Pressure-bearing under-consolidated stratum anchorage stability calculation method and system, electronic equipment and storage medium

Abstract

The invention discloses a pressure-bearing under-consolidated stratum anchorage stability calculation method and system, electronic equipment and a storage medium, and the method comprises the steps: S100, constructing a water-soil pressure calculation model considering the influence of under-consolidation and confined water, and calculating the pressure of the confined water in the pressure-bearing under-consolidated stratum; the vertical and horizontal effective soil pressure at any depth z, the pore water pressure and the total pressure are calculated, and finally the water and soil pressure distribution rule is obtained; s200, based on a water and soil pressure distribution rule, accurately calculating force acting on each interface of the anchorage foundation through integral operation; s300, according to a limit equilibrium theory, establishing a mechanical equilibrium equation of the anchorage in the horizontal direction, and deducing an analytical expression of an overall anti-sliding stability coefficient containing all key parameters; and S400, on the basis of the established balance equation, constructing a calculation formula of an anti-skid stability coefficient, and applying the calculation formula to the three core scenes according to different engineering requirements. A water and soil pressure calculation model is constructed, and a mechanical balance system of all stress surfaces of the anchorage is established.

Description

Technical Field

[0001] This invention belongs to the field of formation anchoring technology, and more specifically, relates to a method, system, electronic device and storage medium for calculating the stability of anchors in pressure-bearing and underconsolidated formations. Background Technology

[0002] As infrastructure construction extends to soft soil foundation areas such as coastal and riverside areas, engineering practice increasingly encounters confined and underconsolidated strata. These strata are typically composed of highly compressible saturated soft soils (such as silt and silty soil), and their typical characteristics are: high natural water content, large void ratio, low strength, low degree of consolidation (i.e., "underconsolidation"), and often contain confined water with a certain pressure.

[0003] Gravity anchorage foundations, as key load-bearing components in long-span suspension bridges and cable-stayed bridges, primarily function to provide stable and reliable anchoring force to the superstructure through their immense weight and interaction with the foundation soil. However, constructing such heavy foundations in underconsolidated strata presents significant technical challenges: (1) Complex Earth Pressure Distribution: Traditional Rankine or Coulomb earth pressure theories are mainly applicable to normally consolidated or overconsolidated sandy and cohesive soils, assuming that the soil has completed consolidation and settlement. However, for underconsolidated strata, since the soil skeleton has not yet fully borne the overlying load, the pore water pressure is much higher than the hydrostatic pressure, resulting in a significant reduction in effective stress. If the traditional theory is still used, the shear strength parameters of the soil (such as the internal friction angle φ and cohesion c) will be seriously overestimated, which in turn will overestimate the anti-sliding force of the anchorage (such as passive earth pressure), resulting in unsafe designs.

[0004] (2) Impact of confined water: The confined water in the strata not only generates additional pore water pressure, but also exerts a direct buoyancy force on the anchor foundation, reducing the effective normal stress on the bottom surface of the foundation, thus significantly weakening the bottom surface friction, an important source of anti-sliding force. In addition, confined water will also worsen the construction environment and increase the difficulty of excavation and support of the foundation pit.

[0005] (3) Limitations of existing calculation methods: Currently, the design methods for this type of stratum are mostly empirical or simplified. For example, they may use reduced soil strength indices or simply superimpose water and soil pressures, lacking a systematic calculation theory that can uniformly consider the dual adverse factors of "underconsolidation" and "confined water". This leads to design results that are either too conservative, causing unnecessary engineering waste, or too dangerous, leaving serious safety hazards for the structure.

[0006] Therefore, there is an urgent need for a gravity anchor stability calculation method that can accurately reflect the characteristics of pressure-bearing and underconsolidated strata to ensure the safety and economy of engineering design. Summary of the Invention

[0007] To address the aforementioned deficiencies or improvement needs of existing technologies, this invention provides a method, system, electronic equipment, and storage medium for calculating the stability of anchorages in underconsolidated strata. By systematically introducing two core variables—underconsolidation degree and confined hydraulic head—a water and soil pressure calculation model that more closely reflects engineering realities is constructed. Based on this model, a complete mechanical equilibrium system covering all stress surfaces of the anchorage is established. Compared to traditional simplified methods, this invention possesses stronger theoretical rigor and model completeness, significantly improving the accuracy of stability analysis. Furthermore, this invention clearly elucidates the specific application process of the anti-sliding stability coefficient at three levels: theoretical limit analysis, engineering design value selection, and structural verification. It provides a complete, reliable, and highly practical technical solution for addressing the design challenges of heavy foundations under complex geological conditions, and is of significant value in improving the safety and economy of major infrastructure projects.

[0008] To achieve the above objectives, according to a first aspect of the present invention, a method for calculating the stability of an anchorage in a pressure-bearing, underconsolidated strata is provided, specifically including the following steps: S100. Construct a water and soil pressure calculation model that considers the influence of underconsolidation and confined water, calculate the effective vertical and horizontal earth pressure, pore water pressure and total pressure at any depth z in the confined and underconsolidated strata, and finally obtain the water and soil pressure distribution law. S200: Based on the distribution law of soil and water pressure, the force acting on each interface of the anchor foundation is accurately calculated through integral calculation; S300. Based on the limit equilibrium theory, the mechanical equilibrium equation of the anchorage in the horizontal direction is established, and the analytical expression of the overall anti-slip stability coefficient containing all key parameters is derived. Based on the established equilibrium equation, a formula for calculating the anti-sliding stability coefficient is constructed. According to different engineering needs, it is applied to three core scenarios to calculate the stability of gravity anchorages in pressure-bearing and underconsolidated strata.

[0009] Furthermore, in step S100, it is necessary to first collect and determine the stratum parameters, and then, based on the principle of separate calculation of water and soil, modify the classical Rankine or Coulomb earth pressure theory to calculate the water and soil pressure. The formation parameters are: , in, For the first i Effective unit weight of soil layer, in units of kN / m 3 ; For the first i The thickness of the soil layer, in units of m , A value of 0 indicates the location at the Earth's surface; For the first i Effective internal friction angle of the soil layer; For the first i The lateral pressure coefficient of the soil layer; For the first i Effective cohesion of the soil layer; For the first i The degree of underconsolidation of the soil layer, i.e., effective vertical stress / total vertical stress; For the first i Water head height of soil layer, unit m The value below the Earth's surface is considered positive. The first i Lateral pressure coefficient of soil layer There are three possible scenarios: When equal to the coefficient of earth pressure at rest, take , When equal to the passive earth pressure coefficient, take , When equal to the active earth pressure coefficient, take .

[0010] Through the first i Effective unit weight of soil layer and the i Thickness of soil layer The sum of the effective unit weights of the overlying soil was calculated as follows: , in, This is the sum of the effective unit weight of the overlying soil. kPa , These are depth coordinates with positive values ​​downwards from the Earth's surface, in units of... m ; For the first i The depth of the top floor; And at the same time, the pressure of the confined water is calculated as follows: in, For pressurized water pressure, It is the density of water.

[0011] Furthermore, based on the principle of separate calculation of water and soil, the water and soil pressure is calculated as the sum of the effective unit weights of the overlying soil. With pressurized water pressure Above the bottom of the anchorage foundationi The calculation of the underconsolidated soil water pressure is performed on the soil layers, specifically including: Vertical soil and water pressure acting at depth z : ; The horizontal soil and water pressure acting at depth z: ; For considering effective cohesion The active and passive soil and water pressures are calculated using the following formulas: Active soil and water pressure behind the anchor foundation : , For active soil and water pressure, the critical calculation depth also needs to be considered. The critical calculation depth is: , when At that time, take ; Passive soil and water pressure on the soil-facing side of the anchor foundation : .

[0012] Further, in step S200, the passive and active soil and water pressure results in the i-th layer of soil above the bottom of the anchor foundation are calculated. At this point, it is assumed that the top of the anchor foundation is flush with the ground surface, the vertical coordinate axis is positive downwards, and the calculation is performed from top to bottom on the front and bottom surfaces. The horizontal length of the anchor foundation is... L The unit is m The width of the anchorage foundation is B The unit is m The anchor's own weight is W The unit is N ; The forces acting on each interface of the anchor foundation include the resultant force of passive soil and water pressure on the soil-facing surface, the resultant force of active soil and water pressure, the resultant force of frictional resistance on both sides, and the resultant force of frictional resistance on the bottom surface.

[0013] Furthermore, the resultant passive soil and water pressure on the soil-facing surface for: ; The resultant force of active water and soil pressure for: ; The resultant force of the frictional resistance on both sides needs to be calculated by integrating over the sides of the anchor foundation, specifically: , in, The shear strength, according to the Mohr-Coulomb strength criterion, is the frictional resistance. for: , in, For effective lateral earth pressure, The friction angle at the interface between the soil and the anchorage structure on the side. The coefficient of friction; The effective lateral earth pressure lateral horizontal soil and water pressure Remove pressurized water pressure The horizontal water and soil pressure was then obtained. for: , The effective lateral earth pressure for: .

[0014] Furthermore, the resultant force of the frictional resistance on the bottom surface for: , in, The buoyancy force generated by the confined water in the soil surrounding the anchor foundation. For cable force, The angle between the direction of the cable force and the horizontal direction. This represents the magnitude of the cable force in the vertical direction. For the self-weight of the anchorage foundation, For the bottom cohesion of the anchorage foundation, The angle of friction of the bottom surface of the anchorage foundation; The buoyancy generated by the confined water in the soil surrounding the anchor foundation Analysis of the force balance of the anchorage foundation under cable force reveals that it is subjected to its own weight, buoyancy from the confined water, and vertical cable force in the vertical direction. Specifically: , Furthermore, the difference between the self-weight of the anchorage foundation and the buoyancy force of the confined water in the surrounding soil should be greater than the vertical component of the cable force. Therefore, a force balance analysis in the vertical direction must satisfy the following: .

[0015] Furthermore, in step S300, the anti-slip stability coefficient is first determined according to the bridge and culvert pier foundation design specifications, specifically as follows: , in, The anti-skid stability coefficient, The sum of the anti-slip stabilizing horizontal forces, This represents the sum of the sliding horizontal forces. Then, a horizontal cable force balance analysis is performed, and the relevant data are substituted into the above anti-slip stability formula for calculation and analysis, specifically: , Based on the force balance analysis of the cable in the horizontal direction, the total anti-slip stabilizing horizontal force is... for: , The sum of the sliding horizontal forces for: .

[0016] According to a second aspect of the present invention, a system for calculating the stability of anchorages in underconsolidated and pressure-bearing strata is provided, comprising: Pressure Calculation Module: Used to construct a water and soil pressure calculation model that considers the effects of underconsolidation and confined water, calculates the total vertical stress, pore water pressure and effective horizontal earth pressure at any depth z in confined and underconsolidated strata, and finally obtains the water and soil pressure distribution law. Conversion and calculation module: Based on the distribution law of soil and water pressure, it is used to accurately calculate the forces acting on each interface of the anchor foundation through integral calculation; The analytical derivation module is used to establish the mechanical equilibrium equation of the anchor in the horizontal direction based on the limit equilibrium theory, and derive the analytical expression of the overall anti-slip stability coefficient containing all key parameters. Stability Calculation Module: Based on the established equilibrium equation, this module constructs a formula for calculating the anti-sliding stability coefficient and applies it to three core scenarios according to different engineering needs to calculate the stability of gravity-type anchorages in pressure-bearing and underconsolidated strata.

[0017] According to a third aspect of the present invention, an electronic device is provided, characterized in that it includes... At least one memory for storing computer programs; At least one processor is configured to execute the computer program to implement the steps of a method for calculating the stability of an anchorage in a pressure-bearing, underconsolidated formation.

[0018] According to a fourth aspect of the present invention, a computer-readable storage medium is provided, on which a computer program is stored, wherein when the computer program is executed by a processor as a method for calculating the stability of an anchorage in a pressure-bearing, underconsolidated strata, the steps of an automatic battery pack tightening method are implemented.

[0019] In summary, compared with the prior art, the above-described technical solutions conceived by this invention can achieve the following beneficial effects: 1. The ground anchorage stability calculation method of this invention systematically introduces two core variables, underconsolidation degree and confined water head, to construct a water and soil pressure calculation model that more closely reflects engineering practice. Based on this model, a complete mechanical equilibrium system covering all stress surfaces of the anchorage is established. Compared with traditional simplified methods, this invention has stronger theoretical rigor and model completeness, and can significantly improve the accuracy of stability analysis.

[0020] 2. The method for calculating the stability of ground anchorages of the present invention clearly illustrates the specific application process of the anti-sliding stability coefficient in three aspects: theoretical limit analysis, engineering design value selection, and verification of the completed structure. It provides a complete, reliable, and highly practical technical solution for solving the design problems of heavy foundations under complex geological conditions, and has important value for improving the safety and economy of major infrastructure. Attached Figure Description

[0021] Figure 1 This is a flowchart illustrating a method for calculating the stability of an anchorage in a pressure-bearing, underconsolidated strata according to an embodiment of the present invention. Figure 2 This is a diagram showing the calculation of the standard value of the horizontal load of the anchorage base layer in an embodiment of the present invention, which is a method for calculating the stability of an anchorage in a pressure-bearing, underconsolidated stratum. Figure 3 This is a three-dimensional stress diagram of the anchorage foundation for a method to calculate the stability of an anchorage in a pressure-bearing, underconsolidated strata according to an embodiment of the present invention. Figure 4 This is a two-dimensional front view of the anchor foundation under stress, representing an embodiment of the present invention for calculating the stability of an anchor in a pressure-bearing, underconsolidated strata. Figure 5 This is a schematic diagram of an electronic device for calculating the stability of an anchorage in a pressure-bearing, underconsolidated strata, according to an embodiment of the present invention. Detailed Implementation

[0022] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention. Furthermore, the technical features involved in the various embodiments of this invention described below can be combined with each other as long as they do not conflict with each other.

[0023] Example 1 like Figure 1 As shown, this embodiment of the invention provides a method for calculating the stability of anchorages in underconsolidated and pressure-bearing strata, specifically including the following steps: S100. Construct a water and soil pressure calculation model that considers the influence of underconsolidation and confined water, calculate the effective vertical and horizontal earth pressure, pore water pressure and total pressure at any depth z in the confined and underconsolidated strata, and finally obtain the water and soil pressure distribution law. S200: Based on the distribution law of soil and water pressure, the force acting on each interface of the anchor foundation is accurately calculated through integral calculation; S300. Based on the limit equilibrium theory, the mechanical equilibrium equation of the anchorage in the horizontal direction is established, and the analytical expression of the overall anti-slip stability coefficient containing all key parameters is derived. Based on the established equilibrium equation, a formula for calculating the anti-sliding stability coefficient is constructed. According to different engineering needs, it is applied to three core scenarios to calculate the stability of gravity anchorages in pressure-bearing and underconsolidated strata.

[0024] By systematically introducing two core variables—underconsolidation degree and confined head—a water and soil pressure calculation model that more closely reflects engineering realities was constructed. Based on this model, a complete mechanical equilibrium system covering all stress surfaces of the anchorage was established. Compared to traditional simplified methods, this invention possesses stronger theoretical rigor and model completeness, significantly improving the accuracy of stability analysis. Furthermore, this invention clearly elucidates the specific application process of the anti-sliding stability coefficient at three levels: theoretical limit analysis, engineering design value selection, and structural verification. It provides a complete, reliable, and highly practical technical solution for addressing the design challenges of heavy foundations under complex geological conditions, and is of significant value in enhancing the safety and economy of major infrastructure projects.

[0025] like Figure 2 As shown, in step S100, it is necessary to first collect and determine the stratum parameters, and then, based on the principle of separate calculation of water and soil, modify the classical Rankine or Coulomb earth pressure theory to calculate the water and soil pressure. The formation parameters are: , in, For the first i Effective unit weight of soil layer, in units of kN / m 3 ; For the first i The thickness of the soil layer, in units of m , A value of 0 indicates the location at the Earth's surface; For the firsti Effective internal friction angle of the soil layer; For the first i The lateral pressure coefficient of the soil layer; For the first i Effective cohesion of the soil layer; For the first i The degree of underconsolidation of the soil layer, i.e., effective vertical stress / total vertical stress; For the first i Water head height of soil layer, unit m The value below the Earth's surface is considered positive. The first i Lateral pressure coefficient of soil layer There are three possible scenarios: When equal to the coefficient of earth pressure at rest, take , When equal to the passive earth pressure coefficient, take , When equal to the active earth pressure coefficient, take .

[0026] Through the first i Effective unit weight of soil layer and the i Thickness of soil layer The sum of the effective unit weights of the overlying soil was calculated as follows: , in, This is the sum of the effective unit weight of the overlying soil. kPa , These are depth coordinates with positive values ​​downwards from the Earth's surface, in units of... m ; For the first i The depth of the top floor; And at the same time, the pressure of the confined water is calculated as follows: in, For pressurized water pressure, It is the density of water.

[0027] Based on the principle of separate calculation of water and soil, the water and soil pressure is calculated as the sum of the effective unit weights of the overlying soil. With pressurized water pressure Above the bottom of the anchorage foundation i The calculation of the underconsolidated soil water pressure is performed on the soil layers, specifically including: Vertical soil and water pressure acting at depth z : ; The horizontal soil and water pressure acting at depth z: ; For considering effective cohesion The active and passive soil and water pressures are calculated using the following formulas: Active soil and water pressure behind the anchor foundation : , For active soil and water pressure, the critical calculation depth also needs to be considered. The critical calculation depth is: , when At that time, take ; Passive soil and water pressure on the soil-facing side of the anchor foundation : .

[0028] like Figure 3 , 4 As shown, in step S200, the anchor foundation is positioned above the bottom. i The unconsolidated soil pressure on the soil layer is used to calculate the resultant passive earth pressure and the resultant active earth pressure. In this case, the top of the anchor foundation is assumed to be flush with the ground surface, and the vertical coordinate axis is positive downwards. Integration is performed from top to bottom over the front and bottom surfaces, and the horizontal length of the anchor foundation is... L The unit is m The width of the anchorage foundation is B The unit is m The anchor's own weight is W The unit is N .

[0029] The forces acting on each interface of the anchor foundation include the resultant force of passive earth pressure on the soil-facing surface, the resultant force of active earth pressure, the resultant force of frictional resistance on both sides, and the resultant force of frictional resistance on the bottom surface.

[0030] The passive soil and water pressure resultant force on the soil-facing surface for: ; The resultant force of active water and soil pressure for: ; The resultant force of the frictional resistance on both sides needs to be calculated by integrating over the sides of the anchor foundation, specifically: , in, The shear strength, according to the Mohr-Coulomb strength criterion, is the frictional resistance. for: , in, For effective lateral earth pressure, The friction angle at the interface between the soil and the anchorage structure on the side. The coefficient of friction; The effective lateral earth pressure lateral horizontal soil and water pressure Remove pressurized water pressure The horizontal water and soil pressure was then obtained. for: , The effective lateral earth pressure for: .

[0031] The resultant force of frictional resistance on the bottom surface for: , in, The buoyancy force generated by the confined water in the soil surrounding the anchor foundation. For cable force, The angle between the direction of the cable force and the horizontal direction. This represents the magnitude of the cable force in the vertical direction. For the self-weight of the anchorage foundation, For the bottom cohesion of the anchorage foundation, The angle of friction of the bottom surface of the anchorage foundation; The buoyancy generated by the confined water in the soil surrounding the anchor foundation Analysis of the force balance of the anchorage foundation under cable force reveals that it is subjected to its own weight, buoyancy from the confined water, and vertical cable force in the vertical direction. Specifically: , Furthermore, the difference between the self-weight of the anchorage foundation and the buoyancy force of the confined water in the surrounding soil should be greater than the vertical component of the cable force. Therefore, a force balance analysis in the vertical direction must satisfy the following: .

[0032] In step S300, the anti-sliding stability coefficient is first determined according to the bridge and culvert pier foundation design specifications, specifically as follows: , in, The anti-skid stability coefficient, The sum of the anti-slip stabilizing horizontal forces, This represents the sum of the sliding horizontal forces. Then, a horizontal cable force balance analysis is performed, and the relevant data are substituted into the above anti-slip stability formula for calculation and analysis, specifically: , Based on the force balance analysis of the cable in the horizontal direction, the total anti-slip stabilizing horizontal force is... for: , The sum of the sliding horizontal forces for: .

[0033] In step S400, the core scenario is to solve for the ultimate bearing capacity, determine the design bearing capacity, and verify the safety of the existing structure.

[0034] The solution to the ultimate bearing capacity is given by, assuming the anti-slip stability coefficient K c When the resistance to sliding, including passive earth pressure and lateral and bottom frictional forces, is equal to the sliding force, including active earth pressure and the horizontal component of the cable force, the anchor foundation is in a limit equilibrium state on the verge of sliding. Under this theoretical critical condition, the maximum cable tension that the anchor foundation can withstand can be solved in reverse.

[0035] The maximum cable tension that the anchorage foundation can withstand represents the ultimate anti-slip bearing capacity of the anchorage foundation, which is the basis for assessing the structural safety reserve and conducting theoretical analysis.

[0036] The determination of the design bearing capacity requires the introduction of a safety factor in actual engineering design to address various uncertainties, including the anti-slip stability coefficient. K c Set to a safe value that meets the specifications, the design requires the structure's anti-slip force to be at least equal to the sliding force. K c Then, the maximum cable tension that the anchorage foundation can withstand can be calculated.

[0037] The verification of the safety of the existing structure involves checking the safety of an anchorage foundation that has already been designed or constructed, when subjected to a known cable tension. In this case, the known parameter information is substituted into the formula for calculating the anti-slip stability coefficient to directly calculate the actual anti-slip stability coefficient under the current working condition. K c Then calculate the result K c The value is compared with the minimum safety factor required by the design specifications or standards. If the calculated value is... K c If the value is greater than or equal to the specification requirement, it indicates that the structure is safe under the current load; otherwise, it indicates that its anti-slip stability is insufficient and it needs to be reinforced or the load limited.

[0038] Example 2 This invention provides a system for calculating the stability of anchorages in underconsolidated and pressure-bearing strata, comprising: Pressure Calculation Module: Used to construct a water and soil pressure calculation model that considers the effects of underconsolidation and confined water, calculates the total vertical stress, pore water pressure and effective horizontal earth pressure at any depth z in confined and underconsolidated strata, and finally obtains the water and soil pressure distribution law. Conversion and calculation module: Based on the distribution law of soil and water pressure, it is used to accurately calculate the forces acting on each interface of the anchor foundation through integral calculation; The analytical derivation module is used to establish the mechanical equilibrium equation of the anchor in the horizontal direction based on the limit equilibrium theory, and derive the analytical expression of the overall anti-slip stability coefficient containing all key parameters. Stability Calculation Module: Based on the established equilibrium equation, this module constructs a formula for calculating the anti-sliding stability coefficient and applies it to three core scenarios according to different engineering needs to calculate the stability of gravity-type anchorages in pressure-bearing and underconsolidated strata.

[0039] Example 3 This invention provides an electronic device, including: a memory, a processor, and a program or instructions stored in the memory and executable on the processor. When the processor executes the program or instructions, the data device of this invention may further include a communication interface and a bus. Figure 5 The diagram shown is a structural schematic of the electronic device provided by the present invention, including: at least one processor 100, at least one memory 101, a communication interface 102, and a bus 103.

[0040] The processor 100, memory 101, and communication interface 102 communicate with each other via bus 103. The communication interface 102 is used for information transmission between the data device and the database device. The memory 101 stores programs or instructions that can be run on the processor 100. When the processor 100 executes the program or instructions, it implements the steps of the above-described automatic battery pack tightening method.

[0041] In one possible implementation, the memory 101 may include a program storage area and a data storage area, wherein the program storage area may store the operating system and applications required for at least one function; and the data storage area may store data created during use.

[0042] In addition, memory 101 may include high-speed random access memory, and may also include non-volatile memory, such as at least one disk storage device or other volatile solid-state storage device.

[0043] The communication interface 102 can be an interface for the communication module, used to connect with other devices or systems.

[0044] Of course, it should be noted that, Figure 5 The structure shown does not constitute a limitation on the electronic device in the embodiments of this application. In practical applications, the electronic device may include more than Figure 5 More or fewer components as shown, or combinations of certain components.

[0045] Example 4 This invention also provides a computer-readable storage medium according to the above embodiments, wherein a computer program is stored on the computer-readable storage medium, and when the computer program is executed by a processor, it implements the steps of the automatic tightening method for a battery pack described in the above embodiments.

[0046] The computer-readable storage medium may include various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0047] Those skilled in the art will readily understand that the above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for calculating the stability of anchorages in underconsolidated and pressure-bearing strata, characterized in that, Specifically, the following steps are included: S100. Construct a water and soil pressure calculation model that considers the influence of underconsolidation and confined water, calculate the effective vertical and horizontal earth pressure, pore water pressure and total pressure at any depth z in the confined and underconsolidated strata, and finally obtain the water and soil pressure distribution law. S200: Based on the distribution law of soil and water pressure, the force acting on each interface of the anchor foundation is accurately calculated through integral calculation; S300. Based on the limit equilibrium theory, the mechanical equilibrium equation of the anchorage in the horizontal direction is established, and the analytical expression of the overall anti-slip stability coefficient containing all key parameters is derived. Based on the established equilibrium equation, a formula for calculating the anti-sliding stability coefficient is constructed. According to different engineering needs, it is applied to three core scenarios to calculate the stability of gravity anchorages in pressure-bearing and underconsolidated strata.

2. The method for calculating the stability of an anchorage in a pressure-bearing, underconsolidated strata according to claim 1, characterized in that, In step S100, it is necessary to first collect and determine the stratum parameters, and then, based on the principle of separate calculation of water and soil, modify the classical Rankine or Coulomb earth pressure theory to calculate the water and soil pressure. The formation parameters are: ， in, For the first i Effective unit weight of soil layer, in units of kN / m 3 ; For the first i The thickness of the soil layer, in units of m , A value of 0 indicates the location at the Earth's surface; For the first i Effective internal friction angle of the soil layer; For the first i The lateral pressure coefficient of the soil layer; For the first i Effective cohesion of the soil layer; For the first i The degree of underconsolidation of the soil layer, i.e., effective vertical stress / total vertical stress; For the first i Water head height of soil layer, unit m The value below the Earth's surface is considered positive. The first i Lateral pressure coefficient of soil layer There are three possible scenarios: When equal to the coefficient of earth pressure at rest, take , When equal to the passive earth pressure coefficient, take , When equal to the active earth pressure coefficient, take , Through the first i Effective unit weight of soil layer and the i Thickness of soil layer The sum of the effective unit weights of the overlying soil was calculated as follows: ， in, This is the sum of the effective unit weight of the overlying soil. kPa , These are depth coordinates with positive values ​​downwards from the Earth's surface, in units of... m ; For the first i The depth of the top floor; And at the same time, the pressure of the confined water is calculated as follows: in, For pressurized water pressure, It is the density of water.

3. The method for calculating the stability of an anchorage in a pressure-bearing, underconsolidated strata according to claim 2, characterized in that, Based on the principle of separate calculation of water and soil, the water and soil pressure is calculated as the sum of the effective unit weights of the overlying soil. With pressurized water pressure Above the bottom of the anchorage foundation i The calculation of the underconsolidated soil water pressure is performed on the soil layers, specifically including: Vertical soil and water pressure acting at depth z : ； The horizontal soil and water pressure acting at depth z: ； For considering effective cohesion The active and passive soil and water pressures are calculated using the following formulas: Active soil and water pressure behind the anchor foundation : ， For active soil and water pressure, the critical calculation depth also needs to be considered. The critical calculation depth is: ， when At that time, take ; Passive soil and water pressure on the soil-facing side of the anchor foundation : 。 4. The method for calculating the stability of an anchorage in a pressure-bearing, underconsolidated strata according to claim 3, characterized in that, In step S200, the passive and active soil and water pressure results in the i-th layer of soil above the bottom of the anchor foundation are calculated. At this point, the top of the anchor foundation is assumed to be flush with the ground surface, and the vertical coordinate axis is positive downwards. Integration is performed from top to bottom on the front and bottom surfaces, and the horizontal length of the anchor foundation is... L The unit is m The width of the anchorage foundation is B The unit is m The anchor's own weight is W The unit is N ; The forces acting on each interface of the anchor foundation include the resultant force of passive soil and water pressure on the soil-facing surface, the resultant force of active soil and water pressure, the resultant force of frictional resistance on both sides, and the resultant force of frictional resistance on the bottom surface.

5. The method for calculating the stability of an anchorage in a pressure-bearing, underconsolidated strata according to claim 4, characterized in that, The passive soil and water pressure resultant force on the soil-facing surface for: ； The resultant force of active water and soil pressure for: ； The resultant force of the frictional resistance on both sides needs to be calculated by integrating over the sides of the anchor foundation, specifically: ， in, The shear strength, according to the Mohr-Coulomb strength criterion, is the frictional resistance. for: ， in, For effective lateral earth pressure, The friction angle at the interface between the soil and the anchorage structure on the side. The coefficient of friction; The effective lateral earth pressure lateral horizontal soil and water pressure Remove pressurized water pressure The horizontal water and soil pressure was then obtained. for: ， The effective lateral earth pressure for: 。 6. The method for calculating the stability of an anchorage in a pressure-bearing, underconsolidated strata according to claim 5, characterized in that, The resultant force of frictional resistance on the bottom surface for: ， in, The buoyancy force generated by the confined water in the soil surrounding the anchor foundation. For cable force, The angle between the direction of the cable force and the horizontal direction. This represents the magnitude of the cable force in the vertical direction. For the self-weight of the anchorage foundation, For the bottom cohesion of the anchorage foundation, The angle of friction of the bottom surface of the anchorage foundation; The buoyancy generated by the confined water in the soil surrounding the anchor foundation Analysis of the force balance of the anchorage foundation under cable force reveals that it is subjected to its own weight, buoyancy from the confined water, and vertical cable force in the vertical direction. Specifically: ， Furthermore, the difference between the self-weight of the anchorage foundation and the buoyancy force of the confined water in the surrounding soil should be greater than the vertical component of the cable force. Therefore, a force balance analysis in the vertical direction must satisfy the following: 。 7. The method for calculating the stability of an anchorage in a pressure-bearing, underconsolidated strata according to claim 6, characterized in that, In step S300, the anti-sliding stability coefficient is first determined according to the bridge and culvert pier foundation design specifications, specifically as follows: ， in, The anti-skid stability coefficient, The sum of the anti-slip stabilizing horizontal forces, This represents the sum of the sliding horizontal forces. Then, a horizontal cable force balance analysis is performed, and the relevant data are substituted into the above anti-slip stability formula for calculation and analysis, specifically: ， Based on the force balance analysis of the cable in the horizontal direction, the total anti-slip stabilizing horizontal force is... for: ， The sum of the sliding horizontal forces for: 。 8. A system for calculating the stability of anchorages in underconsolidated and pressure-bearing strata, used to implement the method for calculating the stability of anchorages in underconsolidated and pressure-bearing strata as described in any one of claims 1-7, characterized in that, include: Pressure Calculation Module: Used to construct a water and soil pressure calculation model that considers the effects of underconsolidation and confined water, calculates the total vertical stress, pore water pressure and effective horizontal earth pressure at any depth z in confined and underconsolidated strata, and finally obtains the water and soil pressure distribution law. Conversion and calculation module: Based on the distribution law of soil and water pressure, it is used to accurately calculate the forces acting on each interface of the anchor foundation through integral calculation; The analytical derivation module is used to establish the mechanical equilibrium equation of the anchor in the horizontal direction based on the limit equilibrium theory, and derive the analytical expression of the overall anti-slip stability coefficient containing all key parameters. Stability Calculation Module: Based on the established equilibrium equation, this module constructs a formula for calculating the anti-sliding stability coefficient and applies it to three core scenarios according to different engineering needs to calculate the stability of gravity-type anchorages in pressure-bearing and underconsolidated strata.

9. An electronic device, characterized in that, include At least one memory for storing computer programs; At least one processor is configured to execute the computer program to implement the steps of the method for calculating the stability of an anchorage in a pressure-bearing, underconsolidated strata as described in any one of claims 1-7.

10. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores a computer program, which, when executed by a processor, implements the steps of the method for calculating the stability of an anchorage in a pressure-bearing, underconsolidated strata according to any one of claims 1-7.

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