A comprehensive method for reinforcing the foundation of open-cut tunnels for ship navigation

Abstract

This invention relates to the field of open-cut tunnel engineering for rail transit, and particularly to a comprehensive reinforcement method for the foundation of open-cut tunnels used for ship navigation. When performing stability analysis on the foundation of an open-cut tunnel for ship navigation, this invention uses random field theory and Monte Carlo simulation to generate a random distribution of the physical and mechanical parameters of the foundation. A finite element model of the foundation is then established based on this random distribution. Specifically, the use of random field theory combined with random sampling to generate a random distribution of the soil's physical and mechanical parameters throughout the computational domain more accurately reflects the spatial variability of soil parameters, thereby improving the accuracy and reliability of foundation stability analysis and providing a solid data foundation for proposing reinforcement schemes.

Description

Technical Field

[0001] This invention relates to the field of open-cut tunnel engineering for rail transit, and in particular to a comprehensive foundation reinforcement method for open-cut tunnels used for ship navigation. Background Technology

[0002] The construction principle of cut-and-cover tunnels for ship navigation involves first removing all or part of the overburden soil, then constructing the tunnel structure within the excavated pit, and finally backfilling. This method is suitable for situations with shallow overburden and relatively good geological conditions, offering advantages such as relatively simple construction technology and fast construction speed. However, cut-and-cover tunnel construction also faces many challenges, among which the stability of the foundation is particularly critical. During cut-and-cover tunnel construction, the stability of the foundation directly affects construction safety and the stability of the tunnel structure. Foundation stability issues are mainly reflected in the following aspects: In many coastal areas, tunnel projects often need to traverse soft soil foundations. Soft soil foundations are characterized by high compressibility, low strength, and poor permeability. During cut-and-cover tunnel construction, soft soil foundations are prone to significant settlement and deformation, leading to instability at the excavation face and potentially serious accidents such as pit collapse. Furthermore, the low strength of soft soil foundations makes the tunnel structure susceptible to uneven settlement during construction and operation, thus affecting the normal functionality of the tunnel, such as the smoothness of the tracks within the tunnel and the stability of facilities within the tunnel.

[0003] Existing methods for calculating stability coefficients, such as the Swedish circular arc method, the Bishop method, and the Janbu method, while widely used in engineering practice, still have some limitations and shortcomings. When dealing with heterogeneous soils, these methods typically assume the soil's shear strength is constant, neglecting the soil's internal heterogeneity. In actual engineering, the soil's shear strength often varies with depth and location, and existing methods struggle to accurately reflect this variation, resulting in limited calculation accuracy. Especially under complex geological conditions, the calculation results from existing methods may deviate significantly from the actual situation. Summary of the Invention

[0004] To address the aforementioned technical problems, this invention provides a comprehensive reinforcement method for the foundation of open-cut tunnels used for ship navigation, thereby resolving the issues existing in the prior art.

[0005] This invention provides a comprehensive method for reinforcing the foundation of open-cut tunnels for ship navigation, comprising the following steps:

[0006] S1: Conduct a geological survey of the foundation soil of the proposed open-cut tunnel to obtain soil parameters;

[0007] S2: Based on the soil parameters, determine the specific foundation reinforcement plan, including the reinforcement area and reinforcement method;

[0008] Specifically, S2 is:

[0009] S2.1: Based on the soil parameters, establish an initial model of the open-cut tunnel foundation;

[0010] S2.2: Perform slip arc analysis based on the initial model of the open-cut tunnel foundation to determine the potential sliding surface of the open-cut tunnel foundation;

[0011] S2.3: Calculate the stability coefficient of the potential sliding surface to evaluate the stability of the open-cut tunnel foundation;

[0012] Specifically, S2.3 is as follows:

[0013] Sa: Using random field theory and Monte Carlo simulation, a random distribution of the physical and mechanical parameters of the foundation of the cut-and-cover tunnel is generated;

[0014] Sb: Establish a finite element model of the foundation of the cut-and-cover tunnel based on the random distribution of the physical and mechanical parameters of the foundation.

[0015] Sc: Apply boundary conditions and loads to the finite element model; the boundary conditions include horizontal and vertical boundary conditions;

[0016] Sd: Calculate the stress and strain distribution of the open-cut tunnel foundation based on the finite element model, boundary conditions, and loads;

[0017] Se: Based on the stress and strain distribution, calculate the sliding moment and anti-sliding moment of the open-cut tunnel foundation, and calculate the safety factor of the open-cut tunnel foundation;

[0018] Sf: Evaluate the stability of the open-cut tunnel foundation based on the safety factor.

[0019] S2.4: Determine the reinforcement scheme based on the stability assessment results of the open-cut tunnel foundation.

[0020] Preferably, in S1, the soil parameters include: soil cohesion, soil internal friction angle, compression modulus, and foundation bearing capacity.

[0021] Preferably, in S2.1, the initial model includes: a stratigraphic distribution map, which clarifies the thickness, properties and distribution range of each soil layer; physical and mechanical parameters of the soil, such as cohesion, internal friction angle, compression modulus and bearing capacity of the foundation; and groundwater level distribution, including water level elevation and water level change trend.

[0022] Preferably, S2.2 specifically includes:

[0023] The initial arc-shaped sliding surface is determined based on the initial model. Then, the initial arc-shaped sliding surface of the slope of the open-cut tunnel foundation is divided into multiple soil strips along the vertical direction. The self-weight, sliding force and anti-sliding moment of each soil strip are calculated to determine the potential sliding surface.

[0024] Preferably, in Sa, a normal distribution is used as the probability distribution function of the physical and mechanical parameters of the open-cut tunnel foundation.

[0025] Preferably, in the Sb, the finite element model divides the computational domain using quadrilateral or triangular elements.

[0026] Preferably, in the Sc, the horizontal boundary condition includes a lateral boundary condition and a far-field boundary condition. The lateral boundary condition is a fixed boundary condition, specifically: on the lateral boundary, it is assumed that the horizontal displacement of the open-cut tunnel foundation is zero; the far-field boundary condition specifically is that in the area far from the foundation pit, it is assumed that the horizontal displacement of the open-cut tunnel foundation is zero.

[0027] Preferably, the vertical boundary conditions are bottom boundary conditions and top boundary conditions. Specifically, the bottom boundary condition is on the bottom boundary, assuming that the vertical displacement of the soil is zero; the top boundary condition is on the top boundary, assuming that the vertical stress of the soil is zero.

[0028] Preferably, in Se, the sliding moment is the moment caused by the self-weight of the open-cut tunnel foundation and the load of the superstructure; the anti-sliding moment is the moment caused by the shear strength of the open-cut tunnel foundation.

[0029] The safety factor of the foundation of the open-cut tunnel is the ratio of the anti-sliding moment to the sliding moment.

[0030] Preferably, Sf specifically refers to: evaluating the stability of the foundation of the open-cut tunnel based on the mean and variability of the safety factor;

[0031] If the average safety factor of the foundation of the cut-and-cover tunnel is greater than 1.2 and the variability is less than 0.3, the foundation can be considered stable; otherwise, reinforcement measures need to be taken for the foundation of the cut-and-cover tunnel.

[0032] The embodiments of the present invention have the following technical effects:

[0033] In performing stability analysis on the foundation of an open-cut tunnel, this invention uses random field theory and Monte Carlo simulation to generate a random distribution of the physical and mechanical parameters of the foundation. A finite element model of the foundation is then established based on this random distribution. Specifically, the use of random field theory combined with random sampling to generate the random distribution of soil physical and mechanical parameters throughout the computational domain more accurately reflects the spatial variability of soil parameters, thereby improving the accuracy and reliability of foundation stability analysis and providing a solid data foundation for proposing reinforcement schemes. Attached Figure Description

[0034] 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.

[0035] Figure 1 This is a flowchart of a comprehensive foundation reinforcement method for open-cut tunnels used for ship navigation provided by an embodiment of the present invention;

[0036] Figure 2 This is a flowchart of a specific scheme for foundation reinforcement based on the soil parameters provided in an embodiment of the present invention;

[0037] Figure 3 This is a flowchart provided by an embodiment of the present invention for calculating the stability coefficient of the potential sliding surface and evaluating the stability of the open-cut tunnel foundation. Detailed Implementation

[0038] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be clearly and completely described below. Obviously, the described embodiments are only a part of the embodiments of this invention, and not all of them. Based on the embodiments of this invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this invention.

[0039] Example 1, Appendix Figure 1 A flowchart of a comprehensive foundation reinforcement method for open-cut tunnels used for ship navigation is shown in the attached diagram. Figure 1 As shown, a comprehensive method for reinforcing the foundation of an open-cut tunnel for ship navigation includes the following steps:

[0040] S1: Conduct a geological survey of the foundation soil of the proposed open-cut tunnel to obtain soil parameters;

[0041] The geological survey is fundamental to the design of foundation reinforcement for open-cut tunnels. Its main purpose is to comprehensively understand the geological conditions of the proposed tunnel foundation, including soil layer distribution, soil properties, and groundwater conditions. Through this geological survey, accurate geological parameters can be provided for the foundation reinforcement design, ensuring the scientific validity and rationality of the reinforcement plan.

[0042] In this embodiment, the geological exploration employs a combination of methods to obtain comprehensive and accurate geological information, specifically including:

[0043] Drilling is a soil exploration method that involves drilling holes in the foundation soil with a drilling rig to extract soil samples for analysis. Drilling provides a direct view of the soil layer distribution and allows for the acquisition of the soil's physical and mechanical properties.

[0044] Specifically, in the foundation investigation of open-cut tunnels, the arrangement of boreholes should be rationally planned according to the tunnel's plan position and depth. Generally, the spacing between boreholes should be determined according to the complexity of the geological conditions, usually 10 to 30 meters. In areas with significant variations in geological conditions, the number of boreholes should be appropriately increased. During the drilling process, detailed records should be kept of the borehole depth, soil layering, soil color, moisture content, particle size, and other information. Soil samples should be collected in a timely manner for laboratory testing.

[0045] Penetration test: The penetration test is a surveying method that uses a penetration device to press a probe into the soil and measures the resistance encountered by the probe to determine the properties and strength of the soil layer. The penetration test has the advantages of simple operation, fast speed and low cost, and is suitable for large-area geological surveys.

[0046] Commonly used penetration testing methods include static penetration testing and dynamic penetration testing. Static penetration testing involves pressing the probe into the soil using static force to measure the lateral and end resistance experienced by the probe. Dynamic penetration testing involves driving the probe into the soil using a hammer, and the number of blows determines the properties and strength of the soil layer. In open-cut tunnel foundation investigation, the arrangement of penetration holes should coordinate with drilling holes to form a complete exploration grid. The spacing between penetration holes is generally 5-10 meters; in areas with significant variations in geological conditions, the spacing should be appropriately increased.

[0047] Geophysical exploration: Geophysical exploration is an exploration method that uses physical methods to detect underground geological structures and soil properties. Commonly used geophysical exploration methods include seismic wave method, electromagnetic wave method, resistivity method, etc.

[0048] Seismic wave methods determine the distribution and properties of soil layers by measuring the propagation and velocity of seismic waves in the subsurface medium and the characteristics of reflected waves. Electromagnetic wave methods detect subsurface geological structures by measuring the propagation characteristics of electromagnetic waves in the subsurface medium. Resistivity methods determine the properties of soil layers by measuring the resistivity of the subsurface medium. Geophysical methods have advantages such as wide exploration range, high speed, and low cost, but their results need to be verified and interpreted in conjunction with drilling and penetration testing methods.

[0049] During geological exploration, it is necessary to obtain various physical and mechanical parameters of the soil, which are important bases for foundation reinforcement design. Specifically, in this step, the soil parameters include: soil cohesion (c), soil internal friction angle (φ), compression modulus (Es), and foundation bearing capacity (fak).

[0050] The soil cohesion mentioned here refers to the bond strength between soil particles, which is one of the important indicators for measuring the shear strength of soil. The magnitude of cohesion is related to factors such as the particle composition, mineral composition, and water content of the soil. The methods for obtaining soil cohesion include laboratory tests and in-situ tests. The laboratory tests involve shearing the soil sample through shear tests (such as direct shear tests and triaxial shear tests) and determining the cohesion based on the relationship curve between shear stress and shear displacement. The in-situ tests directly measure the soil cohesion through field shear tests (such as vane shear tests).

[0051] The internal friction angle of soil refers to the friction angle between soil particles, which is another important indicator for measuring the shear strength of soil. The magnitude of the internal friction angle is related to factors such as particle size, particle shape, and particle surface roughness. The method for obtaining the internal friction angle is similar to that for soil cohesion, and is determined through indoor shear tests and in-situ shear tests. In the shear test, the internal friction angle of the soil is determined based on the relationship curve between shear stress and shear displacement.

[0052] The compression modulus refers to the vertical stress required per unit vertical strain in soil under vertical pressure. The compression modulus is an important indicator for measuring the compressibility of soil and is used to calculate soil settlement.

[0053] The method for obtaining the compression modulus includes indoor compression tests and in-situ load tests. The indoor compression test involves compressing soil samples using a compression tester and determining the compression modulus based on the compression curve. The in-situ load test involves applying vertical pressure to the foundation soil, measuring the soil deformation, and determining the compression modulus based on the load-settlement curve.

[0054] The bearing capacity of the foundation refers to the maximum pressure that foundation soil can withstand under vertical pressure. It is an important indicator for measuring the bearing capacity of foundation soil and is used to determine the scope and depth of foundation reinforcement.

[0055] The methods for obtaining the bearing capacity of the foundation typically include laboratory tests and in-situ tests. The laboratory tests calculate the bearing capacity of the foundation using empirical formulas based on the physical and mechanical properties of the soil sample through compression and shear tests. The in-situ tests determine the bearing capacity of the foundation based on the load-settlement curve through load tests.

[0056] S2: Based on the soil parameters, determine the specific foundation reinforcement plan, including the reinforcement area and reinforcement method;

[0057] Foundation reinforcement design is a crucial step in open-cut tunnel construction. Its main purpose is to improve the bearing capacity and stability of the foundation soil through a reasonable reinforcement scheme, thereby ensuring the safety of the excavation and tunnel structure construction. Specific objectives include:

[0058] To improve the shear strength and compression modulus of the foundation soil, reduce settlement and deformation during construction; ensure the stability of the excavation face of the foundation pit and prevent the foundation pit from collapsing; reduce the impact of groundwater on construction and ensure a safe and dry construction environment; and provide a stable supporting foundation for the construction of the tunnel main structure.

[0059] Specifically, as shown in the attached document Figure 2 As shown, S2 specifically refers to:

[0060] S2.1: Based on the soil parameters, establish an initial model of the open-cut tunnel foundation;

[0061] The initial model should include: a stratigraphic distribution map, clearly defining the thickness, properties, and distribution range of each soil layer; physical and mechanical parameters of the soil, such as cohesion, internal friction angle, compression modulus, and bearing capacity of the foundation; and groundwater level distribution, including water level elevation and water level change trends.

[0062] S2.2: Perform slip arc analysis based on the initial model of the open-cut tunnel foundation to determine the potential sliding surface of the open-cut tunnel foundation;

[0063] Slip surface analysis is a crucial step in slope stability analysis within a foundation, aiming to determine the location and shape of the most dangerous slip surface. In this step, S2.2 specifically refers to:

[0064] The initial arc-shaped sliding surface is determined based on the initial model. Then, the initial arc-shaped sliding surface of the slope of the open-cut tunnel foundation is divided into multiple soil strips along the vertical direction. The self-weight, sliding force and anti-sliding moment of each soil strip are calculated to determine the potential sliding surface.

[0065] S2.3: Calculate the stability coefficient of the potential sliding surface to evaluate the stability of the open-cut tunnel foundation;

[0066] Existing methods for calculating stability coefficients, such as the Swedish circular arc method, the Bishop method, and the Janbu method, while widely used in engineering practice, still have some limitations and shortcomings. When dealing with heterogeneous soils, these methods typically assume the soil's shear strength is constant, neglecting the soil's internal heterogeneity. In actual engineering, the soil's shear strength often varies with depth and location, and existing methods struggle to accurately reflect this variation, resulting in limited calculation accuracy. Especially under complex geological conditions, the calculation results from existing methods may deviate significantly from the actual situation.

[0067] To overcome the above-mentioned defects, in this step, as shown in the appendix... Figure 3 As shown, S2.3 specifically includes:

[0068] Sa: Using random field theory and Monte Carlo simulation, a random distribution of the physical and mechanical parameters of the foundation of the cut-and-cover tunnel is generated;

[0069] Random field theory is a mathematical tool used to describe and simulate the spatial variability of soil physical and mechanical parameters. It assumes that the soil's physical and mechanical parameters (such as cohesion and internal friction angle) are random fields, meaning these parameters vary randomly in space. The random field X(s) is a set of random variables, where s represents the spatial location. For soil physical and mechanical parameters, such as cohesion c(s), compression modulus E(s), and internal friction angle... It can be represented as a random field.

[0070] Based on the initial model of the cut-and-cover tunnel foundation, the mean, variance, and covariance functions of the soil physical and mechanical parameters are determined. Then, the probability distribution function of the physical and mechanical parameters of the cut-and-cover tunnel foundation is selected. Using Monte Carlo simulation, a preset number of samples are randomly drawn from the defined distribution. Using random field theory, combined with the randomly sampled samples, a random distribution of parameters in the entire computational domain is generated. The generated random distribution of parameters is input into the finite element model for foundation stability analysis.

[0071] In this step, the normal distribution is used as the probability distribution function of the physical and mechanical parameters of the open-cut tunnel foundation;

[0072] The method of using random field theory and combining randomly sampled samples to generate a random distribution of parameters within the entire computational domain specifically involves: dividing the computational domain of the random field into multiple grids, with each grid representing a location; using randomly sampled samples to assign an initial parameter value to each grid; adjusting the parameter value of each grid point according to the selected covariance function to make it conform to spatial correlation; and generating the final random field through iterative optimization to obtain the random distribution of parameters within the entire computational domain.

[0073] By following the steps and methods described above, random field theory combined with random sampling can be used to generate a random distribution of soil physical and mechanical parameters throughout the computational domain. This method can more accurately reflect the spatial variability of soil parameters, thereby improving the accuracy and reliability of foundation stability analysis.

[0074] Sb: Establish a finite element model of the foundation of the cut-and-cover tunnel based on the random distribution of the physical and mechanical parameters of the foundation.

[0075] In this step, the finite element model is divided into computational domains using quadrilateral or triangular elements.

[0076] Sc: Apply boundary conditions and loads to the finite element model; the boundary conditions include horizontal and vertical boundary conditions;

[0077] The horizontal boundary conditions mainly involve the displacement constraints of the cut-and-cover tunnel foundation in the horizontal direction. In foundation stability analysis, it is usually assumed that the horizontal displacement of the soil in the cut-and-cover tunnel foundation is restricted to simulate the boundary conditions in actual engineering.

[0078] The horizontal boundary conditions include lateral boundary conditions and far-field boundary conditions. The lateral boundary conditions are fixed boundary conditions. Specifically, on the lateral boundary, it is assumed that the horizontal displacement of the open-cut tunnel foundation is zero. Specifically, in the area far from the pit, it is usually assumed that the horizontal displacement of the open-cut tunnel foundation is zero.

[0079] Vertical boundary conditions primarily involve the displacement constraints of soil in the vertical direction. In foundation stability analysis, it is typically assumed that the vertical displacement of the soil is limited to simulate the boundary conditions in actual engineering projects. Specifically, the vertical boundary conditions include bottom boundary conditions and top boundary conditions. The bottom boundary condition assumes zero vertical displacement of the soil at the bottom boundary; the top boundary condition assumes zero vertical stress of the soil at the top boundary.

[0080] The applied load specifically refers to the applied superstructure load and the seepage force caused by changes in groundwater level.

[0081] Sd: Calculate the stress and strain distribution of the open-cut tunnel foundation based on the finite element model, boundary conditions, and loads;

[0082] In this embodiment, ABAQUS is used to calculate the stress and strain distribution of the foundation of the cut-and-cover tunnel.

[0083] Se: Based on the stress and strain distribution, calculate the sliding moment and anti-sliding moment of the open-cut tunnel foundation, and calculate the safety factor of the open-cut tunnel foundation;

[0084] Wherein, the sliding moment is the moment caused by the self-weight of the foundation of the open-cut tunnel and the load of the superstructure; the anti-sliding moment is the moment caused by the shear strength of the foundation of the open-cut tunnel.

[0085] The safety factor of the foundation of the open-cut tunnel is the ratio of the anti-sliding moment to the sliding moment.

[0086] Sf: Evaluate the stability of the open-cut tunnel foundation based on the safety factor.

[0087] Specifically, Sf refers to: assessing the stability of the foundation of the open-cut tunnel based on the mean and variability of the safety factor;

[0088] If the average safety factor of the foundation of the cut-and-cover tunnel is greater than 1.2 and the variability is less than 0.3, the foundation can be considered stable; otherwise, reinforcement measures need to be taken for the foundation of the cut-and-cover tunnel.

[0089] S2.4: Determine the reinforcement scheme based on the stability assessment results of the open-cut tunnel foundation;

[0090] Specifically, S2.4 is as follows:

[0091] Based on the stability assessment results of the open-cut tunnel foundation, the foundation areas that need to be reinforced are determined, including the reinforcement range around the foundation pit and the bottom of the foundation pit;

[0092] The reinforcement depth is determined based on the slip arc depth and the bearing capacity requirements of the foundation. The requirement for determining the reinforcement depth is that the reinforced foundation should be able to withstand the loads during construction and operation.

[0093] The processing method is determined in this step. The processing methods include deep mixing pile reinforcement, high-pressure jet grouting pile reinforcement, grouting reinforcement and geosynthetic material reinforcement.

[0094] Example 2: The present invention also provides an electronic device, including one or more processors and a memory.

[0095] A processor can be a central processing unit (CPU) or other form of processing unit with data processing and / or instruction execution capabilities, and can control other components in an electronic device to perform desired functions.

[0096] The memory may include one or more computer program products, which may include various forms of computer-readable storage media, such as volatile memory and / or non-volatile memory. The volatile memory may include, for example, random access memory (RAM) and / or cache memory. The non-volatile memory may include, for example, read-only memory (ROM), hard disk, flash memory, etc. One or more computer program instructions may be stored on the computer-readable storage medium, and a processor may execute the program instructions to implement the above-described method for comprehensive reinforcement of open-cut tunnel foundations for ship navigation, and / or other desired functions. Various contents such as initial extrinsic parameters and thresholds may also be stored in the computer-readable storage medium.

[0097] In one example, the electronic device may also include input and output devices, which are interconnected via a bus system and / or other forms of connection (not shown). The input device may include, for example, a keyboard, a mouse, etc. The output device may output various information to the outside, including warning messages, braking force, etc. The output device may include, for example, a display, a speaker, a printer, and a communication network and its connected remote output devices, etc.

[0098] Of course, for simplicity, components such as buses and input / output interfaces have been omitted. In addition, depending on the specific application, the electronic device may include any other appropriate components.

[0099] In addition to the methods and devices described above, embodiments of this application may also be computer program products, which include computer program instructions that, when executed by a processor, cause the processor to perform the function of a comprehensive reinforcement method for open-cut tunnel foundations for ship navigation provided in any embodiment of this application.

[0100] The computer program product can be written in any combination of one or more programming languages ​​to perform the operations of the embodiments of this application. The programming languages ​​include object-oriented programming languages ​​such as Java and C++, as well as conventional procedural programming languages ​​such as C or similar languages. The program code can be executed entirely on the user's computing device, partially on the user's computing device, as a standalone software package, partially on the user's computing device and partially on a remote computing device, or entirely on a remote computing device or server.

[0101] Furthermore, embodiments of this application may also be computer-readable storage media storing computer program instructions thereon, which, when executed by a processor, cause the processor to implement a comprehensive reinforcement method for open-cut tunnel foundations for ship navigation provided in any embodiment of this application.

[0102] The computer-readable storage medium may be any combination of one or more readable media. A readable medium may be a readable signal medium or a readable storage medium. A readable storage medium may be, for example, an electrical, magnetic, optical, electromagnetic, infrared, or semiconductor system, apparatus, or device, or any combination thereof. More specific examples of readable storage media (a non-exhaustive list) include: an electrical connection having one or more wires, a portable disk, a hard disk, random access memory (RAM), read-only memory (ROM), erasable programmable read-only memory (EPROM or flash memory), optical fiber, portable compact disk read-only memory (CD-ROM), optical storage device, magnetic storage device, or any suitable combination thereof.

[0103] It should be noted that the terminology used in this invention is for describing specific embodiments only and is not intended to limit the scope of this application. As shown in this specification, unless the context clearly indicates otherwise, words such as "a," "an," "an," and / or "the" do not specifically refer to the singular and may include the plural. The terms "comprising," "including," or any other variations thereof are intended to cover a non-exclusive inclusion, such that a process, method, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, or apparatus that includes said element.

[0104] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the technical solutions of the embodiments of the present invention.

Claims

1. A comprehensive reinforcement method for the foundation of a cut-and-cover tunnel for the navigation of a ship, characterized in that, The method comprises the following steps: S1: performing geological survey on the foundation soil of the planned open-cut tunnel to obtain soil parameters; S2: determining a specific ground reinforcement scheme according to the soil parameters, including a reinforcement area and a reinforcement method; The S2 is specifically: S2.1: establishing an initial model of the open-cut tunnel foundation according to the soil parameters; S2.2: performing slide arc analysis according to the initial model of the open-cut tunnel foundation to determine a potential sliding surface of the open-cut tunnel foundation; S2.3: calculating a stability coefficient of the potential sliding surface to evaluate the stability of the open-cut tunnel foundation; The S2.3 is specifically: Sa: using random field theory and Monte Carlo simulation to generate a random distribution of the physical and mechanical parameters of the open-cut tunnel foundation; Sb: establishing a finite element model of the open-cut tunnel foundation according to the random distribution of the physical and mechanical parameters of the open-cut tunnel foundation; Sc: applying boundary conditions and loads to the finite element model; the boundary conditions include horizontal and vertical boundary conditions; Sd: calculating the stress and strain distribution of the open-cut tunnel foundation according to the finite element model, boundary conditions and loads; Se: calculating the sliding moment and anti-sliding moment of the open-cut tunnel foundation according to the stress and strain distribution, and calculating the safety factor of the open-cut tunnel foundation; Sf: evaluating the stability of the open-cut tunnel foundation according to the safety factor; S2.4: determining a reinforcement scheme according to the stability evaluation result of the open-cut tunnel foundation.

2. The method according to claim 1, characterized in that: In the S1, the soil parameters include soil cohesion, soil internal friction angle, compression modulus and foundation bearing capacity.

3. The method according to claim 1, characterized in that: In the S2.1, the initial model includes a stratum distribution map, which clearly indicates the thickness, properties and distribution range of each soil layer; soil physical and mechanical parameters, including cohesion, internal friction angle, compression modulus and foundation bearing capacity; and underground water level distribution, including water level elevation and water level change trend.

4. A comprehensive reinforcement method for the foundation of an open-cut tunnel for ship navigation according to claim 3, characterized in that: The S2.2 is specifically: According to the initial model, an initial circular arc sliding surface is determined, and then the initial circular arc sliding surface of the slope of the open-cut tunnel foundation is divided into multiple soil strips along the vertical direction, and the self-weight, sliding force and anti-sliding moment of each soil strip are calculated to determine the potential sliding surface.

5. A comprehensive reinforcement method for the foundation of an open-cut tunnel for ship navigation according to claim 1, characterized in that: In the Sa, a normal distribution is used as the probability distribution function of the physical and mechanical parameters of the open-cut tunnel foundation.

6. The method according to claim 5, wherein: In the Sb, the finite element model is divided by quadrilateral elements or triangular elements.

7. A comprehensive reinforcement method for the foundation of an open-cut tunnel for ship navigation according to claim 5, characterized in that: In the Sc, the horizontal boundary conditions include lateral boundary conditions and far-field boundary conditions, the lateral boundary conditions are fixed boundary conditions, and the fixed boundary conditions are specifically that the horizontal displacement of the open-cut tunnel foundation is assumed to be zero on the lateral boundary; the far-field boundary conditions are specifically that the horizontal displacement of the open-cut tunnel foundation is assumed to be zero in the area far from the foundation pit.

8. A comprehensive reinforcement method for the foundation of an open-cut tunnel for ship navigation according to claim 7, characterized in that: The vertical boundary conditions are bottom boundary conditions and top boundary conditions, the bottom boundary conditions are specifically that the vertical displacement of the soil is assumed to be zero on the bottom boundary; and the top boundary conditions are specifically that the vertical stress of the soil is assumed to be zero on the top boundary.

9. A comprehensive reinforcement method for the foundation of an open-cut tunnel for ship navigation according to claim 1, characterized in that: The sliding moment is a moment caused by the self weight and the upper structure load of the open-cut tunnel foundation; and the anti-sliding moment is a moment caused by the shear strength of the open-cut tunnel foundation. The safety factor of the open-cut tunnel foundation is a ratio of the anti-sliding moment to the sliding moment.

10. The method according to claim 1, wherein the method is characterized by: The Sf specifically comprises: evaluating the stability of the open-cut tunnel foundation according to the mean value and variability of the safety factor. If the mean value of the safety factor of the open-cut tunnel foundation is greater than 1.2 and the variability is less than 0.3, the foundation is considered stable, otherwise reinforcement measures need to be taken for the open-cut tunnel foundation.

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