Construction of a safety evaluation model and safety evaluation method for tunnel underpass construction

Abstract

The present invention provides a method for constructing a safety evaluation model for tunnel underpass construction. The method involves constructing an elastoplastic constitutive model of the aperture to determine the analytical solution of aperture expansion in the target area. Using this solution, the ground deformation caused by tunnel excavation and the first pile foundation settlement caused by existing buildings in the target area are determined. Based on the ground deformation and the first pile foundation settlement, the second pile foundation settlement caused by tunnel construction in the target area is determined. Then, by acquiring the frame structure data of existing buildings and applying the second pile foundation settlement load to the frame structure data, the three-dimensional deformation of the frame structure after tunnel disturbance is obtained, which is the safety evaluation model for tunnel underpass construction. This model reflects the ground deformation caused by tunnel excavation and evaluates the stability of adjacent existing buildings.

Description

Technical Field

[0001] This invention relates to the field of geotechnical engineering technology applications, specifically to the construction of a safety evaluation model and a safety evaluation method for tunnel underpass construction. Background Technology

[0002] With the increasing number of tunnels and underground utility tunnels, their expanding distribution, and the increasingly complex geological environment, the construction of these projects inevitably involves numerous "crossing projects" or "proximity projects." These not only cause stress relaxation and deformation in the surrounding soil but also affect the safety, reliability, and overall stability of adjacent structures. Tunnel excavation sites are generally located in urban centers, near existing buildings and complex underground structures, most of which use pile foundations. The ground displacement and stress release caused by tunnel excavation will inevitably lead to settlement, deformation, or even failure of the surrounding pile foundations, thereby altering the stress state of the above-ground structures and causing tilting, cracks, or even safety accidents.

[0003] In related technologies, existing tunnel engineering projects in my country, such as shield tunnel excavation face engineering, only monitor the deformation involved in the tunnel construction process. They cannot reflect the ground deformation caused by tunnel excavation and lack safety control over the stability of adjacent existing buildings. Summary of the Invention

[0004] Therefore, the technical problem to be solved by the present invention is to overcome the shortcomings of the prior art in that it cannot reflect the impact of tunnel underpass projects on the stability of adjacent existing buildings, thereby providing a method for constructing a safety evaluation model and conducting safety evaluation for tunnel underpass construction.

[0005] According to a first aspect, embodiments of the present invention provide a method for constructing a safety evaluation model for tunnel underpass construction, comprising: constructing an elastoplastic constitutive model of aperture, and determining an analytical solution for aperture enlargement in a target area based on the elastoplastic constitutive model; determining the stratum changes caused by constructing a tunnel in the target area based on the analytical solution of aperture enlargement; determining the first pile foundation settlement caused by existing buildings in the target area based on the analytical solution of aperture enlargement; determining the second pile foundation settlement caused by constructing a tunnel in the target area based on the stratum changes and the first pile foundation settlement; acquiring frame structure data of existing buildings, and constructing a safety evaluation model for tunnel underpass construction based on the second pile foundation settlement and frame structure data.

[0006] Optionally, the analytical solution for orifice expansion includes: the analytical solution for elastic-plastic small orifice shrinkage and the large strain assumption. Based on the analytical solution for orifice expansion, the geological changes caused by the construction of the tunnel in the target area are determined, including: based on the large strain assumption, determining the stress and strain evolution process of the surrounding medium caused by the tunnel excavation deformation; and based on the stress and strain evolution process and the analytical solution for elastic-plastic small orifice shrinkage, determining the geological changes caused by the tunnel excavation.

[0007] Optionally, the analytical solution for borehole expansion includes: an analytical solution for elastoplastic small borehole expansion, an analytical solution for elastoplastic small borehole spherical expansion, and an analytical solution for elastoplastic small borehole cylindrical expansion. The pile foundation includes: the pile body and the pile tip. Based on the analytical solution for borehole expansion and the changes in strata, the first pile foundation settlement caused by the changes in strata is determined, including: determining the type of pile foundation, which includes displacement piles and non-displacement piles; when the type is a displacement pile, describing the pile tip using the analytical solution for elastoplastic small borehole spherical expansion and describing the pile body using the analytical solution for elastoplastic small borehole cylindrical expansion; determining the expansion pressure of the pile tip and the pile body using the expansion pressure; determining the ultimate bearing capacity of the pile tip using the expansion pressure; obtaining the first dual-parameter curve of the surrounding soil parameters and the pile foundation at different stages; determining the first load-settlement curve of the pile foundation at different stages based on the ultimate bearing capacity, the surrounding soil parameters, and the dual-parameter curve, and determining the first pile foundation settlement caused by the changes in strata using the first load-settlement curve.

[0008] Optionally, the analytical solution for hole expansion includes: an analytical solution for elastoplastic small hole expansion; based on stratum changes and the settlement of the first pile foundation, determining the settlement of the second pile foundation caused by constructing a tunnel in the target area, including: determining the vertical bearing capacity of the pile foundation based on stratum changes and the analytical solution for elastoplastic small hole expansion; obtaining the second dual-parameter curves of the surrounding soil parameters and the pile foundation at different stages based on the stratum changes caused by the tunnel; determining the second load-settlement curve of the pile foundation based on the second dual-parameter curve and the vertical bearing capacity, and determining the second pile foundation settlement caused by constructing a tunnel in the target area through the second load-settlement curve.

[0009] According to a second aspect, embodiments of the present invention provide a safety evaluation method for tunnel underpass construction, comprising: acquiring construction data of tunnel underpass in a target area; establishing a digital twin for the tunnel underpass construction project based on a preset safety evaluation model for tunnel underpass construction, and performing simulation calculations on the construction status; determining the predicted probability of an indicator corresponding to the construction data based on the construction data and the digital twin; and determining the safety evaluation status of the tunnel underpass construction project in the target area based on the predicted probability and a preset probability threshold.

[0010] Optionally, based on construction data and a digital twin, the predicted probability of the indicators corresponding to the construction data is determined, including: calculating the indicators corresponding to the construction data using the digital twin based on the construction data; and determining the predicted probability of the indicators through reliability analysis based on the indicators.

[0011] Optionally, the safety evaluation method for tunnel underpass construction may also include: obtaining historical accident data of tunnel underpass construction; and determining the factor indicators corresponding to the accidents based on the historical accident data and through the safety evaluation model for tunnel underpass construction.

[0012] According to a third aspect, embodiments of the present invention provide a device for constructing a safety evaluation model for tunnel underpass construction, comprising: a borehole enlargement analytical solution determination unit, configured to construct a borehole diameter elastoplastic constitutive model and determine the borehole enlargement analytical solution for a target area based on the elastoplastic constitutive model; a stratum variation determination unit, configured to determine the stratum variation caused by tunnel construction in the target area based on the borehole enlargement analytical solution; a first pile foundation settlement determination unit, configured to determine the first pile foundation settlement caused by existing buildings in the target area based on the borehole enlargement analytical solution; a second pile foundation settlement determination unit, configured to determine the second pile foundation settlement caused by tunnel construction in the target area based on the stratum variation and the first pile foundation settlement; and an evaluation model construction unit, configured to acquire frame structure data of existing buildings in the target area and construct a safety evaluation model for tunnel underpass construction based on the second pile foundation settlement and frame structure data.

[0013] According to a fourth aspect, embodiments of the present invention provide a safety evaluation device for tunnel underpass construction, comprising: a construction data acquisition unit configured to acquire construction data of tunnel underpass in a target area; a digital twin establishment unit configured to establish a digital twin for tunnel underpass construction based on a preset safety evaluation model for tunnel underpass construction, and to perform simulation calculations on the construction status; a prediction probability determination unit configured to determine the prediction probability of an indicator corresponding to the construction data based on the construction data and the digital twin; and an evaluation status determination unit configured to determine the safety evaluation status of the tunnel underpass construction project in the target area based on the prediction probability and a preset probability threshold.

[0014] According to a fifth aspect, embodiments of the present invention provide a computer device, including at least one processor; and a memory communicatively connected to the at least one processor; the memory stores computer program instructions, which, when executed by the at least one processor, implement a method for constructing a safety evaluation model for tunnel underpass construction as described in any embodiment of the first aspect or a method for evaluating the safety of tunnel underpass construction as described in any embodiment of the second aspect.

[0015] The technical solution of this invention has the following advantages:

[0016] This invention provides a method for constructing a safety evaluation model for tunnel underpass construction and for conducting safety evaluations. The method for constructing the safety evaluation model for tunnel underpass construction includes: constructing an elastoplastic constitutive model of the aperture, and determining the analytical solution of aperture enlargement in the target area based on the elastoplastic constitutive model; determining the stratum changes caused by constructing the tunnel in the target area based on the analytical solution of aperture enlargement and the stratum changes; determining the first pile foundation settlement caused by the stratum changes based on the stratum changes and the first pile foundation settlement; determining the second pile foundation settlement caused by constructing the tunnel in the target area based on the stratum changes and the first pile foundation settlement; obtaining the frame structure data of existing buildings in the target area, and constructing the safety evaluation model for tunnel underpass construction based on the second pile foundation settlement and the frame structure data. By constructing an elastoplastic constitutive model of aperture, the analytical solution of aperture expansion in the target area is determined. Using the analytical solution of aperture expansion, the stratum deformation caused by tunnel excavation and the first pile foundation settlement caused by existing buildings in the target area are determined. Based on the stratum deformation and the first pile foundation settlement, the second pile foundation settlement caused by tunnel construction in the target area is determined. Then, by obtaining the frame structure data of existing buildings and applying the second pile foundation settlement load to the frame structure data, the three-dimensional deformation of the frame structure after tunnel disturbance is obtained, which is the safety evaluation model of tunnel underpass construction. Thus, the safety evaluation model of tunnel underpass construction reflects the stratum deformation caused by tunnel excavation, and the stability of adjacent existing buildings is evaluated through the safety evaluation model of tunnel underpass construction. Attached Figure Description

[0017] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0018] Figure 1 This is a schematic diagram illustrating the application scenario of the construction of a safety evaluation model and a safety evaluation method for tunnel underpass construction provided in an embodiment of the present invention.

[0019] Figure 2 A flowchart illustrating a specific example of a method for constructing a safety evaluation model for tunnel underpass construction provided by an embodiment of the present invention;

[0020] Figure 3 A flowchart illustrating the analytical solution determination process of a method for constructing a safety evaluation model for tunnel underpass construction, as provided in an embodiment of the present invention;

[0021] Figure 4 A schematic diagram of the deformation of the frame structure caused by constructing a tunnel in the target area, provided by an embodiment of the present invention, for constructing a safety evaluation model for tunnel underpass construction;

[0022] Figure 5 A schematic diagram of the stratum deformation caused by constructing a tunnel underpass construction in the target area, provided by an embodiment of the present invention;

[0023] Figure 6 The method for constructing a safety evaluation model for tunnel underpass construction provided in this embodiment of the invention is illustrated by constructing a load-pile foundation settlement diagram in the target area caused by the tunnel.

[0024] Figure 7 A flowchart illustrating a specific example of a safety evaluation method for tunnel underpass construction provided by an embodiment of the present invention;

[0025] Figure 8 A schematic diagram of a specific example of a device for constructing a safety evaluation model for tunnel underpass construction provided in an embodiment of the present invention;

[0026] Figure 9 A schematic diagram of a specific example of a safety evaluation device for tunnel underpass construction provided in an embodiment of the present invention;

[0027] Figure 10 This is a structural example diagram of a computer device provided in an embodiment of the present invention. Detailed Implementation

[0028] The technical solution of the present invention will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0029] In the description of this invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing the invention and for simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0030] Furthermore, the technical features involved in the different embodiments of the present invention described below can be combined with each other as long as they do not conflict with each other.

[0031] This embodiment provides a method for constructing a safety evaluation model and conducting safety evaluation for tunnel underpass construction, applicable to, for example... Figure 1 The scene shown Figure 1 (a) is a cross-sectional view of the target area, where ri represents the radius of the tunnel, i.e., the distance from the center point of the tunnel to the surrounding medium, and A, B, C, and D represent the forces exerted on existing buildings by the construction of the tunnel in the target area. Figure 1 (b) is another cross-sectional view of the target area, schematically showing the forces exerted on the tunnel by the strata during the underpass construction.

[0032] This embodiment provides a method for constructing a safety evaluation model for tunnel underpass construction, such as... Figure 2 As shown, it includes the following steps:

[0033] S101. Construct an elastoplastic constitutive model of the aperture, and based on the elastoplastic constitutive model, determine the analytical solution for aperture expansion in the target region.

[0034] Specifically, aperture elastoplastic constitutive models include: ideal constitutive models, critical state soil mechanics constitutive models, and elastoplastic constitutive models based on the generalized Hoek-Brown criterion. Different constitutive models, such as aperture elastoplastic constitutive models, are used to characterize different parameters in tunnel underpass engineering.

[0035] In practical applications, such as characterizing the yield surface index of tunnel underpass projects, the yield surface equation considering anisotropy and structural constitutive models is expressed by the following formula:

[0036]

[0037] Where f is the yield function, s is the deviatoric stress tensor, β is the rotational hardening tensor of the yield surface, p' is the mean stress, and N * To account for the critical stress ratio of frictional structure and three-dimensional strength, p c * This is a parameter controlling the size of the yield surface.

[0038] The governing equations of the anisotropic tensor are expressed by the following formula:

[0039]

[0040] Where α is the anisotropic tensor and D is the Lagrange differential of the motion of the material particle. ρ This represents the ratio of the relative positions of material particles. To represent the variation of the anisotropic tensor α caused by stress yielding and structural weakening, K p To load the exponential coefficient, B i H represents the plasticity matrix coefficients in different directions. i These are the coefficients of the elastoplastic matrix in different directions.

[0041] Specifically, the analytical solutions for pore expansion in the target region include: analytical solutions for elastoplastic pore shrinkage, large strain assumption, analytical solutions for elastoplastic pore expansion, analytical solutions for elastoplastic pore spherical shapes, and analytical solutions for elastoplastic pore cylindrical shapes. Different analytical solutions are used to analyze different strata, such as different types of lithology, soil layers, and specific soil and rock conditions.

[0042] In practical applications, the aperture expansion equilibrium equation for the target region is expressed by the following formula:

[0043]

[0044] Where d is the Euler differential of the soil-rock medium element at a certain characteristic moment, σ′ r σ′ θ denoted as the effective stresses in the radial and circumferential directions of the medium surrounding the pore, u is the pore water pressure of the medium surrounding the pore, r is the radial distance from the medium surrounding the pore to the pore center, m is the parameter for spherical and cylindrical pores, and n is the parameter for pore expansion and contraction.

[0045] In practical applications, each pore size elastoplastic constitutive model has corresponding parameter calibrations. Based on the parameter calibrations of the elastoplastic constitutive models, the analytical solution for pore enlargement in the target region can be determined through geotechnical experimental fitting. For example... Figure 3 As shown, the process of determining the analytical solution for elastoplastic orifice shrinkage is illustrated. The initial stress parameters, initial state parameters, initial orifice parameters, initial material parameters, stress state, and stress parameters are obtained through parameter calibration of the elastoplastic constitutive model and actual construction data in the tunnel underpass project. The process of updating the shrinkage and state parameters via a subroutine, as shown in the figure, is equivalent to determining the analytical solution for orifice expansion in the target region through geotechnical experimental fitting. Determining the analytical solution for orifice expansion in the target region through geotechnical experimental fitting is a relatively mature technology, and this invention will not elaborate further on it.

[0046] S102. Based on the analytical solution of borehole expansion, determine the stratigraphic changes caused by constructing a tunnel in the target area.

[0047] Specifically, based on the analytical solution of borehole expansion, determining the stratum changes caused by tunnel construction in the target area means determining the stratum deformation caused by tunnel excavation in the target area through the large strain assumption, that is, determining the stress and strain evolution process of the surrounding medium caused by tunnel excavation deformation, and combining the analytical solution of elastoplastic small borehole shrinkage to determine the elastoplastic mechanical properties, soil anisotropy and structural effects, that is, determining the stratum changes caused by tunnel excavation.

[0048] S103. Based on the analytical solution of the hole expansion, determine the settlement of the first pile foundation caused by the existing buildings in the target area.

[0049] Specifically, based on the analytical solution of borehole expansion, determining the first pile foundation settlement caused by existing buildings in the target area refers to describing the pile tip using an elasto-plastic small-hole spherical analytical solution and the pile body using an elasto-plastic small-hole cylindrical analytical solution. The expansion results of the pile tip and pile body represent the soil changes caused by the piling process of the existing buildings, i.e., the first pile foundation settlement. In practical applications, the borehole expansion process is the process of expanding the initial soil force dimensions to the pile diameter dimensions.

[0050] S104. Based on the geological changes and the settlement of the first pile foundation, determine the settlement of the second pile foundation caused by the construction of the tunnel in the target area.

[0051] Specifically, based on the changes in the strata and the settlement of the first pile foundation, the settlement of the second pile foundation caused by the construction of the tunnel in the target area is determined by applying the changes in the strata as a load to the determined settlement of the first pile foundation, forming a load-settlement curve after disturbance, and then determining the strata deformation caused by the construction of the tunnel in the target area, i.e., the settlement of the second pile foundation.

[0052] S105. Obtain the frame structure data of the existing building, and construct a safety evaluation model for tunnel underpass construction based on the settlement data of the second pile foundation and the frame structure data.

[0053] Specifically, based on the settlement data of the second pile foundation and the frame structure, a safety evaluation model for tunnel construction is constructed, including: based on the settlement data of the second pile foundation and the frame structure, determining the three-dimensional deformation and stress of the existing building's frame structure caused by the construction of the tunnel in the target area; and based on the changes in strata, the settlement of the first pile foundation, the settlement of the second pile foundation, the three-dimensional deformation and stress of the frame structure, constructing a safety evaluation model for tunnel construction.

[0054] In practical applications, such as Figure 4 As shown, the settlement of the second pile foundation is used as a load and applied to the existing building's frame structure data. Elastic static analysis is used to obtain the three-dimensional deformation and stress of the frame structure after tunnel disturbance. Figure 4 To show the deformation effect, the deformation of the building structure is magnified by 20 times the actual deformation.

[0055] In practical applications, constructing a safety evaluation model for tunnel underpass construction based on stratum changes, settlement of the first pile foundation, settlement of the second pile foundation, three-dimensional deformation and stress of the frame structure refers to determining the safety evaluation indicators in tunnel underpass construction by considering stratum changes, settlement of the first pile foundation, settlement of the second pile foundation, three-dimensional deformation and stress of the frame structure, and setting safety levels and corresponding thresholds for each safety level. Safety evaluation indicators during tunnel construction include: ground stability evaluation, tunnel face safety evaluation, tunnel water inrush risk evaluation, pile foundation bearing capacity evaluation, pile foundation settlement, pile foundation safety factor, and frame structure safety evaluation. Ground stability evaluation, tunnel face safety evaluation, and tunnel water inrush risk evaluation are determined using an elastoplastic small-pore shrinkage analytical solution, i.e., by determining the ground changes caused by tunnel construction in the target area. Ground stability evaluation is used to assess the ground deformation process caused by tunnel excavation, tunnel face safety evaluation is used to assess the stress release process caused by excavation, and tunnel water inrush risk evaluation is used to assess changes in pore water pressure. Pile foundation bearing capacity evaluation, pile foundation settlement, and pile foundation safety factor are determined using an elastoplastic small-pore expansion analytical solution, i.e., by determining the settlement of the first and second pile foundations. Pile foundation bearing capacity evaluation is used to assess the impact of ground deformation caused by tunnel excavation on the existing building's pile foundation, and pile foundation settlement and pile foundation safety factor are used to assess the load conditions of the existing building.

[0056] It should be understood that the process of determining the safety evaluation index in tunnel underpass construction through the analytical solution of the borehole enlargement is based on the calculation of the borehole diameter elastoplastic constitutive model and the corresponding parameter calibration of the constitutive model. The determined analytical solution of borehole enlargement will be different depending on the constitutive model and the corresponding parameter calibration. Moreover, the calculation based on the borehole diameter elastoplastic constitutive model and the corresponding parameter calibration of the constitutive model is a relatively mature technology, and this invention will not elaborate on it further.

[0057] By implementing this embodiment, an elastoplastic constitutive model of aperture is constructed to determine the analytical solution of aperture expansion in the target area. Using the analytical solution of aperture expansion, the stratum deformation caused by tunnel excavation and the first pile foundation settlement caused by existing buildings in the target area are determined. Based on the stratum deformation and the first pile foundation settlement, the second pile foundation settlement caused by tunnel construction in the target area is determined. Then, by acquiring the frame structure data of existing buildings and applying the second pile foundation settlement load to the frame structure data, the three-dimensional deformation of the frame structure after tunnel disturbance is obtained, which is the safety evaluation model of tunnel underpass construction. Thus, the safety evaluation model of tunnel underpass construction reflects the stratum deformation caused by tunnel excavation, and the stability of adjacent existing buildings is evaluated through the safety evaluation model of tunnel underpass construction.

[0058] In one alternative implementation, to determine the impact of constructing a tunnel in the target area on the geological strata of the target area, the process of step S102 above specifically includes:

[0059] (1) Based on the large strain assumption, determine the stress and strain evolution process of the surrounding medium caused by tunnel excavation deformation.

[0060] In practical applications, the analytical solution for orifice expansion includes: the analytical solution for elastic-plastic orifice shrinkage and the large strain assumption.

[0061] Specifically, the large strain assumption is expressed by the following formula:

[0062]

[0063]

[0064] Where, ε r Represents large radial strain, ε θ denoted by circumferential large strain, r represents the radius of the tunnel under the influence of the surrounding medium, and r0 represents the initial radius of the tunnel unaffected by the surrounding medium.

[0065] In practical applications, the radius of the tunnel under the influence of the surrounding medium represents the size of the borehole after yielding, i.e., the distance from the center point of the tunnel after yielding to the surrounding medium. Analytical solutions for borehole expansion can determine the elastoplastic mechanical properties of the soil, the influence of soil anisotropy and structure. By introducing the large strain assumption, the large deformation of the strata caused by tunnel excavation can be determined, overcoming the calculation errors caused by the traditional small deformation assumption. By observing the change in the tunnel radius during tunnel excavation, the influence of different stratum conditions and soil state parameters can be determined. These soil state parameters include stress conditions, intrinsic soil parameters, relative density, and anisotropic state parameters, thereby describing the stress and strain evolution process of the surrounding medium caused by tunnel excavation deformation. It should be understood that determining the stress and strain evolution process of the surrounding medium caused by tunnel excavation deformation, i.e., borehole shrinkage deformation, through analytical solutions for borehole expansion is a relatively mature technology, and this invention will not elaborate further on it.

[0066] (2) Based on the stress and strain evolution process and the analytical solution of elastic-plastic small hole shrinkage, the stratum changes caused by tunnel excavation are determined.

[0067] In practical applications, based on the stress-strain evolution process and the analytical solution of elastoplastic small-hole shrinkage, a non-uniform deformation field correction method considering the influence of the ground surface is used to obtain the stratum changes caused by tunnel excavation, such as... Figure 5As shown, this paper exemplifies the formation deformation field caused by tunnel excavation obtained from the analytical solution of elasto-plastic orifice shrinkage. The calculation of elasto-plastic orifice shrinkage yields the tunnel excavation deformation, i.e., the stress and strain evolution of the surrounding medium caused by the shrinkage deformation of a circular orifice under ideal conditions. It also reveals the influence of different formation conditions and soil state parameters. Furthermore, a non-uniform deformation field correction method considering surface influences is used to determine the changes in the underlying layer caused by tunnel excavation. It should be understood that the non-uniform deformation field correction method considering surface influences is a relatively mature technology, and this invention will not elaborate on it further.

[0068] In practical applications, determining the stratum changes caused by tunnel excavation can help determine the stratum stability, tunnel face safety, and tunnel water inrush risk. Stratum stability assessment is used to determine the stratum deformation process caused by tunnel excavation, tunnel face safety assessment is used to determine the stress release process caused by excavation, and tunnel water inrush risk assessment is used to determine changes in pore water pressure. By determining the stratum stability, tunnel face safety, and tunnel water inrush risk, a data foundation is provided for subsequently constructing a safety evaluation model for tunnel underpass construction, determining safety evaluation indicators in tunnel underpass construction, and setting safety levels and corresponding thresholds for these indicators.

[0069] By implementing this embodiment, the stress and strain evolution process of the surrounding medium caused by tunnel excavation deformation is determined through the large strain assumption. Combined with the analytical solution of elastoplastic small-pore shrinkage, the geological changes caused by tunnel excavation are determined, thus identifying the impact of tunnel construction on the geological strata in the target area. In this process, by determining the geological stability, tunnel face safety, and tunnel water inrush risk, a safety evaluation model for subsequent tunnel underpass construction is established. This provides a data foundation for determining safety evaluation indicators during tunnel underpass construction and setting safety levels and corresponding thresholds for these indicators.

[0070] In one optional implementation, to determine the pile foundation settlement caused by piling of existing buildings in the target area, the above-mentioned step S103 specifically includes:

[0071] (1) Determine the type of pile foundation, which includes displacement piles and non-displacement piles.

[0072] In practical applications, the analytical solutions for hole expansion include: analytical solutions for elastoplastic small hole expansion, analytical solutions for elastoplastic small hole spherical expansion, and analytical solutions for elastoplastic small hole cylindrical expansion. Pile foundations include: pile body and pile tip.

[0073] In practical applications, if the type of pile foundation is non-displacement pile, the settlement of the pile foundation caused by non-displacement piles in the existing building is calculated as an expansion process of 10% of the initial pile diameter.

[0074] (2) When the type is displacement pile, the pile end is described by the spherical analytical solution of the elastic-plastic small hole, and the pile body is described by the cylindrical analytical solution of the elastic-plastic small hole.

[0075] In practical applications, the expansion process of both the pile body and the pile tip of a displacement pile is the process of the initial soil particle size expanding to the pile diameter size. The pile tip is described by an elastoplastic spherical analytical solution with small pores, and the pile body is described by an elastoplastic cylindrical analytical solution with small pores. The expansion results of the pile tip and the pile body characterize the stratum change caused by the building during the pile driving process, i.e., the settlement of the first pile foundation.

[0076] (3) Determine the expansion pressure at the pile tip and the pile body by using the analytical solution of the elastic-plastic small hole expansion.

[0077] In practical applications, determining the expansion pressure between the pile tip and the pile body through the analytical solution of elastic-plastic small hole expansion is a relatively mature technology, and this invention will not elaborate on it further.

[0078] (4) Determine the ultimate bearing capacity of the pile tip by expanding the pressure.

[0079] Specifically, the ultimate bearing capacity of the pile tip is expressed by the following formula:

[0080] q t =P a,sph ·(1+tanαtanφ),

[0081] where α = 45° + φ / 2,

[0082] Wherein, the angle corresponding to α is as follows: Figure 1 As shown, q t p represents the ultimate bearing capacity at the pile tip. a,sph This indicates the pressure required to expand the spherical aperture.

[0083] In one alternative implementation, to determine the resultant vertical bearing capacity of the pile foundation, the resultant vertical bearing capacity of the pile tip is used. The resultant vertical bearing capacity of the pile foundation is expressed by the following formula:

[0084]

[0085] Where Q represents the resultant vertical bearing capacity of the pile foundation, Q tip Q represents the resultant force of the pile tip bearing capacity. shaft This indicates the resultant force of the pile body bearing capacity, z p The length of the pile foundation is represented by r. p Indicates the pile foundation radius, b p Indicates the diameter of the pile foundation, τ s This indicates the skin friction of the pile.

[0086] The skin friction of the pile is expressed by the following formula:

[0087] τs =σ′ r,s ·tanδ f ,

[0088] Where, σ' r,s This indicates the pressure required to expand the cylindrical orifice.

[0089] (5) Obtain the parameters of the surrounding soil and the first two-parameter curve of the pile foundation at different stages.

[0090] In practical applications, the different stages of pile foundation include the pile driving stage, the bearing capacity testing stage, and the loaded service state. The surrounding soil parameters refer to the stiffness of the surrounding soil foundation. The two parameters in the first two-parameter curve refer to the load and settlement, respectively.

[0091] (6) Based on the ultimate bearing capacity, surrounding soil parameters and dual-parameter curves, determine the first load-settlement curve of the pile foundation at different stages, and determine the first pile foundation settlement caused by the change of strata through the first load-settlement curve.

[0092] Specifically, the first load-settlement curve is represented by the following formula:

[0093]

[0094]

[0095] Where q represents the load, s represents the settlement, and k i It indicates the stiffness of the surrounding soil foundation.

[0096] In practical applications, such as Figure 6 As shown, the first load-settlement curve is the initial load-settlement curve formed by dashed lines, which exemplarily demonstrates the relationship between pile end load and pile end settlement.

[0097] In one alternative implementation, to determine whether the load on the pile foundation meets the specifications, it is necessary to determine the safety factor of the pile foundation. The safety factor of the pile foundation includes the following: the ratio of the vertical bearing capacity of the pile foundation to the load is greater than the minimum safety factor allowed by the specifications; and the settlement of the pile foundation after loading is less than the maximum settlement value allowed by the specifications.

[0098] Specifically, the ratio of the resultant vertical bearing capacity of the pile foundation to the current load is expressed by the following formula:

[0099] SF Q =Q / Q serve ≥x,

[0100] Among them, SF Q Q represents the ratio of the pile foundation bearing capacity to the load. serve This represents the current load, and x represents the minimum safety factor allowed by the standard.

[0101] In practical applications, x is usually chosen as 2.0 as the minimum safety factor allowed by the standard.

[0102] Specifically, the settlement of the pile foundation after loading is expressed by the following formula:

[0103] s≤b p ·y,

[0104] SF s =s lim / s=b p ·y / s,

[0105] Among them, s lim This indicates the maximum allowable settlement value according to the standard.

[0106] In practical applications, the maximum allowable settlement value is represented by b. p The product of the pile diameter and y is the ratio y of the pile diameter. Usually, y is chosen as 10%, so 10% of the pile diameter is used as the maximum allowable settlement value in the specification.

[0107] By implementing this embodiment, the pile tip is described using an elasto-plastic spherical analytical solution with elasto-plastic small holes, and the pile body is described using an elasto-plastic cylindrical analytical solution with elasto-plastic small holes. The expansion pressure of the pile tip and pile body is determined using an elasto-plastic small hole expansion analytical solution, thereby determining the first load-settlement curves of the pile foundation at different stages and identifying the pile foundation settlement caused by existing buildings in the target area during pile driving. In this process, by determining the vertical bearing capacity, pile foundation settlement, and pile foundation safety factor, a data foundation is provided for subsequently constructing a safety evaluation model for tunnel underpass construction, determining safety evaluation indicators during tunnel underpass construction, and setting safety levels and corresponding thresholds for these indicators.

[0108] In one alternative implementation, to determine the pile foundation settlement caused by constructing a tunnel in the target area, the process of step S104 above specifically includes:

[0109] (1) Based on the analysis of stratum variation and elastic-plastic small hole expansion, the vertical bearing capacity of the pile foundation is determined.

[0110] In practical applications, the method for determining the vertical bearing capacity of pile foundations is the same as that in the above embodiments, and will not be described again in this invention.

[0111] (2) Based on the changes in the strata caused by the tunnel, the second dual-parameter curves of the surrounding soil parameters and the pile foundation at different stages are obtained.

[0112] In practical applications, the two parameters in the second two-parameter curve refer to load and settlement, respectively. The second two-parameter curve incorporates ground changes as a load, which is then applied to the first two-parameter curve to form a disturbed two-parameter curve. During this process, a reduction rule for the pile foundation bearing capacity needs to be added. The default reduction value is 85% of the initial bearing capacity. Furthermore, by determining the pile foundation displacement distribution and through three-dimensional deformation coordination analysis of the pile-raft structure, the deformation field of the raft slab in the existing building after tunnel construction disturbance is determined, thereby establishing the second two-parameter curve.

[0113] (3) Based on the second dual-parameter curve and vertical bearing capacity, determine the second load-settlement curve of the pile foundation, and determine the second pile foundation settlement caused by constructing a tunnel in the target area through the second load-settlement curve.

[0114] In practical applications, the method for determining the second load-settlement curve is the same as the method for determining the first load-settlement curve in the above embodiments, and will not be described again in this invention.

[0115] In practical applications, such as Figure 6 As shown, the second load-settlement curve, composed of solid lines, represents the load-settlement curve after disturbance. It exemplarily illustrates the relationship between pile tip load and pile tip settlement. It can be seen that after disturbance, the pile tip settlement increases, and the safety factor decreases accordingly. Compared to the initial load-settlement curve, the pile tip bearing capacity decreases, the pile tip stiffness decreases, and the pile body bearing capacity decreases. Furthermore, the decrease in pile body bearing capacity leads to an increase in the pile tip load.

[0116] By implementing this embodiment, the vertical bearing capacity of the pile foundation is determined based on the analytical solution of stratum variation and elastoplastic small-pore expansion. Furthermore, by determining the second load-settlement curve of the pile foundation, the pile foundation settlement caused by tunnel construction in the target area is determined. In this process, the determination of the pile foundation's vertical bearing capacity, settlement, and safety factor provides a data foundation for the subsequent safety evaluation model of tunnel underpass construction, the determination of safety evaluation indicators during tunnel underpass construction, and the setting of safety levels and corresponding thresholds for these indicators.

[0117] This embodiment provides a safety evaluation method for tunnel underpass construction, such as... Figure 7 As shown, it includes the following steps:

[0118] S201. Obtain construction data for the tunnel underpass in the target area.

[0119] In practical applications, the construction data for tunneling under a target area includes geological data, structural data, tunnel foundation data, and monitoring and sensing data. Geological data includes soil layer boundary identification data, geotechnical parameters, and groundwater data; structural data includes geometric material data, structural load data, and foundation / pile foundation data; tunnel construction data includes the planned tunnel route, construction progress data, and shield excavation data. Monitoring and sensing data includes ground settlement data, foundation settlement data, and structural deformation data.

[0120] S202. Based on the preset safety evaluation model for tunnel underpass construction, establish a digital twin for tunnel underpass construction projects and perform simulation calculations on the construction status.

[0121] Specifically, based on a pre-defined safety evaluation model for tunnel underpass construction, establishing a digital twin for tunnel underpass construction projects and simulating the construction status refers to using the digital twin to simulate the construction process through the determination method of each indicator in the safety evaluation model for tunnel underpass construction, and obtaining the simulation calculation results of each indicator.

[0122] S203. Based on construction data and digital twins, determine the predicted probability of indicators corresponding to the construction data.

[0123] Specifically, determining the prediction probability of the indicators corresponding to the construction data means calculating the indicators corresponding to the construction data through digital twins and determining the prediction probability of the indicators through reliability analysis.

[0124] S204. Based on the predicted probability and the preset probability threshold, determine the safety evaluation of the tunnel underpass construction project in the target area.

[0125] In practical applications, determining the safety evaluation status of tunnel underpass construction projects in a target area based on predicted probabilities and preset probability thresholds means that when the predicted probability of an indicator meets the corresponding preset probability threshold, the safety level of the indicator is determined by the safety evaluation indicators of the tunnel underpass construction safety evaluation model, the safety level corresponding to the safety evaluation indicators, and the threshold corresponding to the safety level.

[0126] In practical applications, when the predicted probability of an indicator does not meet the corresponding preset probability threshold, the safety evaluation model for tunnel underpass construction needs to be adjusted to make the safety evaluation model for tunnel underpass construction conform to the actual working conditions, and after adjustment, it is necessary to judge again whether the predicted probability of the indicator meets the preset probability threshold.

[0127] In practical applications, if the preset probability threshold for the instability probability of an indicator is greater than 80%, when the predicted probability corresponding to the indicator is greater than 80%, the simulation calculation result of the indicator is determined through a digital twin. The simulation calculation result of the indicator is then compared with the safety level corresponding to the safety evaluation indicator and the threshold corresponding to the safety level in the safety evaluation model for tunnel underpass construction to determine the safety level to which the indicator belongs.

[0128] By implementing this embodiment, a digital twin is established through a safety evaluation model for tunnel underpass construction. Construction data of the target area is acquired to form an engineering data base, thereby determining the prediction probability of the indicators corresponding to the construction data. Safety assessment of each indicator of the tunnel underpass construction project in the target area is carried out through a preset probability threshold. The prediction probability of each indicator is determined through the constructed digital twin of the tunnel underpass construction, thereby reflecting the safety status of the tunnel underpass construction project in the target area.

[0129] In one alternative implementation, to determine the predicted probability corresponding to the construction data, the process of step S203 above specifically includes:

[0130] (1) Based on construction data, calculate the indicators corresponding to the construction data through digital twins.

[0131] In practical applications, calculating the corresponding indicators based on construction data and using a digital twin involves taking the construction data as input parameters, inputting it into the safety evaluation model for tunnel underpass construction, and then using a digital twin to simulate and calculate the corresponding results of the indicators.

[0132] (2) Based on the indicators, the prediction probability corresponding to the indicators is determined through reliability analysis.

[0133] Specifically, based on the indicators, through reliability analysis, the predicted probabilities corresponding to the indicators are determined as follows: determining the first probability that each indicator exceeds the threshold and the second probability that each indicator attribute value occurs; determining the third probability that a safety accident occurs based on the first and second probabilities; and selecting the maximum probability value among the third probabilities as the predicted probability corresponding to the indicator.

[0134] In practical applications, the reliability analysis is usually performed using Bayesian classification learning to determine the predicted probability corresponding to the index. It should be understood that reliability analysis using Bayesian classification learning is a relatively mature technology, and this invention will not elaborate on it further.

[0135] By implementing this embodiment, the corresponding results of the simulation calculation are obtained by using construction data and digital twins, and the prediction probability corresponding to the indicators is determined through reliability analysis. This process provides a data foundation for determining the safety status of tunnel underpass construction projects in the target area.

[0136] In one optional implementation, to determine the factors influencing the occurrence of accidents, i.e., to determine the coupling relationship between these factors, the safety evaluation method for tunnel underpass construction further includes:

[0137] (1) Obtain historical accident data of tunnel crossings.

[0138] Specifically, the historical accident data for tunnel crossings includes accident types and data for various indicators.

[0139] (2) Based on historical accident data, the factor indicators corresponding to the accident are determined through the safety evaluation model of tunnel underpass construction.

[0140] In practical applications, based on historical accident data, a safety evaluation model for tunnel underpass construction is used to calculate the safety evaluation level of each indicator in the historical accident data. The indicators that are not up to standard in the calculated safety evaluation level are used as candidate factor indicators. When there are identical candidate factor indicators for the same type of accident, the identical candidate factor indicators are used as the factor indicators corresponding to the accident.

[0141] By implementing this embodiment, historical accident data of tunnel underpasses is obtained, and a safety evaluation model for tunnel underpass construction is used to determine the factors that affect the occurrence of accidents. That is, the influence law of the coupling effect between various indicators on accidents is determined. In this way, the accuracy of reflecting the safety status of tunnel underpass construction projects in the target area is improved by determining the influence law.

[0142] This embodiment provides a device for constructing a safety evaluation model for tunnel underpass construction, such as... Figure 8 As shown, it includes: 11 unit for determining the analytical solution of borehole expansion, 12 unit for determining the geological changes, 13 unit for determining the settlement of the first pile foundation, 14 unit for determining the settlement of the second pile foundation, and 15 unit for constructing the evaluation model.

[0143] The pore expansion analytical solution determination unit 11 is configured to construct an elastoplastic constitutive model of the pore size and, based on the elastoplastic constitutive model, determine the pore expansion analytical solution for the target region. For details, please refer to the relevant description of step S101 in the above embodiments, which will not be repeated here.

[0144] The stratigraphic variation determination unit 12 is configured to determine the stratigraphic variations caused by tunnel construction in the target area based on the borehole enlargement analytical solution. For details, please refer to the description of step S102 in the above embodiments, which will not be repeated here.

[0145] The first pile foundation settlement determination unit 13 is configured to determine the first pile foundation settlement caused by existing buildings in the target area based on the borehole expansion analytical solution. For details, please refer to the relevant description of step S103 in the above embodiments, which will not be repeated here.

[0146] The second pile foundation settlement determination unit 14 is configured to determine the second pile foundation settlement caused by the construction of a tunnel in the target area based on the changes in strata and the settlement of the first pile foundation. For details, please refer to the description of step S104 in the above embodiments, which will not be repeated here.

[0147] The evaluation model construction unit 15 is configured to acquire the frame structure data of existing buildings in the target area, and construct a safety evaluation model for tunnel underpass construction based on the settlement data of the second pile foundation and the frame structure data. For details, please refer to the relevant description of step S105 in the above embodiments, which will not be repeated here.

[0148] By implementing this embodiment, an elastoplastic constitutive model of the aperture is constructed using an analytical solution determination unit to determine the analytical solution of the aperture in the target area. Using a stratum variation determination unit and a first pile foundation settlement determination unit, the stratum deformation caused by tunnel excavation and the first pile foundation settlement caused by existing buildings in the target area are determined based on the analytical solution of the aperture expansion. Then, using a second pile foundation settlement unit, the second pile foundation settlement caused by tunnel construction in the target area is determined based on the stratum deformation and the first pile foundation settlement. Finally, using an evaluation model construction unit, the frame structure data of the existing buildings is obtained, and a second pile foundation settlement load is applied to the frame structure data to obtain the three-dimensional deformation of the frame structure after tunnel disturbance, i.e., the safety evaluation model for tunnel underpass construction. This model reflects the stratum deformation caused by tunnel excavation and evaluates the stability of adjacent existing buildings.

[0149] This embodiment provides a safety evaluation device for tunnel underpass construction, such as... Figure 9 As shown, it includes: a construction data acquisition unit 21, a digital twin establishment unit 22, a prediction probability determination unit 23, and an evaluation status determination unit 24.

[0150] The construction data acquisition unit 21 is configured to acquire construction data for the tunnel underpass in the target area. For details, please refer to the description of step S201 in the above embodiments, which will not be repeated here.

[0151] The digital twin creation unit 22 is configured to create a digital twin for the tunnel underpass construction project based on a preset safety evaluation model, and to perform simulation calculations on the construction status. For details, please refer to the description of step S202 in the above embodiments, which will not be repeated here.

[0152] The prediction probability determination unit 23 is configured to determine the prediction probability of the indicators corresponding to the construction data based on the construction data and the digital twin. For details, please refer to the description of step S203 in the above embodiments, which will not be repeated here.

[0153] The evaluation status determination unit 24 is configured to determine the safety evaluation status of the tunnel underpass construction project in the target area based on the predicted probability and a preset probability threshold. For details, please refer to the relevant description of step S204 in the above embodiments, which will not be repeated here.

[0154] By implementing this embodiment, a digital twin is established through the construction data acquisition unit to create a safety evaluation model for tunnel underpass construction. The construction data acquisition unit acquires construction data of the target area to form an engineering data base. Then, the prediction probability determination unit determines the prediction probability of the indicators corresponding to the construction data. The evaluation status determination unit uses preset probability thresholds to conduct safety assessments of various indicators of the tunnel underpass construction project in the target area. The prediction probability of each indicator is determined through the constructed digital twin of the tunnel underpass construction, thereby reflecting the safety status of the tunnel underpass construction project in the target area.

[0155] One embodiment of the present invention also provides a computer device, such as... Figure 10 As shown, Figure 10 This is a schematic diagram of a computer device according to an optional embodiment of the present invention. The computer device may include at least one processor 31, at least one communication interface 32, at least one communication bus 33, and at least one memory 34. The communication interface 32 may include a display screen and a keyboard; optionally, the communication interface 32 may also include a standard wired interface or a wireless interface. The memory 34 may be high-speed RAM (Random Access Memory) or non-volatile memory, such as at least one disk storage device. Optionally, the memory 34 may also be at least one storage device located remotely from the aforementioned processor 31. The processor 31 may be combined with... Figure 8 or Figure 9 The described apparatus has an application program stored in memory 34, and the processor 31 calls the program code stored in memory 34 to execute the steps of the method for constructing a safety evaluation model for tunnel underpass construction or the safety evaluation method for tunnel underpass construction described in any of the above method embodiments.

[0156] The communication bus 33 can be a peripheral component interconnect (PCI) bus or an extended industry standard architecture (EISA) bus, etc. The communication bus 33 can be divided into an address bus, a data bus, a control bus, etc. For ease of representation, Figure 10 The bus is represented by a single thick line, but this does not mean that there is only one bus or one type of bus.

[0157] The memory 34 may include volatile memory, such as random-access memory (RAM); the memory may also include non-volatile memory, such as flash memory, hard disk drive (HDD) or solid-state drive (SSD); the memory 34 may also include a combination of the above types of memory.

[0158] The processor 31 can be a central processing unit (CPU), a network processor (NP), or a combination of CPU and NP.

[0159] The processor 31 may further include a hardware chip. This hardware chip may be an application-specific integrated circuit (ASIC), a programmable logic device (PLD), or a combination thereof. The PLD may be a complex programmable logic device (CPLD), a field-programmable gate array (FPGA), a generic array logic (GAL), or any combination thereof.

[0160] Optionally, the memory 34 is also used to store program instructions. The processor 31 can call the program instructions to implement the method for constructing a safety evaluation model for tunnel underpass construction or the method for evaluating the safety of tunnel underpass construction as described in any embodiment of the present invention.

[0161] Obviously, the above embodiments are merely illustrative examples for clear explanation and are not intended to limit the implementation. Those skilled in the art will recognize that other variations or modifications can be made based on the above description. It is neither necessary nor possible to exhaustively list all possible implementations here. However, obvious variations or modifications derived therefrom are still within the scope of protection of this invention.

Claims

1. A method for constructing a safety evaluation model of tunneling under construction, characterized in that, The method comprises the following steps: constructing a pore elastic-plastic constitutive model, and determining a pore expansion analytical solution of a target region based on the elastic-plastic constitutive model; determining stratum changes caused by tunnel construction in the target region based on the pore expansion analytical solution; the pore expansion analytical solution comprises an elastic-plastic small hole contraction analytical solution and a large strain assumption, and the determination of the stratum changes caused by tunnel construction in the target region based on the pore expansion analytical solution comprises: determining stress and strain evolution processes of the surrounding medium caused by tunnel excavation deformation based on the large strain assumption; determining stratum changes caused by tunnel excavation based on the stress and strain evolution processes and the elastic-plastic small hole contraction analytical solution; determining first pile foundation settlement of existing buildings in the target region based on the pore expansion analytical solution; the pore expansion analytical solution comprises an elastic-plastic small hole expansion analytical solution, an elastic-plastic small hole spherical analytical solution and an elastic-plastic small hole cylindrical analytical solution, and the pile foundation comprises a pile body and a pile end, and the determination of the first pile foundation settlement of the existing buildings in the target region based on the pore expansion analytical solution comprises: determining the type of the pile foundation, which comprises displacement piles and non-displacement piles; when the type is displacement piles, the pile end is described by the elastic-plastic small hole spherical analytical solution and the pile body is described by the elastic-plastic small hole cylindrical analytical solution; expansion pressure of the pile end and the pile body is determined by the elastic-plastic small hole expansion analytical solution; ultimate bearing capacity of the pile end is determined by the expansion pressure; parameters of surrounding soil of the pile foundation corresponding to different stages and a first double-parameter curve of the pile foundation are obtained; first load-settlement curves of the pile foundation at different stages are determined based on the ultimate bearing capacity, the parameters of surrounding soil and the double-parameter curve, and first pile foundation settlement caused by the stratum changes is determined by the first load-settlement curves; second pile foundation settlement caused by tunnel construction in the target region is determined based on the stratum changes and the first pile foundation settlement; the pore expansion analytical solution comprises an elastic-plastic small hole expansion analytical solution, and the determination of the second pile foundation settlement caused by tunnel construction in the target region based on the stratum changes and the first pile foundation settlement comprises: determining vertical bearing capacity of the pile foundation based on the stratum changes and the elastic-plastic small hole expansion analytical solution; parameters of surrounding soil of the pile foundation corresponding to different stages and a second double-parameter curve of the pile foundation are obtained based on the stratum changes caused by the tunnel; second load-settlement curves of the pile foundation are determined based on the second double-parameter curve and the vertical bearing capacity, and the second pile foundation settlement caused by tunnel construction in the target region is determined by the second load-settlement curves; frame structure data of the existing buildings are obtained, and a safety evaluation model of tunnel underpass construction is constructed based on the second pile foundation settlement and the frame structure data.

2. A safety evaluation method for tunneling under construction, characterized in that, The method comprises the following steps: obtaining construction data of tunnel underpass in a target region; Based on the preset safety evaluation model of tunnel underpass construction, a digital twin body for tunnel underpass construction engineering is established to simulate and calculate the construction state; the preset safety evaluation model of tunnel underpass construction is constructed by the method for constructing a safety evaluation model of tunnel underpass construction according to claim 1; Based on the construction data and the digital twin body, a prediction probability of an index corresponding to the construction data is determined; Based on the prediction probability and a preset probability threshold, a safety evaluation situation of the tunnel underpass construction engineering of the target area is determined.

3. The safety evaluation method for tunneling underneath construction according to claim 2, characterized in that, The method further comprises: Based on the construction data, an index corresponding to the construction data is calculated through the digital twin body; Based on the index, a prediction probability corresponding to the index is determined through reliability analysis.

4. The safety evaluation method for tunneling underneath construction according to claim 2, characterized in that, The method further comprises: Obtaining historical accident data of tunnel underpass; Based on the historical accident data, a factor index corresponding to the accident is determined through the safety evaluation model of tunnel underpass construction.

5. A device for constructing a safety evaluation model of tunneling under construction, characterized in that, Comprise: A hole expansion analytical solution determination unit configured to construct a hole diameter elastic-plastic constitutive model, and determine a hole expansion analytical solution of a target area based on the elastic-plastic constitutive model; A stratum change determination unit configured to determine stratum changes caused by tunnel construction in the target area based on the hole expansion analytical solution; The hole expansion analytical solution comprises an elastic-plastic small hole contraction analytical solution and a large strain assumption, and the stratum changes caused by tunnel construction in the target area are determined based on the hole expansion analytical solution, which comprises: Based on the large strain assumption, the stress and strain evolution process of the surrounding medium caused by tunnel excavation deformation is determined; Based on the stress and strain evolution process and the elastic-plastic small hole contraction analytical solution, the stratum changes caused by tunnel excavation are determined; A first pile foundation settlement determination unit configured to determine a first pile foundation settlement caused by existing buildings in the target area based on the hole expansion analytical solution; the hole expansion analytical solution comprises an elastic-plastic small hole expansion analytical solution, an elastic-plastic small hole spherical analytical solution, and an elastic-plastic small hole cylindrical analytical solution, and the pile foundation comprises a pile body and a pile end, and the first pile foundation settlement caused by existing buildings in the target area is determined based on the hole expansion analytical solution, which comprises: Determine the type of the pile foundation, which includes displacement piles and non-displacement piles; When the type is a displacement pile, the pile end is described by the elastic-plastic small hole spherical analytical solution, and the pile body is described by the elastic-plastic small hole cylindrical analytical solution; The expansion pressure of the pile end and the pile body is determined by the elastic-plastic small hole expansion analytical solution; The ultimate bearing capacity of the pile end is determined by the expansion pressure; Obtain the surrounding soil parameters corresponding to the pile foundation at different stages and the first double-parameter curve of the pile foundation; Based on the ultimate bearing capacity, the surrounding soil parameters, and the double-parameter curve, the first load-settlement curve of the pile foundation at different stages is determined, and the first pile foundation settlement caused by the stratum changes is determined through the first load-settlement curve; The second pile foundation settlement determination unit is configured to determine a second pile foundation settlement caused by the tunnel construction in the target area based on the stratum change and the first pile foundation settlement; the hole expansion analytical solution comprises an elastic-plastic small hole expansion analytical solution, and the determination of the second pile foundation settlement caused by the tunnel construction in the target area based on the stratum change and the first pile foundation settlement comprises: determining a vertical bearing capacity of the pile foundation based on the stratum change and the elastic-plastic small hole expansion analytical solution; obtaining a second double-parameter curve of the pile foundation corresponding to surrounding soil parameters of the pile foundation at different stages based on the stratum change caused by the tunnel; determining a second load-settlement curve of the pile foundation based on the second double-parameter curve and the vertical bearing capacity, and determining the second pile foundation settlement caused by the tunnel construction in the target area through the second load-settlement curve; The evaluation model construction unit is configured to obtain frame structure data of the existing building, and construct a safety evaluation model of the tunnel underpass construction based on the second pile foundation settlement and the frame structure data.

6. A safety evaluation device for tunneling under construction, characterized by, Comprise: The construction data acquisition unit is configured to acquire construction data of the tunnel underpass in the target area; The digital twin establishment unit is configured to establish a digital twin for the tunnel underpass construction project based on a preset safety evaluation model of the tunnel underpass construction, and perform simulation and calculation on the construction state; the preset safety evaluation model of the tunnel underpass construction is constructed by the construction method of the safety evaluation model of the tunnel underpass construction according to claim 1; The prediction probability determination unit is configured to determine a prediction probability of an index corresponding to the construction data based on the construction data and the digital twin; The evaluation situation determination unit is configured to determine a safety evaluation situation of the tunnel underpass construction project in the target area based on the prediction probability and a preset probability threshold.

7. A computer device, comprising: Comprise: At least one processor; and a memory connected in communication with the at least one processor; wherein the memory stores instructions executable by the at least one processor, and the instructions are executed by the at least one processor to perform the method according to any one of claims 1 or 2-4.

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