Passive earth pressure determination and retaining wall design method based on logarithmic spiral slip surface

Abstract

The application discloses a passive earth pressure determination and retaining wall design method based on a logarithmic spiral slip surface, and comprises the following steps: determining physical and mechanical parameters of a soil body; obtaining an included angle between a slip surface and two side wall bodies based on the parameters and a logarithmic spiral slip surface; obtaining a critical earth width based on the physical and mechanical parameters and the included angle; determining a slip surface intersection with the wall body based on the critical earth width, and calculating an earth pressure by adopting a thin layer element method; and obtaining an earth pressure resultant force and a position of an action point based on the earth pressure. The application establishes a coupling relationship between a major stress and the slip surface based on a logarithmic spiral slip surface assumption, derives an included angle between the slip surface and the two side wall bodies by combining a stress Mohr circle, proposes a slip surface control equation of a limited width soil body, deduces a size and a distribution expression of a passive earth pressure by analyzing a stress of a thin layer element of a sliding soil wedge, and applies the earth pressure to an elastic foundation beam model to carry out a design of a retaining wall structure. The method has a simple solution form and good engineering application value.

Description

Technical Field

[0001] This invention relates to the field of geotechnical engineering calculations, and mainly to a method for determining passive earth pressure and designing retaining walls based on logarithmic spiral slip surfaces. Background Technology

[0002] Retaining walls are common soil support structures in geotechnical engineering. Determining earth pressure is crucial for retaining wall design, and the classic Coulomb and Rankine earth pressure theories are widely used in engineering practice due to their simplicity and clear parameters. Solving earth pressure using the classical theory requires two assumptions: first, the plastic slip surface of the soil behind the wall is a straight line; second, the soil behind the wall is a semi-infinite body. However, actual engineering problems are complex, and the earth pressure acting on the retaining wall is affected by various factors such as the wall displacement mode, the roughness of the interface, and the width of the fill. In recent years, many narrow foundation pits have been created in urban underground spaces, with limited width of the passive zone soil within the pit, making it impossible to satisfy the semi-infinite body assumption. Furthermore, due to wall-soil friction and the soil arching effect, stress deflection occurs in soil elements near the slip failure surface, leading to changes in the shape of the slip surface. These complex practical factors render the classical theory method for solving earth pressure inapplicable. Summary of the Invention

[0003] This invention proposes a method for determining passive earth pressure and designing retaining walls based on logarithmic spiral slip surfaces, providing a theoretical reference for the design and construction of narrow foundation pits.

[0004] To achieve the above objectives, this invention proposes a method for determining passive earth pressure based on a logarithmic spiral slip surface, comprising:

[0005] Determine the physical and mechanical parameters of the soil;

[0006] Based on the aforementioned physical and mechanical parameters and the logarithmic spiral slip surface, the angle between the slip surface and the two side walls is obtained;

[0007] Based on the physical and mechanical parameters and the included angle, the critical land width is obtained;

[0008] Based on the critical land width, the intersection of the slip surface and the wall is determined, and the earth pressure is calculated using the thin-layer element method.

[0009] The resultant force of the earth pressure and the location of its point of application are obtained based on the earth pressure.

[0010] Preferably, the physical and mechanical parameters include the soil internal friction angle, the wall-soil friction angle, the soil width, and the soil weight.

[0011] Preferably, obtaining the angle between the slip surface and the two side walls based on the physical and mechanical parameters combined with the logarithmic spiral slip surface includes:

[0012] Establish the basic equations for the logarithmic spiral slip surface.

[0013]

[0014] Where r(θ) represents the polar radius and polar angle corresponding to any point on the sliding surface in polar coordinates; r b θ is the polar radius corresponding to the bottom of the left wall; b This is the polar angle corresponding to the bottom of the left wall; The internal friction angle of the soil;

[0015] The principal stress traces and slip surface deflection angles were obtained by combining the soil element Mohr's circle of the wall.

[0016]

[0017] Based on the principal stress traces and the slip surface deflection angle, the angle between the slip surface and the two side walls is calculated.

[0018]

[0019] Here, α1 and α2 represent the angles between the slip surface and the left and right walls, respectively.

[0020] Preferably, the critical land width is obtained based on physical and mechanical parameters and the included angle, which includes three cases according to different soil widths b, the intersection position of the slip surface and the right wall, and the value of the friction angle between the two walls and the soil: intersecting with the right wall (0≤b≤b0), intersecting with the top of the right wall (b0≤b≤b1), and separating the slip surface from the right wall (b≥b1).

[0021] Preferably, when the soil width 0 ≤ b ≤ b0, the slip surface intersects with the right wall, and the friction angle between the soil and the walls on both sides is fully utilized. A system of equations is then established to solve the slip surface equation:

[0022]

[0023] The soil width boundary value b0 at this point is obtained through the system of equations:

[0024]

[0025] Where, r d and θ d Let D be the polar radius and polar angle of the intersection point;

[0026] When the soil width b0 ≤ b ≤ b1, the slip surface intersects with the top of the right wall, the soil friction angle of the left wall is fully utilized, while the utilization value of the soil friction angle of the right wall gradually decreases to 0. Establish a system of equations to solve the slip surface equation:

[0027]

[0028] The soil width boundary value b1 at this point is obtained through the system of equations:

[0029]

[0030] When the width of the soil mass b ≥ b1, the slip surface separates from the right wall, but the shape of the slip surface remains unchanged.

[0031] Preferably, the step of determining the intersection of the slip surface and the wall based on the critical land width and calculating the earth pressure using the thin-layer element method includes:

[0032] Based on the critical land width, the intersection point D between the slip surface and the wall is obtained using calculation software;

[0033] The soil pressure load on the soil above intersection point D is analyzed using a rectangular thin-layer element, and the calculation formula is as follows:

[0034]

[0035] Where γ is the soil weight, δ is the wall-soil friction angle, z is the soil depth, and k p The passive earth pressure coefficient is determined by Coulomb's formula:

[0036]

[0037] Preferably, the step of determining the intersection of the slip surface and the wall based on the critical land width and calculating the earth pressure using the thin-layer element method further includes:

[0038] The soil pressure load below intersection point D is analyzed using trapezoidal thin-layer elements, and differential equations are established based on the horizontal and vertical equilibrium equations:

[0039]

[0040] The differential equation is solved using the finite difference method, with a difference program written in MATLAB. The difference equation is as follows:

[0041]

[0042] z i+1 z is the depth of the (i+1)th soil element; i Let be the depth of the i-th soil unit.

[0043] Preferably, obtaining the resultant force of earth pressure and the location of its point of application based on the earth pressure includes: integrating and accumulating the earth pressure load value and the bending moment of the wall along the depth to obtain the resultant force of earth pressure and the location of its point of application.

[0044] According to a second aspect of the present invention, a method for designing retaining walls based on passive earth pressure in foundation pit groups using logarithmic spiral slip surfaces is provided, comprising:

[0045] The resultant earth pressure value was obtained using the above-mentioned method for determining passive earth pressure on foundation pit groups based on logarithmic spiral slip surfaces.

[0046] The obtained resultant earth pressure value is applied to the elastic foundation beam model to solve the stress and deformation characteristics of the retaining wall;

[0047] The retaining wall is designed based on its stress and deformation characteristics, including its thickness and length.

[0048] Compared with the prior art, the present invention has the following beneficial effects:

[0049] The passive earth pressure determination and retaining wall design method based on logarithmic spiral slip surface in this invention establishes the coupling relationship between the major principal stress and the slip surface based on the logarithmic spiral slip surface assumption. It derives the angle between the slip surface and the two side walls using the stress Mohr's circle and proposes the slip surface governing equation for finite-width soil. Subsequently, through stress analysis of thin-layer elements of the sliding soil wedge, it derives the expression for the magnitude and distribution of passive earth pressure. This method closely reflects actual environmental conditions, and the obtained passive earth pressure data has significant engineering application value.

[0050] The passive earth pressure determination and retaining wall design method based on logarithmic spiral slip surface in this invention applies earth pressure to the design of retaining wall structures using an elastic foundation beam model. Specifically, it calculates the bending moment and deformation of the wall based on the elastic foundation beam model, and reverse-engineers the design depth, thickness, and reinforcement ratio of the retaining wall according to the actual stress and deformation control requirements, providing reference and application value for practical engineering. Attached Figure Description

[0051] Figure 1 This is a schematic diagram of the process for determining passive earth pressure in a foundation pit group based on a logarithmic spiral slip surface, according to one embodiment of the present invention.

[0052] Figure 2 This is a schematic diagram of a sliding soil analysis model using a logarithmic spiral slip surface in a preferred embodiment of the present invention;

[0053] Figure 3 This is a schematic diagram of a calculation model for soil slip surfaces of different widths, divided according to the location of the intersection of the slip surface and the right wall, in a preferred embodiment of the present invention.

[0054] Figure 4 This is a schematic diagram of a preferred embodiment of the present invention, which uses the thin-layer element method to perform horizontal micro-element stress analysis on passive soil.

[0055] Figure 5This is a schematic diagram illustrating the calculation of the stress and deformation of the retaining wall using an elastic foundation beam model according to a preferred embodiment of the present invention.

[0056] Figure 6 This is a schematic diagram of the geometric relationship of the width of the soil slip surface in a preferred embodiment of the present invention. Detailed Implementation

[0057] The present invention will now be described in detail with reference to specific embodiments. These embodiments will help those skilled in the art to further understand the present invention, but do not limit the invention in any way. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of the present invention. These all fall within the scope of protection of the present invention.

[0058] Please see Figure 1 This is a schematic flowchart of a passive earth pressure determination method based on a logarithmic spiral slip surface according to an embodiment of the present invention, specifically including:

[0059] S1, determine the physical and mechanical parameters of the soil;

[0060] S2, based on the physical and mechanical parameters obtained in S1 and combined with the basic equation of the logarithmic spiral, obtains the angle between the slip surface and the two side walls;

[0061] S3, based on the physical and mechanical parameters in S1 and the included angle obtained in S2, yields the critical land width;

[0062] S4. Based on the critical land width obtained in S3, the intersection of the slip surface and the wall is determined, and the earth pressure is calculated using the thin-layer element method.

[0063] S5, based on the earth pressure calculated in S4, obtains the resultant earth pressure and the location of the point of application of the resultant earth pressure.

[0064] In this embodiment, the point of application of the resultant force refers to the location of the resultant force of the soil pressure acting on the wall. That is, after the soil distribution force is equivalent to the resultant force, a point of application of the resultant force will be generated to equivalently represent the effect of the distributed force.

[0065] This embodiment takes into account the limitations of the passive zone soil width in the construction environment, which cannot meet the assumption of a semi-infinite body. It also considers the change in the shape of the slip surface, which is consistent with the actual environmental conditions and has great engineering application value.

[0066] In a preferred embodiment of the present invention, S1 is implemented as follows: Based on actual conditions, physical and mechanical parameters such as the soil internal friction angle, the wall-soil friction angle, the soil width, and the soil weight are determined; and an earth pressure analysis model is determined, such as… Figure 2As shown. It should be noted that these parameters were obtained through soil sampling, using existing technology and consulting actual engineering parameters, including some indoor experimental measurement methods, such as shear tests. Specifically, the soil internal friction angle was obtained through on-site soil sampling and then through indoor shear tests; the wall-soil friction angle was obtained by consulting actual engineering parameters; the soil width was obtained through on-site measurement; and the soil weight was obtained by collecting regular-volume soil samples on-site and using mass measuring instruments such as electronic scales. This embodiment employs multiple physical and mechanical parameters, making the constructed model more realistic and possessing high accuracy.

[0067] In a preferred embodiment of the present invention, based on the physical and mechanical parameters determined in embodiment S1 above, S2 is implemented, and the slip surface is solved by combining the basic equation of the logarithmic spiral. The angle between the slip surface and the two side walls is derived through the coupling relationship between the slip surface and the major principal stress. The governing equation of the slip surface is further determined according to the geometric relationship.

[0068] In a preferred embodiment, see Figure 2 The sliding soil analysis model shown uses a logarithmic spiral slip surface. The specific implementation process of S2 is as follows:

[0069] S201, Establish the basic equations for the logarithmic spiral slip surface.

[0070]

[0071] Where r(θ) represents the polar radius and polar angle corresponding to any point on the sliding surface in polar coordinates; r b θ is the polar radius corresponding to the bottom of the left wall; b This is the polar angle corresponding to the bottom of the left wall; Let r be the internal friction angle of the soil. b and θ b Once determined, the equation for the slip surface can also be determined.

[0072] S202, when the slip surface intersects with the walls on both sides and the wall-soil friction angle is fully utilized, the principal stress traces and slip surface deflection angle can be obtained from the Mohr circle of the soil element near the wall:

[0073]

[0074] Where β is the deflection angle between the slip surface and the wall; δ is the friction angle between the wall and the soil; The friction angle within the soil.

[0075] S203, the angle between the slip surface and the two side walls is obtained based on the stress relationship, and then combined with the geometric relationship of the slip surface of soil with different widths (see...). Figure 6 Determine the equation of the slip surface:

[0076]

[0077] Here, α1 and α2 represent the angles between the slip surface and the left and right walls, respectively.

[0078] Existing earth pressure calculation models consider the earth pressure action mode under the case of straight slip surface. In this embodiment, a logarithmic spiral slip surface mode is proposed, which is closer to the actual soil force action mode.

[0079] In another preferred embodiment of the present invention, based on the angle between the crack surface and the two side walls obtained in S2 of the above embodiment, S3 is implemented, and the intersection point of the slip surface and the right side wall and the value of the friction angle between the two side walls and the soil are determined according to different soil widths b. Figure 2 The analysis model is divided into three cases, and the slip surface equation and critical soil width are calculated for each case.

[0080] In a preferred embodiment, see Figure 3 The schematic diagram of the calculation model for soil slip surfaces of different widths, divided according to the location of the intersection between the slip surface and the right wall, shows the specific implementation process of S3 as follows:

[0081] S301, when the soil width 0 ≤ b ≤ b0, the slip surface intersects with the right wall, and the friction angle between the soil and the walls on both sides is fully utilized. The slip surface equation can be solved using the following system of equations:

[0082]

[0083] Where, r d and θ d Let D be the polar radius and polar angle of the intersection point D between the slip surface and the wall, H be the depth of the retaining wall, and r be the polar radius and polar angle of the intersection point D between the slip surface and the wall. b θ is the polar radius corresponding to the bottom of the left wall; b This is the polar angle corresponding to the bottom of the left wall; β is the internal friction angle of the soil; β is the deflection angle between the slip surface and the wall.

[0084] The soil width boundary value b0 can then be obtained using the following system of equations:

[0085]

[0086] Where, r d and θ d Let be the polar radius and polar angle of the intersection point D.

[0087] S302, when the soil width b0≤b≤b1, the slip surface intersects with the top of the right wall, the soil friction angle of the left wall is fully utilized, while the utilization value of the soil friction angle of the right wall gradually decreases to 0. The slip surface equation can be solved according to the following system of equations:

[0088]

[0089] The soil width boundary value b1 can then be obtained using the following system of equations:

[0090]

[0091] S303, when the soil width b ≥ b1, the slip surface separates from the right wall, and the shape of the slip surface remains unchanged.

[0092] This embodiment uses the discrete element method to establish calculation models with different widths, studies the influence law and mechanism of soil width on earth pressure, obtains the soil width boundary value, and proposes an active earth pressure theory for finite width soil based on the single slip surface model and the limit equilibrium analysis method of micro-element.

[0093] The soil width boundary value obtained in this embodiment can be used to determine the calculation mode of the earth pressure on the outside of the retaining wall during the excavation of the foundation pit. During the excavation of a group of foundation pits, the soil width between adjacent foundation pits is generally less than the boundary value. Therefore, the magnitude and distribution of the earth pressure resisted by the retaining wall are determined according to the non-limit active earth pressure calculation mode proposed in this paper, so as to obtain a more realistic stress and deformation of the foundation pit.

[0094] In another preferred embodiment of the invention, when the actual calculated soil width is less than the critical soil width value obtained in S3, S4 is implemented. The thin-layer element method is used to perform stress analysis on the sliding soil wedge. The soil above the intersection of the slip surface and the right-side wall is solved directly using rectangular elements to obtain the earth pressure distribution expression. The earth pressure distribution of the soil below the intersection is solved using trapezoidal elements combined with the finite difference method. Here, the intersection point D refers to the focus between the slip surface and the wall, obtained by solving the function using the dsolve function in MATLAB software.

[0095] In a better implementation, see Figure 4 The diagram shown illustrates the horizontal micro-element stress analysis of passive soil using the thin-layer element method. The specific implementation process of S4 is as follows:

[0096] S401, the soil pressure load on the soil above intersection point D is calculated using rectangular elements, as shown in the following formula:

[0097]

[0098] Where, p z This refers to the average horizontal compressive stress of the wall on both sides of the unit cell, where γ is the soil weight, δ is the wall-soil friction angle, z is the soil depth, and k p The passive earth pressure coefficient is determined by Coulomb's formula:

[0099]

[0100] For S402, the soil pressure load below intersection point D is analyzed using a trapezoidal thin-layer element. The horizontal and vertical equilibrium equations can be established using the following differential equations:

[0101]

[0102] Among them, b z The width of the top edge of the unit cell is calculated using the formula b. z =r θ cosθ-r b cosθ b . q z This refers to the average vertical load value on the top surface of the trapezoidal thin-layer unit.

[0103] Solve the above differential equation using the finite difference method. Write a MATLAB program to obtain the difference equation:

[0104]

[0105] When solving the differential equation using the finite difference method, the soil mass is divided into several elements along the depth direction. Each small element needs to satisfy the above equilibrium equations, and then the difference equation is obtained based on the stress state of each small element. Wherein:

[0106] z i+1 : The depth of the (i+1)th soil element;

[0107] z i : The depth of the i-th soil unit;

[0108] In the differential equation described in this embodiment, the parameters are a mixture of polar and rectangular coordinates, resulting in a complex form that makes it difficult to obtain q using conventional methods. z Therefore, the analytical solution is obtained, and the finite difference method is used to divide the sliding soil in the trapezoidal region into n layers according to depth. The depth of the i-th layer soil element is denoted as z. i This leads to the difference equations for the earth pressure distribution in each soil layer. The equations are simple in form and can solve the problems caused by the mixed coordinate system. Finally, MATLAB software is used to solve the equations and calculate the earth pressure.

[0109] In another preferred embodiment of the present invention, based on the earth pressure load value obtained in S4 of the above embodiment, S5 is performed to integrate the passive earth pressure distribution value along the depth to solve for the resultant earth pressure force and its point of application. Specifically, when calculating the point of application of the resultant force, the distributed earth pressure behind the wall is equivalent to a resultant force. It is necessary to ensure not only the balance of force magnitudes but also the consistency of the wall bending moment. By ensuring the consistency of force magnitudes and bending moments, the location of the point of application of the resultant force is calculated.

[0110] Based on the same technical solution as the above embodiments, other embodiments of the present invention also provide a retaining wall design method based on passive earth pressure of logarithmic spiral slip surface. That is, based on the solved resultant earth pressure and its point of application, an elastic foundation beam model is used to design the retaining wall structure, ensuring that the stress and deformation of the retaining wall are within a safe range. See also... Figure 5 As shown.

[0111] The elastic foundation beam method in this embodiment is an existing model and method. This embodiment of the invention analyzes and innovates the earth pressure calculation method in elastic foundation beams. The existing earth pressure calculation model considers the earth pressure action mode under the case of straight slip surface. This embodiment of the invention proposes the logarithmic spiral slip surface method, which is closer to the actual soil force action mode.

[0112] This invention employs a logarithmic spiral surface method, which more closely approximates the actual soil force, to calculate the earth pressure behind the wall. It proposes a slip surface control equation for soil with finite width, obtaining expressions for the magnitude and distribution of the earth pressure behind the wall. Furthermore, it combines an elastic foundation beam model to calculate the bending moment and deformation of the wall. Based on the actual stress and deformation control requirements, it reverse-engineers the design depth, thickness, and reinforcement ratio of the retaining wall, providing reference and application value for practical engineering.

[0113] The embodiments of the present invention can be applied to the design of retaining walls, including the design and determination of retaining wall depth, thickness, reinforcement ratio, etc., with data fit and high accuracy.

[0114] While the present invention has been disclosed above with reference to preferred embodiments, it is not intended to limit the invention. Those skilled in the art can make various modifications and refinements without departing from the spirit and scope of the invention. Therefore, the scope of protection of the present invention shall be determined by the claims.

Claims

1. A method for determining passive earth pressure based on a logarithmic spiral slip surface, characterized in that, include: Determine the physical and mechanical parameters of the soil; Based on the aforementioned physical and mechanical parameters and the logarithmic spiral slip surface, the angle between the slip surface and the two side walls is obtained; Based on the physical and mechanical parameters and the included angle, the critical land width is obtained; Based on the critical land width, the intersection of the slip surface and the wall is determined, and the earth pressure is calculated using the thin-layer element method. Based on the earth pressure, the resultant force of the earth pressure and the location of the point of application of the resultant force are obtained; The critical land widths b0 and b1 are obtained based on physical and mechanical parameters and the included angle. This includes three cases based on different soil widths b, the intersection position of the slip surface and the right wall, and the value of the friction angle between the two walls and the soil: the slip surface intersects with the right wall (0≤b≤b0), the slip surface intersects with the top of the right wall (b0≤b≤b1), and the slip surface separates from the right wall (b≥b1). When the soil width 0 ≤ b ≤ b0, the slip surface intersects with the right wall, and the friction angle between the soil and the walls on both sides is fully utilized. A system of equations is established to solve for the slip surface equation: The soil width boundary value b0 at this point is obtained through the system of equations: Where, r d and θ d Let D be the polar radius and polar angle of the intersection point D between the slip surface and the wall, H be the depth of the retaining wall, and r be the polar radius and polar angle of the intersection point D between the slip surface and the wall. b θ is the polar radius corresponding to the bottom of the left wall; b This is the polar angle corresponding to the bottom of the left wall; β is the internal friction angle of the soil; β is the deflection angle between the slip surface and the wall. When the soil width b0 ≤ b ≤ b1, the slip surface intersects with the top of the right wall, the soil friction angle of the left wall is fully utilized, while the utilization value of the soil friction angle of the right wall gradually decreases to 0. Establish a system of equations to solve the slip surface equation: The soil width boundary value b1 at this point is obtained through the system of equations: When the width of the soil mass b ≥ b1, the slip surface separates from the right wall, but the shape of the slip surface remains unchanged.

2. The method for determining passive earth pressure based on a logarithmic spiral slip surface according to claim 1, characterized in that, The physical and mechanical parameters include the soil internal friction angle, the wall-soil friction angle, the soil width, and the soil weight.

3. The method for determining passive earth pressure based on a logarithmic spiral slip surface according to claim 2, characterized in that, The method of obtaining the angle between the slip surface and the two side walls based on the physical and mechanical parameters combined with the logarithmic spiral slip surface includes: Establish the basic equations for the logarithmic spiral slip surface: Where r(θ) represents the polar radius and polar angle corresponding to any point on the sliding surface in polar coordinates; r b θ is the polar radius corresponding to the bottom of the left wall; b This is the polar angle corresponding to the bottom of the left wall; The internal friction angle of the soil; The principal stress traces and slip surface deflection angles are obtained by combining the soil element Mohr's circle of the wall: Where β is the deflection angle between the slip surface and the wall; δ is the friction angle between the wall and the soil; The internal friction angle of the soil; Based on the principal stress traces and the slip surface deflection angle, solve for the angle between the slip surface and the two side walls: Here, α1 and α2 represent the angles between the slip surface and the left and right walls, respectively.

4. The method for determining passive earth pressure based on a logarithmic spiral slip surface according to claim 1, characterized in that, The method for determining the intersection of the slip surface and the wall based on the critical land width, and calculating earth pressure using the thin-layer element method, includes: Based on the critical land width, the intersection point D between the slip surface and the wall is obtained using calculation software; The soil pressure load on the soil above intersection point D is analyzed using a rectangular thin-layer element, and the calculation formula is as follows: Where, p z This refers to the average horizontal compressive stress of the wall on both sides of the unit cell, where γ is the soil weight, δ is the wall-soil friction angle, z is the soil depth, and k p The passive earth pressure coefficient is determined by Coulomb's formula: The soil pressure load below intersection point D is analyzed using trapezoidal thin-layer elements, and differential equations are established based on the horizontal and vertical equilibrium equations: q z This refers to the average vertical load value on the top surface of the trapezoidal thin-layer unit, b. z The width of the top edge of the unit cell; The soil mass is divided into several elements along the depth direction. The differential equation is solved using the finite difference method. A difference program is written in MATLAB, and the difference equation is as follows: z i+1 z is the depth of the (i+1)th soil element; i Let be the depth of the i-th soil unit.

5. The method for determining passive earth pressure based on a logarithmic spiral slip surface according to claim 4, characterized in that, The process of obtaining the resultant force of earth pressure and the location of its point of application based on the earth pressure includes: integrating and accumulating the earth pressure load value and the bending moment of the wall along the depth to obtain the resultant force of earth pressure and the location of its point of application.

6. A retaining wall design method based on passive earth pressure of logarithmic spiral slip surface, characterized in that, include: The resultant earth pressure value obtained by the method described in any one of claims 1-5; The obtained resultant earth pressure value is applied to the elastic foundation beam model to solve the stress and deformation characteristics of the retaining wall; The retaining wall is designed based on its stress and deformation characteristics, including its thickness and length.

7. A terminal, comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that, When the processor executes the program, it can be used to perform the method described in any one of claims 1-6.

8. A computer-readable storage medium having a computer program stored thereon, characterized in that, When executed by a processor, this program can be used to perform the method of any one of claims 1-6.

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