Shield tunnel segment safety evaluation method and system based on data monitoring

Abstract

The invention relates to the technical field of shield engineering, in particular to a shield tunnel segment safety evaluation method and system based on data monitoring, and the method comprises the steps: selecting a monitoring index of a to-be-evaluated segment, and calculating the bearing capacity of the segment according to the monitoring index of the to-be-evaluated segment; based on the segment bearing capacity, analyzing the time history trend and the operation health state of the section of the to-be-evaluated segment; comparing the real-time monitored water and soil pressure of the to-be-evaluated duct piece with a design value, and judging the safety of the design value of the to-be-evaluated duct piece; and according to the design value safety of the to-be-evaluated segment, configuring a corresponding segment emergency reinforcement scheme. According to the characteristics of the shield tunnel, the indexes for monitoring the health state of the duct piece and the corresponding early warning value are adopted, and the monitoring data are combined to accurately evaluate the health state of the duct piece.

Description

Technical Field

[0001] The present application relates to the technical field of shield tunneling engineering, and particularly to a method and system for evaluating the safety of segment linings in shield tunnels based on data monitoring. Background Art

[0002] Monitoring is an important technical means to ensure the safety and health of shield tunnel construction and operation stages. The determination of its control indicators is the key and difficult point of this work. Scientifically and reasonably controlling the indicator values can give clear warning values, providing an effective discrimination basis for the early detection and handling of potential safety hazards in shield tunnels.

[0003] How to propose indicators for monitoring the health status of segment linings and corresponding warning values according to the characteristics of inverted siphon shield tunnels, and evaluate the health status of segment linings in combination with monitoring data is a technical problem to be solved urgently. Summary of the Invention

[0004] To achieve the above object, the present application provides the following technical solutions: According to the first aspect of the present invention, the present invention claims protection for a method for evaluating the safety of segment linings in shield tunnels based on data monitoring, including: Selecting monitoring indicators of the segment lining to be evaluated, and calculating the bearing capacity of the segment lining based on the monitoring indicators of the segment lining to be evaluated; Analyzing the time history trend and operation health status of the cross-section of the segment lining to be evaluated based on the bearing capacity of the segment lining; Comparing the real-time monitored water and soil pressure of the segment lining to be evaluated with the design value, and determining the safety of the design value of the segment lining to be evaluated; Configuring a corresponding emergency reinforcement plan for the segment lining according to the safety of the design value of the segment lining to be evaluated.

[0005] Further, selecting the monitoring indicators of the segment lining to be evaluated includes: Monitoring indicators of water and soil pressure load; Monitoring indicators of internal forces of reinforced concrete members; Monitoring indicators of segment lining deformation; The monitoring indicator of water and soil pressure load is to use the method of forward design of the segment lining, take the monitored water and soil pressure as the load borne by the segment lining, calculate the axial force and bending moment borne by different cross-sections of the segment lining to be evaluated, and draw a bearing capacity envelope diagram according to the actual reinforced concrete parameters of the segment lining to be evaluated; The monitoring indicators of internal forces of reinforced concrete members include lining internal forces. Reinforcement gauges and concrete strain gauges are arranged on the inner and outer sides of the segment lining to be evaluated, and the axial force and bending moment are calculated by back-calculation according to the monitoring values; The segment deformation monitoring indicators are obtained by using a total station to monitor the segment deformation and settlement. There is no permanent deformation monitoring equipment and acquisition device installed. When the abnormal internal force monitoring value of the segment occurs, the measurement of the segment deformation and settlement is encrypted.

[0006] Furthermore, calculating the segment bearing capacity based on the monitoring indicators of the segment to be evaluated further includes: Calculating the first bending moment and the first axial force of the segment to be evaluated from the monitoring indicators of the water and soil pressure load; Calculating the second bending moment and the second axial force of the segment to be evaluated based on the concrete strain and the steel bar stress; According to different states of axial compression, eccentric compression, and eccentric tension, the steel bars and concrete jointly bear the bending moment and axial force of the cross-section, and based on the axial force balance and bending moment balance equations, the cross-section steel bar reinforcement beam index of the segment to be evaluated is calculated positively, and the bearing capacity envelope diagram of the segment is solved.

[0007] Furthermore, analyzing the time history trend and operation health state of the cross-section of the segment to be evaluated based on the segment bearing capacity further includes: When analyzing the time history trend of the cross-section of the segment to be evaluated based on the segment bearing capacity, obtaining the water and soil pressure monitoring data and the concrete strain monitoring data of the cross-section of the segment to be evaluated; Analyzing and obtaining the time history trend of the cross-section of the segment to be evaluated based on the water and soil pressure monitoring data and the concrete strain monitoring data; The water and soil pressure monitoring data at least includes: the water and soil pressure during the construction stage and the long-term water and soil pressure; The concrete strain monitoring data at least includes: the compression state of the segment cross-section; The relationship between the lateral compressive stress and the medial compressive stress at each part of the segment; The changing trend of the circumferential concrete compressive strain with time.

[0008] Furthermore, analyzing the time history trend and operation health state of the cross-section of the segment to be evaluated based on the segment bearing capacity further includes: When analyzing the operation health state of the cross-section of the segment to be evaluated based on the segment bearing capacity, obtaining the axial force and bending moment distribution diagram, the changing trend diagram of the axial force and bending moment with time, the bearing capacity envelope diagram based on the concrete strain, and the bearing capacity envelope diagram based on the water and soil pressure of the cross-section of the segment to be evaluated; Analyzing and obtaining the operation health state of the cross-section of the segment to be evaluated based on the axial force and bending moment distribution diagram, the changing trend diagram of the axial force and bending moment with time, the bearing capacity envelope diagram based on the concrete strain, and the bearing capacity envelope diagram based on the water and soil pressure of the cross-section of the segment to be evaluated.

[0009] Further, the comparison between the real-time monitored water and soil pressure of the segment to be evaluated and the design value, and the determination of the safety of the design value of the segment to be evaluated further include: Design values of water and soil pressure and lateral pressure coefficient values obtained from the pressuremeter test; Compare the monitored water and soil pressure with the design value. If the monitored lateral earth pressure coefficient is greater than the design value, the safety of the design value of the design load is high.

[0010] Further, the configuration of the corresponding segment emergency reinforcement plan according to the safety of the design value of the segment to be evaluated further includes: During the construction process, if the monitoring data reaches the warning standard or the measured deformation value is greater than 2 / 3 of the allowable deformation, a warning report should be sent. When the tunnel structure shows deformation, cracks, water leakage, or the deformation rate of the shield segment clearance convergence > 2 mm / d and the cumulative deformation value of the segment clearance convergence > 10 mm, reinforcement treatment should be carried out on the segments of the deep-buried shield tunnel.

[0011] According to the second aspect of the present invention, the present invention claims to protect a shield tunnel segment safety evaluation system based on data monitoring, including: One or more processors; A memory storing one or more programs thereon. When the one or more programs are executed by the one or more processors, the one or more processors implement the above-mentioned shield tunnel segment safety evaluation method based on data monitoring.

[0012] This application relates to the technical field of shield tunneling engineering, and in particular to a shield tunnel segment safety evaluation method and system based on data monitoring. Monitor indexes of the segment to be evaluated are selected, and the segment bearing capacity is calculated based on the monitored indexes of the segment to be evaluated; the time history trend and operation health status of the cross-section of the segment to be evaluated are analyzed based on the segment bearing capacity; the real-time monitored water and soil pressure of the segment to be evaluated is compared with the design value to determine the safety of the design value of the segment to be evaluated; and a corresponding segment emergency reinforcement plan is configured according to the safety of the design value of the segment to be evaluated. According to the characteristics of the shield tunnel, the present invention adopts the indexes of segment health status monitoring and corresponding warning values, and combines the monitoring data to accurately evaluate the segment health status. BRIEF DESCRIPTION OF THE DRAWINGS

[0013] Figure 1 It is a working flow chart of a shield tunnel segment safety evaluation method claimed to be protected by an embodiment of this application; Figure 2 It is a schematic diagram of the internal force of a micro-segment of a shield tunnel segment safety evaluation method claimed to be protected by an embodiment of this application; Figure 3 Schematic diagram of coordinate transformation at the inflection point of a shield tunnel segment safety evaluation method based on data monitoring claimed in an embodiment of the present application; Figure 4 Envelope diagram of the bearing capacity of concrete members obtained by calculating according to the forward structure design theory in a shield tunnel segment safety evaluation method based on data monitoring claimed in an embodiment of the present application. Detailed implementation manners

[0014] Next, the technical solutions in the embodiments of the present application will be clearly and completely described with reference to the accompanying drawings in the embodiments of the present application. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the protection scope of the present application.

[0015] The terms "first", "second", and "third" in the present application are only used for descriptive purposes, and cannot be understood as indicating or implying relative importance or implicitly specifying the quantity of the indicated technical features. Thus, the features defined with "first", "second", and "third" may explicitly or implicitly include at least one of such features. In the description of the present application, the meaning of "a plurality" is at least two, such as two, three, etc., unless otherwise specifically and clearly defined. All directional indications (such as up, down, left, right, front, back...) in the embodiments of the present application are only used to explain the relative positional relationship and movement conditions between components in a specific posture (as shown in the drawings). If the specific posture changes, the directional indications will also change accordingly. In addition, the terms "include" and "have" and any variations thereof are intended to cover non-exclusive inclusion. For example, a process, method, system, product, or device that includes a series of steps or units is not limited to the listed steps or units, but optionally further includes steps or units not listed, or optionally further includes other steps or units inherent to these processes, methods, products, or devices.

[0016] Referring to "embodiments" herein means that specific features, structures, or characteristics described in connection with the embodiments can be included in at least one embodiment of the present application. The phrase appears in various places in the specification and does not necessarily refer to the same embodiment, nor is it an independent or alternative embodiment mutually exclusive with other embodiments. Those skilled in the art will explicitly and implicitly understand that the embodiments described herein can be combined with other embodiments.

[0017] The inverted siphon shield tunnel belongs to a deep-buried high-water-pressure shield tunnel with a relatively large cross-section and a complex load pattern. It is particularly important to reasonably calculate and evaluate the water and soil pressure on the lining structure and the internal force of the segment. In order to understand the true stress and deformation state of the tunnel, in engineering, the soil pressure, segment internal force, and segment deformation of the shield tunnel are often measured on-site to evaluate the safety and stability of the structure.

[0018] According to the first embodiment of the present invention, the present invention claims to protect a method for evaluating the safety of segments of a shield tunnel based on data monitoring, referring to Figure 1 , including: Select the monitoring indexes of the segment to be evaluated, and calculate the bearing capacity of the segment based on the monitoring indexes of the segment to be evaluated; Analyze the time history trend and operation health state of the cross-section of the segment to be evaluated based on the bearing capacity of the segment; Compare the real-time monitored water and soil pressure of the segment to be evaluated with the design value, and determine the safety of the design value of the segment to be evaluated; Configure the corresponding emergency reinforcement plan for the segment according to the safety of the design value of the segment to be evaluated.

[0019] Further, the monitoring indexes selected for the segment to be evaluated include: Monitoring indexes of water and soil pressure load; Monitoring indexes of internal force of reinforced concrete components; Monitoring indexes of segment deformation; The monitoring index of the water and soil pressure load is to use the method of segment forward design, take the monitored water and soil pressure as the load borne by the segment, calculate the axial force and bending moment borne by different cross-sections of the segment to be evaluated, and draw a bearing capacity envelope diagram according to the actual reinforced concrete parameters of the segment to be evaluated; The monitoring index of the internal force of the reinforced concrete component includes the internal force of the lining. Reinforcement gauges and concrete strain gauges are arranged on the inner and outer sides of the segment to be evaluated, and the axial force and bending moment are calculated by back-calculation according to the monitoring values; The monitoring index of the segment deformation is obtained by monitoring the segment deformation and settlement using a total station. There is no permanent deformation monitoring equipment and acquisition device. When the abnormal internal force monitoring value of the segment occurs, the measurement of the segment deformation and settlement is encrypted.

[0020] Among them, in this embodiment, the segment structure is the main load-bearing structure of the shield tunnel. The strength, deformation, and stability characteristics of the segment structure have an important impact on the long-term safe use of the shield tunnel. The stress characteristics of the segment structure are the main external force factors determining the segment deformation and long-term stability. For shield tunnels, due to facing complex geological conditions and environmental conditions, and at the same time, construction factors also have an important impact on the segment stress, so the stress characteristics of the segment are often relatively complex.

[0021] External loads are the most important factors affecting the strength, deformation, and stability of segment structures. However, it is difficult to directly use the magnitude of the load value as an indicator of the safe operation of segments. This is because for circular segments, if they bear a uniform load, each cross-section is in a state of axial compression or close to axial compression, and the structure can withstand a relatively large uniform load. However, the water and soil pressure borne by the segments generally shows a trend of being large at the top and bottom and small on both sides, resulting in an unbalanced bending moment in the segments and presenting an eccentric compression state. Therefore, the magnitude of the water and soil pressure cannot directly be used as a discriminant index for the safe state of the segments. The magnitude and distribution of the water and soil pressure are the factors determining the force on the segments.

[0022] Adopt the forward design method of segments, take the monitored water and soil pressure as the load borne by the segments, calculate the axial force and bending moment borne by different cross-sections of the segments, and draw the bearing capacity envelope diagram according to the actual reinforced concrete parameters of the segments, so as to judge the health state of the segments based on the monitored value of the water and soil pressure.

[0023] Conducting on-site monitoring of the internal forces of tunnel linings is an effective means and the most direct method to understand the working performance of shield segments. By monitoring the internal forces of the lining, the axial force and bending moment acting on the lining segments can be understood and back-calculated, so as to compare with the stress characteristics under the design conditions and serve as the basis for judging the health state of the segments. In this embodiment, the internal force monitoring of the segments is carried out using steel bar gauges and concrete strain gauges. Steel bar gauges and concrete strain gauges are arranged on the inner and outer sides of the segments, and the axial force and bending moment are back-calculated according to the monitored values.

[0024] Domestic technical specifications give the relevant control requirements for the deformation calculation of shield tunnel segment structures. Many local standards stipulate that the deformation limit values of shield tunnel lining structures are: the diameter deformation is 2% - 3%D (D is the outer diameter of the tunnel), the maximum opening of the joint deformation is 2 - 4 mm, and the maximum misalignment is 4 - 6 mm. The control indexes for the segment deformation and settlement in this embodiment are shown in the following table. When the monitoring data reaches the early warning standard or the measured deformation value is greater than 2 / 3 of the allowable deformation, an early warning report should be sent.

[0025] Since the deformation and settlement mainly occur during the construction period of the shield segments, a total station is used to monitor the segment deformation and settlement during the construction period. Permanent deformation monitoring equipment and acquisition devices are not set up. When the monitored value of the segment internal force is abnormal, the measurement of the segment deformation and settlement is intensified. Table 1 shows the control values of the vertical displacement and clearance convergence monitoring items of the tunnel segment structure.

[0026] Table 1 Control Values of Vertical Displacement and Clearance Convergence Monitoring Items of Tunnel Segment Structure

[0027] Furthermore, calculating the bearing capacity of the segments based on the monitoring indexes of the segments to be evaluated further includes: Calculate the first bending moment and the first axial force of the segment to be evaluated based on the above-mentioned soil and water pressure load monitoring indicators; Calculate the second bending moment and the second axial force of the segment to be evaluated based on the concrete strain and the steel bar stress; According to different states of axial compression, eccentric compression, and eccentric tension, the steel bars and concrete jointly bear the bending moment and axial force of the cross-section, and based on the axial force balance and bending moment balance equations, calculate the cross-section steel bar reinforcement beam index of the segment to be evaluated in the forward direction, and solve the bearing capacity envelope diagram of the segment.

[0028] The first bending moment and the first axial force are calculated based on the soil and water pressure acting on the segment. By using the forward design method with environmental indicators, the bending moment and axial force of the segment are solved, and then compared with the bending moment and axial force resistance characteristics of the segment itself to determine the safety state of the segment; The second bending moment and the second axial force directly reflect the stress state of the segment. The microscopic concrete strain and steel bar stress are inversely converted into the macroscopic bending moment and axial force of the segment, and then compared with the bending moment and axial force resistance characteristics of the segment itself to evaluate the operation state of the segment.

[0029] Among them, in this embodiment, when calculating the first bending moment and the first axial force of the segment to be evaluated based on the above-mentioned soil and water pressure load monitoring indicators, it specifically includes: There is a tangential load q acting on the micro-segment ds of the lining t and a radial load q n , and the symbol regulations of its internal force and displacement are as Figure 2 shown, that is, the axial force T is positive in tension, the shear force Q is positive when rotating counterclockwise around the calculated cross-section, the bending moment M is positive when the inner side is in tension, the normal displacement v is positive in the outer normal direction, the tangential displacement u is positive when facing the outer normal direction and moving to the right, and the angular displacement is positive when rotating counterclockwise.

[0030] Assume that the elastic resistance is proportional to the displacement in the outer normal direction of the lining surface. According to the static equilibrium and deformation coordination conditions on the micro-segment (neglecting the high-order infinitesimals), the following equations can be obtained: ; In the formula: T - the axial force (kN) of the calculated cross-section of the lining, positive in tension; ds - the micro-segment of the lining (m); k - the curvature of the arch axis; Q - the shear force (kN) of the calculated cross-section of the lining, positive when rotating counterclockwise; q - the tangential load density distributed along the axis (kN / m); K - the elastic resistance coefficient of the surrounding rock (MN / m 2 ); v - the normal displacement (m) of the calculated cross-section of the lining; h - the height of surrounding rock (m); q n - the normal load intensity of the lining calculation section (kN / m); M - the bending moment of the lining calculation section (kN·m), positive when the inner side is in tension; u - the tangential displacement of the lining calculation section (m); E - the elastic modulus of the lining material (MPa); F - the cross-sectional area of the lining calculation section (m 2 ); α - a constant related to the arch section; G - the shear elastic modulus (MPa); ψ - the angular displacement of the lining calculation section (radian); J - the moment of inertia of the lining calculation section (m 4 ); Considering the boundary conditions at the beginning and end, written in matrix form as: ; Where: X - the total unknown vector during solution; A - the matrix containing various parameters of the lining material; P - the load density vector; ds - the micro-segment of the lining (m); C - the boundary matrix at the calculation starting point; Omitting the shear displacement term and multiplying the tangential displacement u, normal displacement v, and angular displacement ψ by the elastic modulus E, then the X, A, and P matrices: ; ; ; Where: T - the axial force of the lining calculation section (kN), positive in tension; Q - the shear force of the lining calculation section (kN), positive when rotating counterclockwise; M - the bending moment of the lining calculation section (kN·m), positive when the inner side is in tension; ψ - the angular displacement of the lining calculation section (radian); U′ - equal to Eu; V′ - equal to Ev; ψ′ - equal to Eψ; q t - the tangential load intensity of the lining calculation section (kN / m); q n――Normal load intensity of the lining calculation section (kN / m); k――Arch axis curvature; h――Calculated surrounding rock height (m); K――Elastic resistance coefficient of the surrounding rock (MN / m 2 ); E――Elastic modulus of the lining material (MPa); F――Cross-sectional area of the lining calculation section (m 2 ); J――Moment of inertia of the lining calculation section (m 4 ).

[0031] C and D have the following situations: (1) Symmetric point: Q = 0, u = 0, ψ = 0, the boundary matrix is: ; (2) Hinge support point: M = 0, u = 0, v = 0, the boundary matrix is: ; (3) Fixed end: u = 0, v = 0, ψ = 0, the boundary matrix is: ; (4) Elastic fixed end: T = Kd n U, M = KJ n ψ, Q = 0, the boundary matrix is: ; In the formula: d n ――Thickness of the support end (m); J n ――Moment of inertia of the support end section (m 4 ).

[0032] Adopt a gradually approximated elastic resistance distribution, that is, first assume that there is no action of the surrounding rock resistance at each point. When the displacement direction calculated at a certain point is inconsistent with the assumed resistance distribution, re-assume that there is resistance action at this point and continue the calculation. In this way, repeatedly assume the resistance action situation until the assumed resistance distribution is consistent with the calculated displacement direction. In this way, each time when solving, h in the A matrix is known, and the system of equations becomes a linear system of equations. Use the Runge-Kutta method to solve the system of differential equations, specifically as follows: ; In the formula: X n+1 ――Total unknown vector at the (n + 1)th micro-element section during the solution; G n ――Recursive auxiliary matrix derived by the Runge-Kutta method; Xn -- The unknown element vector at the nth micro-element segment during solution; H n -- The recurrence auxiliary matrix derived by the Runge-Kutta method; δ -- The step size; During the calculation process, the lining is divided into several structural segments for calculation. For example, the circular arch and straight wall lining is divided into 3 structural segments: the bottom slab, the straight wall, and the top arch. The length of each structural segment is divided by the interactive calculation segment number to obtain the element length, which is the step size δ. For a straight structural segment, the step size δ is the element length; for an arc structural segment, the step size δ is the element arc length. G n 、H n The calculation process is as follows: ; ; ; ; ; ; ; ; ; ; ; ; In the formula: I -- The moment of inertia of the lining calculation section (m 4 ); β j -- The coefficient constant in the derivation process of the Runge-Kutta method; G j -- The intermediate matrix of Runge-Kutta recurrence; G j-1 -- The intermediate matrix of Runge-Kutta recurrence; -- The length of the micro-element segment; A j -- The product of the initial A matrix and the total step size; α j -- The intermediate constant in the derivation process of the Runge-Kutta method, and its value is determined by j; P j -- The load density vector at the jth segment; G 0 -- The initial segment G matrix; Hj -- The H matrix at the j-th segment; H 0 -- The H matrix of the initial segment; A -- A matrix containing various parameters of the lining material; S n -- The total step length at the n-th segment; j -- The length of the infinitesimal segment at the j-th segment; α1 -- An intermediate constant in the derivation process of the Runge-Kutta method, with a magnitude of 1 / 2; α2 -- An intermediate constant in the derivation process of the Runge-Kutta method, with a magnitude of 1 / 2; α3 -- An intermediate constant in the derivation process of the Runge-Kutta method, with a magnitude of 1 / 2; α4 -- An intermediate constant in the derivation process of the Runge-Kutta method, with a magnitude of 1; β1 -- A coefficient constant in the derivation process of the Runge-Kutta method, with a magnitude of 1 / 6; β2 -- A coefficient constant in the derivation process of the Runge-Kutta method, with a magnitude of 1 / 3; β3 -- A coefficient constant in the derivation process of the Runge-Kutta method, with a magnitude of 1 / 3; β4 -- A coefficient constant in the derivation process of the Runge-Kutta method, with a magnitude of 1 / 6; r1 -- An intermediate constant in the derivation process of the Runge-Kutta method, with a magnitude of 0; r2 -- An intermediate constant in the derivation process of the Runge-Kutta method, with a magnitude of 1 / 2; r3 -- An intermediate constant in the derivation process of the Runge-Kutta method, with a magnitude of 0; r4 -- An intermediate constant in the derivation process of the Runge-Kutta method, with a magnitude of 1 / 2; -- The step length of the infinitesimal segment; 1 -- The step length accumulation when j takes 1, with a magnitude of 0; 2 -- The step length accumulation when j takes 2, with a magnitude of 1 / 2; 3 -- The step length accumulation when j takes 3, with a magnitude of 1 / 2; 4 -- The step length accumulation when j takes 4, with a magnitude of; After the equations are linearized, G in the formula n is independent of the solution, so X n can be represented by the initial parameter X 0 After derivation and substitution of the boundary conditions at the starting and ending points, the equations for X 0 are as follows: ; In the formula: C - starting boundary matrix; D - ending boundary matrix; X 0 - unknown element matrix at the starting point; D m - sixth - order square matrix, deduced by the Runge - Kutta method; F m - matrix deduced by the Runge - Kutta method; D m 、F m The definitions of D and F are as follows: ; ; ; In the formula: X m - X value for calculating the ending point; X0 - X value for calculating the starting point; D n+1 - auxiliary matrix D at the (n + 1) - th segment; D n - auxiliary matrix D at the n - th segment; D 0 - auxiliary matrix D at the initial segment; G n - auxiliary matrix deduced by the Runge - Kutta method at the n - th segment; F n+1 - auxiliary matrix at the (n + 1) - th segment, deduced by the Runge - Kutta method; F n - auxiliary matrix at the n - th segment, deduced by the Runge - Kutta method; F 0 - auxiliary matrix at the initial segment; H n - auxiliary matrix deduced by the Runge - Kutta method at the n - th segment; When using the above - mentioned initial - parameter method for recursive solution, at the joints of the floor and side walls, side walls and top arches, and arcs and arcs, there are axis turns. Therefore, when recursively calculating D m 、F m and X m , in order to ensure the internal - force balance and displacement continuity at the inflection points, a connection matrix at the inflection points should be introduced.

[0033] This embodiment takes the example of the side wall to the top arch in a circular - arch straight - wall cross - section and is illustrated with reference to Figure 3 : For the coordinate transformation from the side wall to the crown arch, it is actually a local coordinate system rotated clockwise by β = 90~α, where α is the semi-central angle of the crown arch. The transformation matrix for the local coordinate system rotated clockwise by β is as follows:

[0034] Calculating the second bending moment and the second axial force of the segment to be evaluated based on the concrete strain and the steel bar stress includes: There are mainly three calculation methods for back-calculating the internal forces of shield segments based on the measured steel bar stress and concrete strain, namely the eccentric short column method proposed by Zhang Houmei, the thin shell method proposed by Zhong Xiaochun, and the simplified algorithm proposed by Emilio Bilotta.

[0035] In this embodiment, the thin shell method is used to calculate and back-calculate the internal forces of the shield segment as the bearing capacity monitoring index. For the cross-section where both the steel bar meter and the concrete strain meter are arranged, the eccentric short column method is used to check and calculate the axial force and the bending moment.

[0036] In the eccentric short column method, the tunnel lining is considered as an eccentrically compressed short column, taking into account the role of the steel bars; The stress-strain relationship of the steel bars is linear; The stress-strain relationship of the concrete is linear or non-linear; The calculation formula is: ; In the formula: N - Axial force (KN); M - Bending moment (KN·m); A - Cross-sectional area of the component (m 2 ); h - Height of the component (m); b - Width of the component (m); A' S1 、A' S2 - Cross-sectional areas of the steel bars at both ends (m²); σ c1 、σ c2 - Concrete compressive stresses at both ends (KN / m²); σ s1 、σ s2 - Steel bar compressive stresses at both ends (KN / m²); n 1、 n2 - Number of steel bars on the inner and outer sides; p 1、 p2 - Concentrated forces of the steel bars per root on the inner and outer sides (KN); α 、 α′ - Distance from the resultant force point of the steel bars to the edge (m); In the thin shell method, the steel bars are ignored; The stress-strain relationships of both steel bars and concrete are linear; The calculation formula is: ; In the formula: N - Axial force (kN); M - Bending moment (kN·m); E c - Elastic modulus of concrete (kN / m 3 ); b - Width of the component (m); h - Height of the component (m); u - Poisson's ratio; α, α' - Distances from the resultant force points of the steel bars at both ends to the edges respectively (m); 1, 2 - Strains at both ends of the concrete component respectively; According to different axial compression states, eccentric compression states, and eccentric tension states, the steel bars and concrete jointly bear the bending moment and axial force of the cross-section, and based on the axial force balance and bending moment balance equations, the cross-section steel bar reinforcement beam index of the to-be-evaluated segment is calculated forward, and the bearing capacity envelope diagram of the segment is solved, and it also includes: When designing the segment or the lining structure of the tunnel, the steel bars are considered to be in tension and compression, and the concrete is only considered to be in compression. If the cross-section is in the axial compression state, the steel bars and concrete jointly bear the compressive stress. In the eccentric compression and eccentric tension states, the steel bars and concrete jointly bear the bending moment and axial force of the cross-section and satisfy the axial force balance and bending moment balance equations. Therefore, calculating the cross-section steel bar reinforcement beam theoretically according to the forward structural design method to solve the bearing capacity envelope diagram of the segment will be more complicated than considering the segment as a plain concrete structure. The following are the reinforcement formulas for reinforced concrete members in different stress states according to the "Code for Design of Hydraulic Concrete Structures" (SL 191 - 2008), that is, the combined bearing situation of concrete and steel bars.

[0037] 1. Axial compression state For axial compression, the reinforcement calculation formula is as follows, and both concrete and steel bars are considered to be in compression.

[0038] ; In the formula: - Cross-sectional area of the steel bars on both sides (mm 2 ); K - Bearing capacity safety factor.

[0039] N - Design value of the axial pressure (N); A - Cross-sectional area of the component (mm2 ); —— Cross-sectional area of compression steel bars (mm 2 ); —— Design value of axial compressive strength of concrete (N / mm 2 ); —— Design value of compressive strength of steel bars (N / mm 2 ); When the longitudinal reinforcement ratio is greater than 3%, the concrete area A in the formula is taken as the net cross-sectional area A n , that is: ; 2. Small eccentric compression state For the calculation of the ultimate compressive bearing capacity of the normal cross-section of a small eccentric compression member with a rectangular cross-section, the near-side steel bars and concrete are in the compressive state, and the far-side steel bars are also in the compressive state.

[0040] ; ; Wherein: —— Cross-sectional area of the steel bars on the side away from the axial pressure (mm 2 ); —— Cross-sectional area of the steel bars on the side close to the axial pressure (mm 2 ); K —— Bearing capacity safety factor; —— Section height (mm); —— Effective height of the section (mm); —— Effective height of the section (mm); b —— Section width (mm), taken as 1000 mm; —— Calculated height of the compression zone (mm); —— Design value of the compressive strength of the steel bars (N / mm 2 ); —— Stress of the steel bars on the side away from the axial pressure (N / mm 2 ); —— Distance between the action point of the axial pressure and the rational point of the longitudinal steel bars on the compression side or the smaller compression side ; —— Distance from the resultant force point of longitudinal reinforcement on the tension side or the side with smaller compression to the edge (mm); —— Distance from the resultant force point of longitudinal reinforcement on the side with larger compression to the near edge of the section (mm); 3. Large eccentric compression state The calculation diagram of the normal section compressive bearing capacity of a large eccentric compression member with a rectangular section is the same as that of a large eccentric compression member. For calculation, the near-side steel bars and concrete are in a compressed state, but the far-side steel bars are also in a tension state.

[0041] The calculation of large eccentric compression with asymmetric reinforcement is carried out according to the following formula: ; ; In the formula: —— Cross-sectional area of the steel bars on the side away from the axial pressure (mm 2 ); —— Cross-sectional area of the steel bars on the side close to the axial pressure (mm 2 ); K—— Bearing capacity safety factor; —— Section height (mm); —— Section height (mm); —— Effective height of the section (mm); b—— Section width (mm), taking 1000mm; —— Calculated height of the compression zone (mm); —— Design value of the axial compressive strength of concrete (N / mm+); —— Design value of the compressive strength of the steel bars (N / mm 2 ); —— Design value of the tensile strength of the longitudinal steel bars (N / mm 2 ); —— Distance between the action point of the axial pressure and the rational point of the longitudinal reinforcement on the compression side or the side with smaller compression ; —— Distance from the force application point of the longitudinal reinforcement on the tension side or the side with smaller compression to the near edge of the section (mm); —— Distance from the force application point of the longitudinal reinforcement on the side with larger compression to the near edge of the section (mm).

[0042] 4. Axial tension state The calculation of axially tensioned asymmetric reinforcement is carried out according to the following formula: ; In the formula: —— Cross-sectional area of steel bars on both sides (mm 2 ); K —— Bearing capacity safety factor; N —— Design value of axial tension (KN); —— Design value of tensile strength of longitudinal steel bars (N / mm 2 ).

[0043] 5. Small eccentric tension state For a small eccentric tension member where the axial tension N acts between the resultant force points of the longitudinal steel bars on both sides, the steel bars are calculated. Both the inner and outer steel bars are in a tensile state, and the tensile stress of the concrete is not considered; ; ; In the formula: —— Cross-sectional area of the steel bar closer to the axial tension side (mm 2 ); —— Cross-sectional area of the steel bar farther from the axial tension side (mm 2 ); K —— For SL191, it is the bearing capacity safety factor; for NB / T11011, it is the concrete structure coefficient.

[0044] —— Effective height of the section ; —— Distance from the resultant force point of the longitudinal steel bar on the tensile side to the near edge of the section .

[0045] 6. Large eccentric tension state For a rectangular section large eccentric tension member where the axial tension N does not act between the resultant force points of the longitudinal steel bars on both sides, the flexural tensile bearing capacity of the normal section should conform to the following formula. In this state, the steel bars on the far side and part of the concrete are in a compression state, and the steel bars on the near side are in a tensile state.

[0046] ; ; ; ; In the formula: —— Cross-sectional area of the steel bars on the side close to the axial tension (mm 2 ); —— Cross-sectional area of the steel bars on the side far from the axial tension (mm 2 ); K —— Bearing capacity safety factor; —— Design value of the compressive strength of the steel bars (N / mm 2 ); —— Design value of the tensile strength of the longitudinal steel bars (N / mm 2 ); —— Design value of the axial compressive strength of the concrete (N / mm 2 ); b —— Section width (mm), taking 1000 mm; —— Calculated height of the compression zone (mm); —— Distance between the action point of the axial tension and the resultant force point of the longitudinal steel bars on the tension side (mm); —— Distance between the action point of the axial tension and the section centroid (mm); —— Section height (mm); —— Effective height of the section (mm); —— Coefficient for increasing the eccentricity of the axial pressure considering the second-order effect for eccentrically compressed members, taking a value of 1.0; —— Distance between the resultant force point of the longitudinal steel bars on the tension side and the near edge of the section (mm); —— Distance between the resultant force point of the longitudinal steel bars on the compression side and the near edge of the section (mm).

[0047] According to the bearing capacity calculation formulas of the reinforced concrete in the states of axial compression, small eccentric compression, large eccentric compression, axial tension, small eccentric tension, and large eccentric tension mentioned above, when the concrete parameters and reinforcement parameters of the segment are known, the bearing capacity envelope curve is drawn as shown in Figure 4 . It can be seen from this that after considering the compressive stress borne by the steel bars, the bearing capacity envelope range is greatly improved compared with the calculation according to the plain concrete member.

[0048] Furthermore, when analyzing the time history trend and operation health state of the cross-section of the segment to be evaluated based on the bearing capacity of the segment, it further includes: When analyzing the time - history trend of the cross - section of the segment to be evaluated based on the bearing capacity of the segment, obtain the water and soil pressure monitoring data and concrete strain monitoring data of the cross - section of the segment to be evaluated; Analyze the time - history trend of the cross - section of the segment to be evaluated based on the water and soil pressure monitoring data and concrete strain monitoring data; The water and soil pressure monitoring data at least includes: water and soil pressure during the construction stage and long - term water and soil pressure; The concrete strain monitoring data at least includes: the compressive state of the segment cross - section; The relationship between the lateral compressive stress and the medial compressive stress at each part of the segment; The change trend of the circumferential concrete compressive strain with time.

[0049] Among them, in this embodiment, when analyzing the time - history trend with the test data of the LQS4 + 807.8 cross - section (cross - section 3, ring 3972), it includes: Water and soil pressure during the construction stage: According to the position of the earth pressure gauges, one earth pressure gauge is arranged on each of the B1 block (cross - section 3), B1 block (cross - section 6), B3 block (cross - section 9), L2 block (cross - section 12), and block 12 (cross - section 16). During the construction period in the time - history change of the formation earth pressure acting on the segment, as the tested segment is out of the ring and enters the formation and the shield machine moves away, the formation earth pressure acting on the segment gradually increases. Affected by the shield tunneling state and the synchronous grouting process, when the shield is in the tunneling state, the formation earth pressure fluctuates violently, and when the shield stops, the formation water and soil pressure gradually increases. When the segment is near the shield tail, the earth pressure acting on the segment is most significantly affected. As the segment moves away from the shield tail, the influence of the shield construction process on the earth pressure tends to decrease. During the shield construction stage (5:45 on May 15, 2022), the earth pressure is distributed relatively evenly along the tunnel perimeter, with a magnitude of about 0.3 - 0.4 MPa, which is basically the same as the synchronous grouting pressure of the shield.

[0050] Long - term water and soil pressure: The long - term change law of the earth pressure acting on the segment is as shown in the figure. The earth pressure on the five segments generally shows a trend of increasing first, then decreasing, and then increasing. As of April 2024, the water and soil pressure monitored on the L1 block, B1 block, and L2 block is between 0.5 - 0.65 MPa, which is 0.2 - 0.3 MPa higher than when the segments were installed in May 2022. The water and soil pressure at each cross - section acts relatively uniformly, and the lateral earth pressure reduction coefficient is between 0.8 - 1.0.

[0051] Concrete strain monitoring data: In the concrete strain monitoring section, Sections 1 to 5 are the monitoring sections from the top to the bottom. (1) The entire section of the segment is in a compressive state; (2) At the top of the segment, the lateral compressive stress is greater than the inner one; at the waist of the segment, the inner compressive stress is greater than the lateral one, presenting an overall "flattened" stress state. (3) The overall concrete strain of this ring tends to be stable, and the compressive strain still increases slightly over time.

[0052] Furthermore, analyzing the time history trend and operation health status of the section of the segment to be evaluated based on the bearing capacity of the segment further includes: When analyzing the operation health status of the section of the segment to be evaluated based on the bearing capacity of the segment, obtain the axial force and moment distribution diagram of the section of the segment to be evaluated, the variation trend diagram of the axial force and moment over time, the bearing capacity envelope diagram based on concrete strain, and the bearing capacity envelope diagram based on water and soil pressure; Analyze and obtain the operation health status of the section of the segment to be evaluated based on the axial force and moment distribution diagram of the section of the segment to be evaluated, the variation trend diagram of the axial force and moment over time, the bearing capacity envelope diagram based on concrete strain, and the bearing capacity envelope diagram based on water and soil pressure.

[0053] Among them, in this embodiment, taking the health status of the LQS4 + 807.8 section (Section 3, Ring 3972) as an example, obtaining its operation health status includes: Axial force and moment distribution diagram: In the axial force and moment distribution diagram of different points calculated from concrete strain from January to April 2024 of Ring 3972, (1) All sections of the segment of this ring are in a compressive state (there is no monitoring data in the lower left and lower left parts, and the axial force is shown as 0); (2) From the top to the middle and then to the bottom, the moment changes from positive to negative and then to positive again, indicating that the water and soil pressure at the top and bottom is greater than that at the side, making the segment present a stress state of "compressed at the top and bottom, expanded at the left and right". From the top to the middle and then to the bottom, the main compression changes from the outside to the inside, and then back to the outside (there is no monitoring data in the lower left and lower left parts, and the axial force is shown as 0); (3) The state presented by the segment is consistent with the small eccentric compression state considered in the design.

[0054] Variation trend of axial force and moment over time: In the diagrams of the axial force and moment varying with time calculated from concrete strain at the upper right (Point 1), middle right (Point 4), and middle left (Point 13) of Ring 3972, (1) Over time, the axial force currently still has a gradually increasing trend, but the increased amount is already very small; (2) The moment gradually decreases and has tended to be stable, indicating that the water and soil load distribution along the segment is gradually adjusting towards a more uniform distribution; (3) The increased value of soil pressure due to rheological action is uniform, causing the axial force to increase and the moment to decrease, showing a trend of changing from small eccentric compression to axial compression, which is beneficial to the bearing capacity of the segment; Bearing capacity envelope diagram based on concrete strain: For the 3972-ring segment, the bearing capacity envelope diagram of axial force and bending moment is calculated from the concrete strain. (1) The stress state of the 3972-ring segment is within the bearing capacity envelope range considering the co-action of steel bars and concrete, and does not exceed the bearing capacity envelope range of plain concrete. (2) From January to April 2024, the changes in axial force and bending moment at the same point are very small, and the stress of this ring segment tends to be stable.

[0055] Bearing capacity envelope diagram based on water and soil pressure: The water and soil pressure monitored for the 3972-ring segment is used as the segment load to calculate the bearing capacity envelope diagram of axial force and bending moment. The trend of the envelope diagram is consistent with the bearing capacity trend obtained from the concrete strain calculation, and the segment is within the design bearing capacity range.

[0056] Furthermore, the comparison of the real-time monitored water and soil pressure of the segment to be evaluated with the design value to determine the safety of the design value of the segment to be evaluated further includes: Design values of water and soil pressure and lateral pressure coefficient values from pressuremeter tests; Compare the monitored water and soil pressure with the design value. If the monitored lateral earth pressure coefficient is greater than the design value, the safety of the design load value is high.

[0057] Furthermore, the configuration of the corresponding segment emergency reinforcement plan according to the safety of the design value of the segment to be evaluated further includes: During the construction process, if the monitoring data reaches the warning standard or the measured deformation value is greater than 2 / 3 of the allowable deformation, warning information should be reported. When the tunnel structure shows deformation, cracks, water leakage, or the deformation rate of the shield segment clearance convergence > 2 mm / d and the cumulative deformation value of the segment clearance convergence > 10 mm, reinforcement treatment should be carried out for the shield tunnel segments in the deep-buried section.

[0058] Among them, in this embodiment, at the stage of segment structure design, according to Articles 5.2.3 and 5.2.6 of the "Design Standard for Shield Tunnel Engineering" (GB-51438-2021): For deep-buried shield tunnels in clay strata with the standard penetration number greater than 8, the influence of the soil unloading arch effect should be considered in the vertical stratum pressure; the external water pressure in clay strata should be determined by the method of total calculation of water and soil. The deep-buried section of the inverted siphon shield tunnel is located in the ①-7 stratum, which belongs to the clay stratum with the standard penetration number greater than 8. The design values of water and soil pressure for different deep-buried sections are obtained according to Table 2, and the water and soil loads are calculated according to the total calculation of water and soil. The influence of the soil unloading arch effect at the top of the tunnel is considered during the calculation process, and the Terzaghi formula is used for the calculation.

[0059] Select the section at pile number LQS4+868.4 as the typical section for the deep-buried section structure design. The buried depth of this section is 73.9 m, and the distance from the groundwater level to the top of the tunnel is 60.5 m.

[0060] Table 2 Design values of water and soil pressure in deep-buried section

[0061] In the present embodiment of "Research on water and soil pressure test and key parameters in deep and complex soft soil strata", combined with laboratory tests and in-situ tests, the key physical and mechanical parameters of the soil in deep and complex soft soil strata are proposed. The recommended value of the coefficient of lateral earth pressure at rest for the fine sand layer in soil layer ①-1 is 0.31, and the recommended value of its lateral subgrade reaction coefficient is 43 MPa / m; the recommended value of the coefficient of lateral earth pressure at rest for the clay layer ①-7 is 0.48, and the recommended value of its lateral subgrade reaction coefficient is 49 MPa / m.

[0062] In the present embodiment, the 4160th ring, 4047th ring, and 3972nd ring monitored are all deep-buried tunnel sections. The comparison results of the water and soil pressure and the designed water and soil pressure of the three cross-sections obtained by monitoring are shown in Table 3. Among them, the coefficient of lateral pressure is the ratio of the average lateral pressure (the average of the lateral top, lateral middle, and lateral bottom) to the average of the top and bottom pressures (the average of the top pressure and the bottom pressure). It can be seen from this that (1) the designed value of the top pressure in the deep-buried tunnel section is relatively close to the monitored value; (2) it is considered in the design that the top pressure and the bottom pressure are close, and there is only the soil pressure difference caused by the height of the chamber, but the monitoring results show that the top soil pressure and the bottom soil pressure are quite different; (3) the monitored coefficient of lateral pressure is greater than the designed coefficient of lateral pressure; it is safe to adopt a coefficient of lateral pressure of about 0.5.

[0063] Table 3 Comparison table of designed water and soil pressure values and monitored values in deep-buried section

[0064] According to the second embodiment of the present invention, the present invention claims to protect a shield tunnel segment safety evaluation system based on data monitoring, including: One or more processors; A memory, on which one or more programs are stored. When the one or more programs are executed by the one or more processors, the one or more processors implement the above-mentioned shield tunnel segment safety evaluation method based on data monitoring.

[0065] In several embodiments provided in the present application, it should be understood that the disclosed systems, devices, and methods can be implemented in other ways. For example, the device embodiments described above are merely illustrative. For example, the division of units is only a logical function division. In actual implementation, there may be other division methods. For example, multiple units or components can be combined or integrated into another system, or some features can be ignored or not executed. Another point is that the displayed or discussed couplings or direct couplings or communication connections between each other can be indirect couplings or communication connections through some interfaces, devices, or units, and can be electrical, mechanical, or other forms.

[0066] In addition, each functional unit in various embodiments of the present application can be integrated in a processing unit, or each unit can exist physically alone, or two or more units can be integrated in one unit. The above-mentioned integrated units can be implemented in the form of hardware or in the form of software functional units. The above is only the implementation mode of the present application, and does not limit the patent scope of the present application. Any equivalent structure or equivalent process transformation made by using the content of the specification and drawings of the present application, or directly or indirectly applied in other related technical fields, shall be equally included in the patent protection scope of the present application.

[0067] The specific implementation manners of the invention have been described in detail above, but they are only examples, and the present application is not limited to the specific implementation manners described above. For those skilled in the art, any equivalent modification or substitution to the invention is also within the scope of the present application. Therefore, all equal transformations, modifications, improvements, etc. made without departing from the spirit and principles of the present application should be covered by the scope of the present application.

Claims

1. A shield tunnel segment safety evaluation method based on data monitoring, characterized in that: include: Selecting monitoring indicators of the pipe segment to be evaluated, and calculating the bearing capacity of the pipe segment according to the monitoring indicators of the pipe segment to be evaluated; Analyzing the time history trend and operational health status of the cross section of the segment to be evaluated based on the segment bearing capacity; Comparing the real-time monitored water and soil pressure of the segment to be evaluated with the design value to determine the safety of the design value of the segment to be evaluated; A corresponding emergency reinforcement plan for the pipe segment is configured according to the safety of the design values ​​of the pipe segment to be evaluated.

2. A shield tunnel segment safety evaluation method based on data monitoring according to claim 1, characterized in that: Select monitoring indicators for the segments to be evaluated, including: Water and soil pressure load monitoring indicators; Internal force monitoring indicators of reinforced concrete components; Segment deformation monitoring indicators; The water and soil pressure load monitoring index adopts the method of segment forward design, uses the monitored water and soil pressure as the load borne by the segment, calculates the axial force and bending moment borne by different sections of the segment to be evaluated, and draws a bearing capacity envelope diagram based on the actual reinforced concrete parameters of the segment to be evaluated; The internal force monitoring index of the reinforced concrete component includes the internal force of the lining, which is calculated by arranging a steel bar gauge and a concrete strain gauge on the inner and outer sides of the segment to be evaluated, and back-calculating the axial force and bending moment according to the monitoring values; The segment deformation monitoring index is obtained by monitoring the deformation and settlement of the segment using a total station. No permanent deformation monitoring equipment and collection device are set up. When the segment internal force monitoring value is abnormal, the segment deformation and settlement are measured more frequently.

3. A shield tunnel segment safety evaluation method based on data monitoring according to claim 2, characterized in that: The step of calculating the bearing capacity of the pipe segment according to the monitoring index of the pipe segment to be evaluated further comprises: Calculating the first bending moment and the first axial force of the segment to be evaluated based on the water and soil pressure load monitoring index; Calculating the second bending moment and the second axial force of the segment to be evaluated based on the concrete strain and the steel bar stress; According to different axial compression states, eccentric compression states, and eccentric tension states, the steel bars and concrete jointly bear the bending moment and axial force of the section, and based on the axial force balance and bending moment balance equations, the cross-sectional steel bar reinforced beam index of the segment to be evaluated is forward calculated, and the segment bearing capacity envelope diagram is solved.

4. A shield tunnel segment safety evaluation method based on data monitoring according to claim 2, characterized in that: The analyzing the time history trend and the operation health status of the section of the segment to be evaluated based on the segment bearing capacity also includes: When analyzing the time-history trend of the section of the segment to be evaluated based on the segment bearing capacity, obtaining water and soil pressure monitoring data and concrete strain monitoring data of the section of the segment to be evaluated; Analyzing the water and soil pressure monitoring data and the concrete strain monitoring data to obtain the time history trend of the cross section of the segment to be evaluated; The water and soil pressure monitoring data at least include: water and soil pressure during the construction phase and long-term water and soil pressure; The concrete strain monitoring data at least includes: the compressive state of the pipe segment section; The relationship between the outer and inner compressive stresses at various locations of the segment; Variation trend of the compressive strain of ring concrete with time.

5. A shield tunnel segment safety evaluation method based on data monitoring according to claim 2, characterized in that: Analyzing the time history trend and operational health status of the section of the segment to be evaluated based on the segment bearing capacity, further comprising: When analyzing the operational health status of the section of the segment to be evaluated based on the segment bearing capacity, obtaining an axial force and bending moment distribution diagram of the section of the segment to be evaluated, a trend diagram of axial force and bending moment over time, a bearing capacity envelope diagram based on concrete strain, and a bearing capacity envelope diagram based on water and soil pressure; The operational health status of the section of the segment to be evaluated is obtained by analyzing the axial force and bending moment distribution diagram of the section of the segment to be evaluated, the axial force and bending moment change trend diagram over time, the bearing capacity envelope diagram based on concrete strain, and the bearing capacity envelope diagram based on water and soil pressure.

6. A shield tunnel segment safety evaluation method based on data monitoring according to claim 1, characterized in that: The step of comparing the real-time monitored water and soil pressure of the segment to be evaluated with the design value to determine the safety of the design value of the segment to be evaluated further includes: Design water and soil pressure values ​​and lateral pressure coefficient values ​​for lateral pressure tests; The monitored water and soil pressures were compared with the design values. The lateral earth pressure coefficient obtained by monitoring was greater than the design value, and the design load value had a high safety rating.

7. A shield tunnel segment safety assessment method based on data monitoring according to claim 1, characterized in that: The emergency reinforcement scheme for the pipe segment corresponding to the design value safety configuration of the pipe segment to be evaluated also includes: During the construction process, if the monitoring data reaches the warning standard or the measured deformation value is greater than 2 / 3 of the allowable deformation, an alarm report should be sent; When the tunnel structure is deformed, cracked, leaking, or the shield segment clearance convergence deformation rate is >2mm / d, and the cumulative clearance convergence deformation value is >10mm, the deep buried shield tunnel segment reinforcement treatment is carried out.

8. A shield tunnel segment safety evaluation system based on data monitoring, characterized in that: include: one or more processors; A memory having one or more programs stored thereon, wherein when the one or more programs are executed by the one or more processors, the one or more processors implement a shield tunnel segment safety assessment method based on data monitoring according to any one of claims 1 to 7.

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