be set to 25-40 kN / mm, and the corresponding rod deformation capacity is set to ±2 mm.

[0052] In some embodiments, the tie rods used in the transition zone are layered structures of shape memory alloy and carbon fiber composite materials to achieve adaptive stiffness changes. The formation stiffness in the transition zone exhibits nonlinear variation characteristics, requiring dynamic adjustment of stiffness through shape memory alloy (SMA) smart tie rods. SMA materials have phase transformation properties, and their stiffness can undergo reversible changes under external stress, thereby forming a buffer between the stiffness differences between the soft soil zone and the rock strata zone.

[0053] In some embodiments, the stiffness of the tie rod corresponding to the transition zone is from the upper limit of the first stiffness interval to the lower limit of the second stiffness interval; for example, the stiffness of the tie rod corresponding to the transition zone can be set to 8-25 kN / mm. Specifically, the upper limit of the tie rod stiffness interval of the transition zone is taken as the upper limit of the first stiffness interval, and the lower limit is taken as the lower limit of the second stiffness interval, ensuring that the stiffness range of the transition zone covers the stiffness characteristics of the adjacent area and avoiding stress concentration problems caused by abrupt changes in stiffness.

[0054] S3. Based on the survey data, determine the required stiffness and formation compressibility stiffness of the transition zone.

[0055] S4. Based on the required stiffness, formation compression stiffness, and the stiffness of the single tie rod corresponding to the transition zone, calculate the required number of tie rods.

[0056] In some embodiments, the stiffness matching calculation formula is as follows:

[0057] ;

[0058] Therefore, the expression for the required number of levers can be derived as follows:

[0059] ;

[0060] Where n represents the number of levers required, K reg E represents the stiffness of demand. g A g K represents the formation compressive stiffness. r This represents the stiffness of a single tie rod, which is a pre-set stiffness. The required stiffness K is also specified. eg The model is derived from a formation deformation prediction model. Based on parameters such as soil elastic modulus, Poisson's ratio, and shear strength from exploration data, this model analyzes the deformation trend of the transition zone through finite element simulation. Formation compressive stiffness E... g A g This is obtained through inversion of exploration data, reflecting the stiffness characteristics of the strata under compressive loads.

[0061] S5. Based on the required number of tie rods, evenly distribute the tie rods corresponding to the transition zone at the longitudinal joints of the shield tunnel segments in the transition zone.

[0062] In some embodiments, after S5, the following steps are also included:

[0063] Tie rods of the first stiffness zone are evenly arranged at the longitudinal joints of the shield tunnel segments extending a predetermined distance from the boundary between the soft soil zone and the transition zone into the soft soil zone.

[0064] Tie rods for the second stiffness zone are evenly arranged at the longitudinal joints of the shield tunnel segments extending a predetermined distance from the boundary between the rock strata zone and the transition zone into the rock strata zone; the predetermined distance can be set according to the actual situation.

[0065] During the installation process, the tie rods in the transition zone are arranged along the longitudinal joints of the segments according to the principle of uniform spacing to ensure the continuity of longitudinal stiffness transmission. At the same time, tie rods of the first stiffness interval are extended at the boundary between the soft soil zone and the transition zone, and tie rods of the second stiffness interval are extended at the boundary between the rock stratum zone and the transition zone to form a stiffness gradient transition zone and avoid stress concentration caused by abrupt changes in stiffness.

[0066] S6. By monitoring the stress of the tie rod and the deformation of the stratum through pre-embedded fiber optic sensors, and combining BIM technology to dynamically adjust the stiffness of the tie rod, the real-time matching between the stiffness of the tie rod and the stiffness of the stratum is achieved.

[0067] In some embodiments, S6 specifically includes the following sub-steps:

[0068] S61. The shield tunnel and geological zoning were modeled and arranged using BIM software.

[0069] First, a 3D digital model of the shield tunnel and its geological zoning is constructed using BIM software, integrating information such as tie rod placement, material properties, and geological zoning into the model. This model, as a digital twin of the physical structure, can synchronously map the structural state during both the actual construction and operation phases, providing a data foundation for subsequent dynamic adjustments.

[0070] S62. Monitor the stress of the tie rod and the deformation data of the formation by pre-embedded fiber optic sensors.

[0071] Fiber optic sensors are pre-embedded along the longitudinal joints of the tie rods at the segment joints, covering key areas in the transition zone and adjacent soft soil and rock strata. The sensor network uses distributed sensing technology to collect real-time stress distribution data of the tie rods while simultaneously monitoring ground deformation. Stress data reflects the current load state of the tie rods, while deformation data characterizes the trend of ground compression or expansion. The monitoring system uploads data to the BIM platform via a wireless transmission module, ensuring real-time synchronization between the physical structure and the digital model.

[0072] S63. Input the tension rod stress and stratum deformation data into the shield tunnel BIM model and determine whether the deformation in the transition zone is greater than or equal to the deformation threshold.

[0073] If so, calculate the required prestress of the tie rod and adjust the prestress of the tie rod accordingly; otherwise, no adjustment is needed.

[0074] The BIM model's built-in analysis algorithm compares the collected stress and deformation data with preset deformation thresholds. When monitoring data shows that the deformation in the transition zone exceeds the threshold, the system automatically triggers a stiffness adjustment procedure. At this time, the required stiffness (K) calculated based on the survey data... eg ) and formation compressive stiffness (E) g A g The difference between the required stiffness and the formation compressive stiffness is used as an input parameter, and the required adjustment amount of the prestress of the tie rod is determined by the stiffness balance formula. The formula is established based on the principle of stiffness superposition, which transforms the difference between the required stiffness and the formation compressive stiffness into a prestress correction coefficient. This coefficient directly affects the phase transformation ratio of the shape memory alloy (SMA) smart tie rod, thereby giving its required stiffness characteristics.

[0075] The longitudinal stiffness of a shield tunnel mainly comprises two aspects: the stiffness of the shield segments themselves and the joint stiffness. Once the shield segments are installed, their stiffness cannot be adjusted. Therefore, the longitudinal stiffness of the shield tunnel can only be adjusted by influencing the stiffness of the joints. Factors affecting joint stiffness include bending moment and joint rotation angle. The joint stiffness can be obtained by differentiating the bending moment with respect to the joint rotation angle. Increasing the stress in the tie rods can reduce the joint rotation angle; that is, by reducing the joint opening, the joint rotation angle is reduced, thereby increasing the joint stiffness and thus improving the longitudinal stiffness of the shield tunnel. Conversely, decreasing the stress in the tie rods can decrease the longitudinal stiffness of the shield tunnel.

[0076] This invention divides soft soil, transition, and rock strata zones based on geological survey data and configures tie rod parameters differently. Combining the stiffness adaptive characteristics of shape memory alloy smart tie rods in the transition zone, it solves the problems of stress concentration and passive anchoring resource mismatch in traditional rigid reinforcement systems in differential strata, enabling the tunnel's longitudinal structure to actively adapt to sudden changes in stratum stiffness. By introducing a stiffness matching formula to accurately calculate the number of tie rods in the transition zone, and through the dynamic balance between required stiffness, stratum compressive stiffness, and the stiffness of a single tie rod, it ensures that reinforcement resources are precisely deployed to deformation-sensitive sections. Finally, pre-embedded fiber optic sensors monitor tie rod stress and stratum deformation in real time, relying on B... IM technology establishes a real-time interactive channel between physical entities and digital models. By triggering a prestress adjustment mechanism through deformation threshold judgment, it enables shield tunnels to respond to and match the deformation of the strata. This method can enhance the dynamic adaptability of tunnel structures to complex strata, reduce the frequency of later maintenance interventions, extend the service life of the project, and endow underground infrastructure with autonomous perception, dynamic adjustment and damage buffering capabilities. It can effectively resist the risk of progressive structural failure caused by differential settlement at the interface between soft and hard strata, provide technical support for building resilient underground engineering with full life cycle self-adaptation, and strengthen the continuous service function and safety redundancy of urban underground space under extreme geological conditions.

[0077] This invention also provides a BIM-based dynamic matching system for the longitudinal stiffness of shield tunnels, used to execute the aforementioned BIM-based dynamic matching method for the longitudinal stiffness of shield tunnels. Figure 3 This is a structural schematic diagram of a BIM-based shield tunnel longitudinal stiffness dynamic matching system provided in an embodiment of the present invention. See also... Figure 3 The system includes the following modules:

[0078] The partitioning module is used to acquire the geological survey data of the shield tunnel and divide the shield tunnel into soft soil zone, transition zone and rock zone based on the survey data;

[0079] The parameter configuration module is used to configure the corresponding tie rod parameters based on the zoning results of soft soil zone, transition zone and rock zone; the tie rod parameters include tie rod stiffness.

[0080] The exploration module is used to determine the required stiffness and formation compressibility stiffness of the transition zone based on the exploration data.

[0081] The calculation module is used to calculate the required number of tie rods based on the required stiffness, the formation compression stiffness, and the stiffness of the tie rod corresponding to the transition zone.

[0082] The deployment module is used to evenly distribute the tie rods corresponding to the transition zone at the longitudinal joints of the shield tunnel segments in the transition zone according to the required number of tie rods.

[0083] The adjustment module is used to monitor the stress of the tie rod and the deformation of the formation through pre-embedded fiber optic sensors, and dynamically adjust the stiffness of the tie rod in combination with BIM technology to achieve real-time matching between the stiffness of the tie rod and the stiffness of the formation.

[0084] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the technical solutions of the embodiments of the present invention.

Claims

1. A BIM-based dynamic matching method for the longitudinal stiffness of shield tunnels, characterized in that, The method includes the following steps: S1. Obtain the geological survey data of the shield tunnel, and divide the shield tunnel into soft soil zone, transition zone and rock zone based on the survey data; S2. Based on the zoning results of the soft soil zone, the transition zone, and the rock stratum zone, configure the corresponding tie rod parameters for each zone; wherein the tie rod parameters include the tie rod stiffness. S3. Based on the survey data, determine the required stiffness and formation compressibility stiffness of the transition zone; S4. Based on the required stiffness, the formation compressibility stiffness, and the stiffness of the single tie rod corresponding to the transition zone, calculate the required number of tie rods; the expression is as follows: ； Where n represents the number of levers required, K reg E represents the stiffness of demand. g A g K represents the formation compressive stiffness. r This indicates the stiffness of a single tie rod. S5. According to the required number of tie rods, evenly arrange the tie rods corresponding to the transition zone at the longitudinal joints of the shield tunnel segments in the transition zone; S6. By monitoring the stress of the tie rod and the deformation of the stratum through pre-embedded fiber optic sensors, and combining BIM technology to dynamically adjust the stiffness of the tie rod, the real-time matching between the stiffness of the tie rod and the stiffness of the stratum is achieved.

2. The method for dynamic matching of longitudinal stiffness of shield tunnels based on BIM according to claim 1, characterized in that, In S2, the stiffness of the tie rod corresponding to the soft soil area is the first stiffness range; The stiffness of the tie rod corresponding to the rock strata region is the second stiffness range; The lower limit of the second stiffness interval is greater than the upper limit of the first stiffness interval.

3. The BIM-based dynamic matching method for longitudinal stiffness of shield tunnels according to claim 2, characterized in that, In S2, the tie rod used in the transition zone is a layered structure of shape memory alloy and carbon fiber composite material.

4. The BIM-based dynamic matching method for longitudinal stiffness of shield tunnels according to claim 3, characterized in that, In S2, the stiffness of the tie rod corresponding to the transition zone is from the upper limit of the first stiffness interval to the lower limit of the second stiffness interval.

5. The BIM-based dynamic matching method for longitudinal stiffness of shield tunnels according to claim 1, characterized in that, Following S5, it also includes: Tie rods of the first stiffness range are evenly arranged at the longitudinal joints of the shield tunnel segments extending a predetermined distance from the boundary between the soft soil area and the transition area into the soft soil area. Tie rods of the second stiffness zone are evenly arranged at the longitudinal joints of the shield tunnel segments extending a predetermined distance from the boundary between the rock stratum zone and the transition zone into the rock stratum zone.

6. The BIM-based dynamic matching method for longitudinal stiffness of shield tunnels according to claim 1, characterized in that, In step S6, the stress of the tie rod and the deformation of the formation are monitored by pre-embedded fiber optic sensors, and the stiffness of the tie rod is dynamically adjusted in combination with BIM technology to achieve real-time matching between the stiffness of the tie rod and the stiffness of the formation, including: S61. The shield tunnel and geological zoning were modeled and arranged using BIM software. S62. Monitor the stress of the tie rod and the deformation data of the formation by pre-embedded fiber optic sensors; S63. Input the stress of the tie rod and the deformation data of the stratum into the shield tunnel BIM model, and determine whether the deformation of the transition zone is greater than or equal to the deformation threshold; if so, calculate the required prestress of the tie rod and adjust the prestress of the tie rod; otherwise, no adjustment is required.

7. A BIM-based dynamic matching system for the longitudinal stiffness of a shield tunnel, used to execute the BIM-based dynamic matching method for the longitudinal stiffness of a shield tunnel as described in any one of claims 1-6, characterized in that, The system includes the following modules: The partitioning module is used to acquire the exploration data of the strata of the shield tunnel and divide the shield tunnel into soft soil zone, transition zone and rock strata zone based on the exploration data; The parameter configuration module is used to configure corresponding tie rod parameters based on the zoning results of the soft soil zone, the transition zone, and the rock stratum zone; wherein the tie rod parameters include tie rod stiffness. The exploration module is used to determine the required stiffness and formation compressibility stiffness of the transition zone based on the exploration data. The calculation module is used to calculate the required number of tie rods based on the required stiffness, the formation compression stiffness, and the tie rod stiffness of the single tie rod corresponding to the transition zone. The deployment module is used to evenly arrange the tie rods corresponding to the transition zone at the longitudinal joints of the shield tunnel segments in the transition zone according to the required number of tie rods. The adjustment module is used to monitor the stress of the tie rod and the deformation of the formation through pre-embedded fiber optic sensors, and dynamically adjust the stiffness of the tie rod in combination with BIM technology to achieve real-time matching between the stiffness of the tie rod and the stiffness of the formation.

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