Design method and system of combined subsidence suppression device for ground beam tie rods in shallow tunnels

Abstract

The present invention discloses a design method and system for a combined anti-sinking device for a ground beam tie rod of a shallow tunnel. The mechanical model of the combined anti-sinking device is constructed and the initial state parameters of the mechanical model are determined. The deformation of each ground beam anchor point, each ground tie rod and each arch anchor point in the mechanical model are calculated and judged whether the deformation of each ground tie rod, the ground beam anchor point connected thereto and the arch anchor point connected thereto are coordinated. If the deformation is judged to be uncoordinated, the state parameters of the mechanical model are adjusted until the deformation of each ground tie rod, the ground beam anchor point connected thereto and the arch anchor point connected thereto are coordinated in the mechanical model after the state parameters are adjusted. The combined anti-sinking device designed by the present invention can not only improve the load-bearing and anti-sinking capacity of the lining arch through the support structure composed of the ground beam and the ground tie rod, but also has higher stability and safety when applied due to the coordinated deformation.

Description

Technical Field

[0001] The invention relates to the technical field of civil engineering tunnel design and construction, and in particular to a design method and system for a combined sinking suppression device for a ground beam tie rod of a shallow tunnel. Background Art

[0002] At present, shallow buried tunnel settlement is mostly controlled by grouting reinforcement and strengthening support structures from inside the tunnel. However, the in-tunnel construction measures are limited to the reinforcement area outside the tunnel excavation outline, and cannot fully exert the bearing capacity of the overlying soil on the vault. Therefore, it is necessary to develop a support structure that fully exerts the bearing capacity of the overlying soil layer. Summary of the invention

[0003] The present invention provides a design method and system for a shallow tunnel ground beam tie rod combined with a settlement suppression device, which is used to solve the technical problems that the existing shallow tunnel settlement method has a limited reinforcement area outside the tunnel excavation contour and cannot fully exert the bearing capacity of the overlying soil on the arch.

[0004] In order to solve the above technical problems, the technical solution proposed by the present invention is:

[0005] A design method for a shallow tunnel ground beam tie rod combined with a subsidence suppression device comprises the following steps:

[0006] A mechanical model of the combined subsidence suppression device is constructed, and initial state parameters of the mechanical model are determined; the mechanical model comprises a plurality of ground beams arranged along the length direction of the tunnel and loaded on the surface of the overlying soil layer, the length of each beam being not less than the width of the lining arch frame in the tunnel, and a plurality of ground tie rods penetrating the overlying soil layer and connected to the lining arch frame are arranged along the length direction of each beam;

[0007] Under the initial state parameters, calculating the deformation of each ground beam anchor point, the deformation of each ground tie rod and the deformation at each arch anchor point in the mechanical model;

[0008] According to the deformation of each ground tie rod, the deformation of the ground beam anchor point connected to it and the deformation of the arch frame anchor point connected to it, it is judged whether the deformation of each ground tie rod, the ground beam anchor point connected to it and the arch frame anchor point connected to it are coordinated; if it is judged that the deformation is not coordinated, the state parameters of the mechanical model are adjusted until the deformation of each ground tie rod, the ground beam anchor point connected to it and the arch frame anchor point connected to it in the mechanical model after the state parameters are adjusted is coordinated.

[0009] Preferably, judging whether the deformation of each ground tie rod, the ground beam anchor point connected thereto and the arch frame anchor point connected thereto are coordinated according to the deformation of each ground tie rod, the deformation of the ground beam anchor point connected thereto and the deformation of the arch frame anchor point connected thereto, specifically comprises the following steps:

[0010] For any i-th ground tie rod:

[0011] Calculate the sum of the deformation of the ith ground tie rod and the deformation of the ground beam anchor point connected thereto, and calculate the relative difference between the sum of the deformations and the deformation at the corresponding arch anchor point;

[0012] Determine whether the relative difference is less than the calibrated limit:

[0013] If the relative difference is less than the limit difference, it is judged that the deformations of the i-th ground tie rod, the ground beam anchor point connected to it and the arch frame anchor point connected to it are coordinated; if the relative difference is not less than the limit difference, it is judged that the deformations of the i-th ground tie rod, the ground beam anchor point connected to it and the arch frame anchor point connected to it are unbalanced.

[0014] Preferably, the relative difference is calculated by the following formula:

[0015]

[0016] In the formula, K i is the relative difference corresponding to the i-th ground tie rod, S Bi is the deformation of the anchor point of the ground beam connected to the i-th ground tie rod; S Pi is the deformation of the ith ground tie rod; S Ti is the deformation at the anchor point of the arch connected to the i-th ground tie rod.

[0017] Preferably, the state parameters include the reaction force at the base of the ground beam, the tension of the ground tie rod, and the geotechnical pressure of the arch top at the arch anchor point; if it is determined that the deformation is not coordinated, the state parameters of the mechanical model are adjusted, specifically including the following steps:

[0018] Determine whether the relative difference is less than 0:

[0019] If the relative difference is less than 0, the state parameters of the mechanical model are adjusted according to the following rules:

[0020] A1. Increase the tension of the ground tie rod and partially increase the reaction force at the base of the corresponding ground beam:

[0021] Among them, the maximum value of the tension of the ground tie rod is:

[0022] Where ΔTi is the tension adjustment value of the i-th tie rod; Ti is the tension of the i-th tie rod; q T is the soil pressure distribution at the top of the tunnel; l′ Ti is the local adjustment range of the tunnel top soil pressure corresponding to the i-th ground tie rod;

[0023]

[0024] L′1+L2+L3+L4+L5+,...,+L n +L′ n+1 =B

[0025] Where L′1 is the horizontal distance between the first ground tie rod and the nearest ground beam end surface, L′ n+1 is the horizontal distance between the nth ground tie rod and the nearest ground beam end face; n is the total number of ground tie rods; L i is the horizontal distance between the ith ground tie rod and the i-1th ground tie rod; B is the maximum width of the tunnel excavation profile;

[0026] The maximum value of the reaction force at the base of the ground beam is:

[0027] In the formula, Δq Gi is the reaction force adjustment value at the base of the ground beam corresponding to the i-th tie rod; ΔT i is the tension adjustment value of the i-th tie rod; l′ Gi is the local adjustment range of the reaction force at the base of the ground beam corresponding to the i-th tie rod;

[0028]

[0029] The local adjustment range of the reaction force at the base of the ground beam is l' Gi ;

[0030] The parameters on the right side of the equal sign in formulas (2) and (3) are the results of the last iteration.

[0031] B1. Increase the tension of the ground tie rod and locally reduce the arch top rock and soil pressure at the corresponding arch anchor point:

[0032] The maximum tension adjustment value of the ground tie rod is:

[0033]

[0034] The minimum value of the arch top rock and soil pressure at the arch anchor point is:

[0035] Δq Ti is the reduced value of the geotechnical pressure at the arch anchor point corresponding to the i-th tie rod; l′ Ti is the local adjustment range of the reaction force at the tunnel top corresponding to the i-th tie rod;

[0036] The local adjustment range of the reaction force at the tunnel top is l′ Ti ;

[0037] The parameters on the right side of the equal sign in formulas (4) and (5) are the results of the last calculation in the iterative calculation;

[0038] If the relative difference is greater than 0, the parameters of the mechanical model are adjusted according to the following rules:

[0039] A2. Reduce the tension of the ground tie rod and partially reduce the reaction force at the base of the corresponding ground beam;

[0040] The minimum tension value of the ground tie rod is:

[0041]

[0042] The minimum reaction force at the base of the ground beam is:

[0043]

[0044] The local adjustment range of the reaction force at the base of the ground beam is l' Gi ;

[0045] The parameters on the right side of the equal sign in formulas (7) and (8) are the results of the last calculation in the iterative calculation;

[0046] B2. Reduce the tension of the ground tie rod and locally increase the arch top rock and soil pressure at the corresponding arch anchor point:

[0047] The maximum tension adjustment value of the ground tie rod is:

[0048] The minimum value of the arch top rock and soil pressure at the arch anchor point is:

[0049] The local adjustment range of the reaction force at the tunnel top is l′ Ti ;

[0050] The parameters on the right side of the equal sign in formulas (9) and (10) are the results of the last calculation in the iterative calculation.

[0051] Preferably, the initial state parameters of the mechanical model are determined as follows:

[0052] Assuming that the tie rods and ground beams are not subjected to stress, the overburden pressure on the arch is calculated according to the shallow buried tunnel and used as the initial state value.

[0053] Preferably, the deformation of each ground beam anchor point, the deformation of each ground tie rod and the deformation at each arch anchor point in the mechanical model are calculated under the initial state parameters, specifically as follows:

[0054] The “elastic foundation beam method” is used to calculate the deformation of each ground beam anchor point; the material mechanics method is used to calculate the deformation of each tie rod; and the “direct stiffness method” is used to calculate the deformation at each arch anchor point.

[0055] A computer system comprises a memory, a processor and a computer program stored in the memory and executable on the processor, wherein the steps of the above method are implemented when the processor executes the computer program.

[0056] The present invention has the following beneficial effects:

[0057] 1. The design method and system of the combined anti-settling device of the ground beam tie rod of the shallow buried tunnel in the present invention aims to improve the load-bearing capacity of the lining arch frame, construct a mechanical model of the combined anti-settling device, determine the preliminary state parameters, and simulate and calculate the deformation of the ground tie rods, arch frame anchor points, and ground beam anchor points in the mechanical model under the preliminary state parameters to determine whether the deformations of the ground tie rods, arch frame, and ground beam in the mechanical model are coordinated in this state. If not, the parameters in the mechanical model are optimized until the deformations of the ground tie rods, arch frame, and ground beam are coordinated, so that the designed combined anti-settling device can not only improve the load-bearing capacity and anti-settling capacity of the lining arch frame through the support structure composed of the ground beam and the ground tie rod, but also has higher stability and safety when used due to the coordinated deformation.

[0058] 2. In the preferred embodiment, the present invention determines the correct parameter adjustment direction of model optimization based on the relative difference of the iterative solution of the specified deformation coordination equation and the positive or negative value of the relative difference, and then adjusts the model parameters according to the correct parameter adjustment direction, which can greatly improve the speed of optimizing the model.

[0059] In addition to the above-described purposes, features and advantages, the present invention has other purposes, features and advantages. The present invention will be further described in detail below with reference to the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0060] The drawings constituting a part of this application are used to provide a further understanding of the present invention. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute an improper limitation of the present invention. In the drawings:

[0061] Figure 1 It is the mechanical model of the combined sedimentation suppression device in the present invention;

[0062] Figure 2 It is a deformation relationship diagram of the ground beam, ground beam and ground tie rod of the combined subsidence suppression device in the present invention;

[0063] Figure 3 It is an initial state diagram of the mechanical model of the combined sedimentation suppression device in the present invention;

[0064] Figure 4 It is a schematic diagram of adjusting the mechanical model when the relative difference is less than 0 in the present invention;

[0065] Figure 5This is a schematic diagram of the mechanical model adjustment when the relative difference is greater than 0 in the present invention.

[0066] Labels in the figure: 1. Ground beam; 2. Arch frame; 3. Ground tie rod; DETAILED DESCRIPTION

[0067] The embodiments of the present invention are described in detail below with reference to the accompanying drawings, but the present invention can be implemented in many different ways as defined and covered by the claims.

[0068] Embodiment 1:

[0069] This embodiment discloses a design method for a combined sinking suppression device for a shallow tunnel beam tie rod, comprising the following steps:

[0070] S1: constructing a mechanical model of the combined sedimentation suppression device and determining initial state parameters of the mechanical model;

[0071] like Figure 1 and Figure 2 As shown, the mechanical model includes multiple ground beams 1 arranged along the length direction of the tunnel and loaded on the surface of the overlying soil layer. The length of each beam 1 is not less than the width of the lining ground beam 1 in the tunnel. Each beam 1 is provided with 5 ground tie rods 3 passing through the overlying soil layer and connected to the lining arch 2 along its length direction.

[0072] like Figure 3 As shown, determining the initial state parameters of the mechanical model includes:

[0073] S1-1: Determine the applicable conditions based on the application scenario of the mechanical model:

[0074] h a ≤H<2.5h a ; Among them, h a =0.45×2 s-1 ω; Among them, S is the grade of the surrounding rock layer; H is the depth of the overlying rock and soil from the tunnel excavation crown to the surface; B is the maximum width of the tunnel excavation profile; h a is the vertical load calculation height of the deep buried tunnel; ω is the width influence coefficient; i is the rate of change of surrounding rock pressure with width;

[0075]

[0076] Where θ is the friction angle of the overlying rock and soil on the tunnel top; is the friction angle of rock and soil layer;

[0077] S1-2: Assume that the tie rod and ground beam 1 are not subjected to stress, the base reaction force of ground beam 1 and the internal force of the tie rod are both 0, that is, the base reaction force of ground beam 1 q G =0, T i=0, calculate the overburden pressure on the vault as a shallow tunnel:

[0078]

[0079]

[0080]

[0081] Among them, λ is the lateral pressure coefficient; β is the rock and soil rupture angle when the tunnel side wall has the maximum thrust.

[0082] S2: Under the initial state parameters, calculate the deformation of each anchor point of the ground beam 1, the deformation of each ground tie rod 3 and the deformation at the anchor point of each arch frame 2 in the mechanical model;

[0083] S2-1: Use the "elastic foundation beam method" to calculate the deformation S of each anchor point of the foundation beam 1 Bi ;

[0084] Initial state q G =0, then S Bi =0;

[0085] S2-2: Use "Hooke's Theorem" to calculate the deformation S of each ground tie rod Pi ;

[0086] Wherein, E is the elastic modulus of the ground tie rod 3, and A is the cross-sectional area of ​​the ground tie rod 3;

[0087] Initial state q G =0, then T i =0, then S Pi =0;

[0088] S2-3: Use the “direct stiffness method” to calculate the deformation S at each arch 2 anchor point Ti ;

[0089] In the initial state, S Ti Calculate it according to steps S1-S2.

[0090] In this embodiment, the calculation of the deformation amount is not limited to the method provided in the present invention, and other calculation methods in the prior art that can calculate the deformation amount may also be used.

[0091] S3: Determine whether the deformation of each ground tie rod 3, the anchor point of the ground beam 1 connected thereto and the anchor point of the arch frame 2 connected thereto are coordinated according to the deformation of each ground tie rod 3, the deformation of the anchor point of the ground beam 1 connected thereto and the deformation of the anchor point of the arch frame 2 connected thereto; if it is determined that the deformation is not coordinated, adjust the state parameters of the mechanical model until the deformation of each ground tie rod 3, the anchor point of the ground beam 1 connected thereto and the anchor point of the arch frame 2 connected thereto are coordinated in the mechanical model after the state parameters are adjusted.

[0092] S3-1: Calculate the sum of the deformation of the i-th ground tie rod 3 and the deformation of the anchor point of the ground beam 1 connected thereto, and calculate the relative difference between the sum of the deformation and the deformation at the corresponding anchor point of the arch frame 2;

[0093] The relative difference is calculated by the following formula:

[0094]

[0095] In the formula, K i is the relative difference corresponding to the i-th ground tie rod 3, S Bi is the deformation of the anchor point of the ground beam 1 connected to the i-th ground tie rod 3; S Pi is the deformation of the i-th ground tie rod 3; S Ti is the deformation at the anchor point of the arch 2 connected to the i-th ground tie rod 3.

[0096] S3-2: Determine whether the relative difference is less than the calibrated limit difference:

[0097] If the relative difference is less than the limit difference, it is judged that the deformations of the i-th ground tie rod 3, the anchor point of the ground beam 1 connected thereto and the anchor point of the arch frame 2 connected thereto are coordinated; if the load distribution is reasonable, the ground beam 1 is designed according to the "elastic foundation beam method", the tie rod is designed using the "Hooke's theorem", and the arch frame 2 and the relevant parameters of the shotcrete are designed using the "direct stiffness method".

[0098] If the relative difference is less than the limit difference, it is judged that the deformation is not coordinated, and the internal force of the tie rod and the local base reaction force of the ground beam 1 are reduced (increased) to obtain a new base load distribution; the load in the local range of the top of the arch frame 2 is increased (reduced).

[0099] When judging the incoordination of deformation, the following steps are specifically included:

[0100] like Figure 4 As shown, if the relative difference is less than 0, the state parameters of the mechanical model are adjusted according to the following rules:

[0101] A1. Increase the tension of the ground tie rod 3 and partially increase the reaction force at the base of the corresponding ground beam 1:

[0102] The maximum tension value of the ground tie rod 3 is:

[0103] Where, ΔTi is the tension adjustment value of the i-th ground tie rod 3; Ti is the tension of the i-th ground tie rod 3; q T is the earth pressure distribution at the top of the tunnel; is the local adjustment range of the tunnel top soil pressure corresponding to the i-th ground tie rod 3;

[0104]

[0105] L′1+L2+L3+L4+L5+,...,+L n +L′ n1 =B

[0106] Where L′1 is the horizontal distance between the first ground tie rod and the nearest ground beam end surface, L′ n+1 is the horizontal distance between the nth ground tie rod and the nearest ground beam end face; n is the total number of ground tie rods; L i is the horizontal distance between the ith ground tie and the i-1th ground tie; B is the maximum width of the tunnel excavation profile; the maximum value of the reaction force at the base of the ground beam 1 is:

[0107] In the formula, Δq Gi is the reaction force adjustment value at the base of the ground beam corresponding to the i-th tie rod; ΔT i is the tension adjustment value of the i-th tie rod; l′ Gi is the local adjustment range of the reaction force at the base of the ground beam corresponding to the i-th tie rod;

[0108]

[0109] The local adjustment range of the reaction force at the base of the ground beam 1 is l' Gi ;

[0110] The parameter on the right side of the equal sign in the above formula adopts the result of the last calculation in the iterative calculation;

[0111] B1. Increase the tension of the ground tie rod 3 and locally reduce the arch top rock and soil pressure at the corresponding anchor point of the arch frame 2:

[0112] The maximum tension value of the ground tie rod 3 is:

[0113]

[0114] The reduced value of the arch top rock and soil pressure at the anchor point of arch frame 2 is:

[0115] is the reduced value of the geotechnical pressure at the arch top anchor point 2 corresponding to the i-th tie rod; l′ Tiis the local adjustment range of the reaction force at the tunnel top corresponding to the i-th tie rod;

[0116] The local adjustment range of the reaction force at the tunnel top is l′ Ti ;

[0117] The parameter on the right side of the equal sign in the above formula adopts the result of the last calculation in the iterative calculation;

[0118] like Figure 5 As shown, if the relative difference is greater than 0, the parameters of the mechanical model are adjusted according to the following rules:

[0119] A2. Reduce the tension of the ground tie rod 3 and partially reduce the reaction force at the base of the corresponding ground beam 1;

[0120] The minimum tension value of the ground tie rod 3 is:

[0121]

[0122] The minimum reaction force at the base of ground beam 1 is:

[0123]

[0124] The local adjustment range of the reaction force at the base of the ground beam 1 is l' Gi ;

[0125] The parameter on the right side of the equal sign in the above formula adopts the result of the last calculation in the iterative calculation;

[0126] B2. Reduce the tension of the ground tie rod 3 and locally increase the arch top rock and soil pressure at the corresponding anchor point of the arch frame 2:

[0127] The maximum tension value of the ground tie rod 3 is:

[0128] The reduced value of the arch top rock and soil pressure at the anchor point of arch frame 2 is:

[0129] The local adjustment range of the reaction force at the tunnel top is l′ Ti ;

[0130] The parameter on the right side of the equal sign in the above formula uses the previous calculation result in the iterative calculation.

[0131] S4: Iterate the load adjusted in step S3-2 to step S2 to recalculate the deformation until the relative difference meets the tolerance requirement, and then perform structural stress and design according to S3-2.

[0132] S5: Analyze the ground beam 1, tie rod and arch frame 2 of each anchor point according to the above steps S1 to S4 until all the tolerances are fully met. The design task is then completed.

[0133] In addition, in this embodiment, a computer system is also disclosed, including a memory, a processor, and a computer program stored in the memory and executable on the processor, and the processor implements the steps of the above method when executing the computer program.

[0134] In summary, the design method and system of the combined anti-settling device of the tie rod of the shallow buried tunnel ground beam 1 in the present invention aims to increase the load-bearing capacity of the lining arch frame 2, constructs a mechanical model of the combined anti-settling device, determines the preliminary state parameters, and simulates and calculates the deformation of the ground tie rod 3, the arch frame 2 anchor point, and the ground beam 1 anchor point in the mechanical model under the preliminary state parameters to determine whether the deformations of the ground tie rod 3, the arch frame 2, and the ground beam 1 in the mechanical model are coordinated in this state. If not, optimize the parameters in the mechanical model until the deformations of the ground tie rod 3, the arch frame 2, and the ground beam 1 are coordinated, so that the designed combined anti-settling device can not only improve the load-bearing capacity and anti-settling capacity of the lining arch frame 2 through the support structure composed of the ground beam 1 and the ground tie rod 3, but also has higher stability and safety when used due to the coordinated deformation.

[0135] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. A design method for a combined sinking suppression device for a shallow tunnel beam tie rod, characterized in that: The following steps are involved: A mechanical model of the combined subsidence suppression device is constructed, and initial state parameters of the mechanical model are determined; the mechanical model comprises a plurality of ground beams arranged along the length direction of the tunnel and loaded on the surface of the overlying soil layer, the length of each beam being not less than the width of the lining arch frame in the tunnel, and a plurality of ground tie rods penetrating the overlying soil layer and connected to the lining arch frame are arranged along the length direction of each beam; Under the initial state parameters, calculating the deformation of each ground beam anchor point, the deformation of each ground tie rod and the deformation at each arch anchor point in the mechanical model; According to the deformation amount of each ground tie rod, the deformation amount of the ground beam anchor point connected thereto and the deformation amount of the arch frame anchor point connected thereto, it is judged whether the deformation of each ground tie rod, the ground beam anchor point connected thereto and the arch frame anchor point connected thereto are coordinated; if it is judged that the deformation is not coordinated, the state parameters of the mechanical model are adjusted until the deformation of each ground tie rod, the ground beam anchor point connected thereto and the arch frame anchor point connected thereto are coordinated in the mechanical model after the state parameters are adjusted; According to the deformation amount of each ground tie rod, the deformation amount of the ground beam anchor point connected thereto and the deformation amount of the arch frame anchor point connected thereto, it is judged whether the deformation of each ground tie rod, the ground beam anchor point connected thereto and the arch frame anchor point connected thereto are coordinated, specifically comprising the following steps: For any Ground tie rod: Calculate the The sum of the deformation of the root tie rod and the deformation of the ground beam anchor point connected thereto, and the relative difference between the sum of the deformation and the deformation at the corresponding arch anchor point are calculated; Determine whether the relative difference is less than the calibrated limit: If the relative difference is less than the limit difference, then the The deformation of the ground tie rod, the ground beam anchor point connected to it and the arch anchor point connected to it are coordinated; if the relative difference is not less than the limit difference, it is judged that the first The deformation and imbalance among the root tie rod, the ground beam anchor point connected to it and the arch frame anchor point connected to it; The state parameters include the reaction force at the base of the ground beam, the tension of the ground tie rod, and the geotechnical pressure of the arch top at the arch anchor point; if it is determined that the deformation is not coordinated, the state parameters of the mechanical model are adjusted, specifically including the following steps: Determine whether the relative difference is less than 0: If the relative difference is less than 0, the state parameters of the mechanical model are adjusted according to the following rules: A1. Increase the tension of the ground tie rod and partially increase the reaction force at the base of the corresponding ground beam: Among them, the maximum value of the tension of the ground tie rod is: (2), where For the i Adjustment value of the tension of the root tie rod; Ti For the i The tension of the root tie rod; is the earth pressure distribution at the top of the tunnel; For the i The range of local adjustment of the soil pressure on the tunnel top corresponding to the root-ground tie rods; in, is the horizontal distance between the first ground tie rod and the end face of the nearest ground beam, For the The horizontal distance between the root tie rod and the end face of the nearest ground beam; For the i Ground tie rod and i -1 horizontal distance between ground tie rods; is the maximum width of the tunnel excavation profile; is the total number of ground tie rods; The maximum value of the reaction force at the base of the ground beam is: (3), where For the i The reaction force at the base of the ground beam corresponding to the ground tie rod is adjusted to a larger value; For the i Adjustment value of the tension of the root tie rod; For the i The local adjustment range of the reaction force at the base of the ground beam corresponding to the ground tie rod; ； The local adjustment range of the reaction force at the base of the ground beam is ; The parameters on the right side of the equal sign in formula (2) and (3) are the results of the last calculation in the iterative calculation. B1. Increase the tension of the ground tie rod and locally reduce the arch top rock and soil pressure at the corresponding arch anchor point: The maximum tension adjustment value of the ground tie rod is: （4） The minimum value of the arch top rock and soil pressure at the arch anchor point is: (5), For the i The rock and soil pressure on the arch top at the arch anchor point corresponding to the root tie rod is adjusted to a smaller value; For the i The local adjustment range of the reaction force at the tunnel top corresponding to the ground tie rod; The parameters on the right side of the equal sign in formulas (4) and (5) are the results of the last calculation in the iterative calculation; If the relative difference is greater than 0, the parameters of the mechanical model are adjusted according to the following rules: A2. Reduce the tension of the ground tie rod and partially reduce the reaction force at the base of the corresponding ground beam; The minimum tension value of the ground tie rod is: （7） The minimum reaction force at the base of the ground beam is: （8） The local adjustment range of the reaction force at the base of the ground beam is ; The parameters on the right side of the equal sign in formulas (7) and (8) are the results of the last calculation in the iterative calculation; B2. Reduce the tension of the ground tie rod and locally increase the arch top rock and soil pressure at the corresponding arch anchor point: The maximum tension adjustment value of the ground tie rod is: (9) The minimum value of the arch top rock and soil pressure at the arch anchor point is: (10) The local adjustment range of the reaction force at the tunnel top is ; The parameters on the right side of the equal sign in formulas (9) and (10) are the results of the previous iterative calculation.

2. The design method of the shallow tunnel ground beam tie rod combined sinking suppression device according to claim 1 is characterized in that: The relative difference is calculated by the following formula: （1）； In the formula, For the The relative difference corresponding to the root tie rod, For the Deformation of the anchor point of the ground beam connected to the ground tie rod; For the Deformation of the root tie rod; For the The deformation at the anchor point of the arch connected to the ground tie rod.

3. The design method of the shallow tunnel ground beam tie rod combined sinking suppression device according to claim 1 is characterized in that: Determine the initial state parameters of the mechanical model, specifically: Assuming that the ground tie rods and ground beams are not subjected to stress, the overburden pressure on the arch is calculated according to the shallow buried tunnel and taken as the initial state value.

4. The design method of the shallow tunnel ground beam tie rod combined sinking suppression device according to claim 3 is characterized in that: The deformation of each ground beam anchor point, the deformation of each ground tie rod and the deformation of each arch anchor point in the mechanical model are calculated under the initial state parameters, specifically: The "elastic foundation beam method" is used to calculate the deformation of each ground beam anchor point; the material mechanics method is used to calculate the deformation of each tie rod; and the "direct stiffness method" is used to calculate the deformation at each arch anchor point.

5. A computer system comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that: When the processor executes the computer program, the steps of the method according to any one of claims 1 to 4 are implemented.

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