Deep shaft soil pressure determination method considering space arch effect, medium and equipment

Abstract

The invention provides a deep shaft soil pressure determination method considering a space arch effect, a medium and equipment, and relates to the technical field of geotechnical engineering.The method comprises the steps that a single shaft slip crack surface analysis model is established by obtaining design parameters and soil physical parameters of a deep shaft structure; solving an analytical expression of the inclination angle of the slip crack surface of the soil body in the active limit state of the circular retaining wall; solving the non-limit active soil pressure of the circular retaining wall by adopting a horizontal layer analysis method to obtain a basic equation of the non-limit active soil pressure of the circular retaining wall considering the space arching effect; according to the boundary conditions, a non-limit active earth pressure expression acting on the circular retaining wall is obtained through calculation; and performing integration on the non-limit active soil pressure on the slip crack surface to obtain an active soil pressure resultant force and a resultant force action point. Therefore, the influence of the non-linear distribution of the soil pressure caused by the vertical arching effect and the annular arching effect is considered, and the determined magnitude and distribution of the soil pressure are more practical.

Description

Technical Field

[0001] The present invention relates to the field of geotechnical engineering technology, and in particular to a method, medium and equipment for determining the soil pressure of a deep vertical shaft taking into account a spatial arch effect. Background Art

[0002] In the study of deep vertical shaft structures, in relatively soft soils, the movement of external soft soil caused by shaft excavation can easily cause shaft instability. Considering the complex interaction between soft soil and shaft, it is mainly manifested in three aspects: (1) the soil pressure increases as the shaft excavation becomes deeper; (2) the soil arching effect is obvious; (3) the excavation of double shafts with a small clearance needs to consider the influence of the limited soil.

[0003] Since Terzaghi discovered the soil arching effect in his sliding door test, many researchers have proposed methods for calculating earth pressure on retaining walls that account for this effect. However, current research on this effect is limited to planar retaining wall earth pressure. For circular retaining structures, it is necessary to consider the spatial arching effect, that is, to consider both the soil arching effect in the vertical plane and the ring arch effect in the horizontal plane.

[0004] The existing methods for calculating the load on circular retaining walls are summarized as follows: (1) Calculating directly based on Coulomb's active earth pressure without considering the soil arching effect; (2) Calculating based on the Coulomb's active earth pressure and increasing the comprehensive internal friction angle of the rock mass to reduce the earth pressure value, such as the Railway Roadbed Support Structure Design Code (TB10025-2019); (3) Drawing on the results of the Klein model test by scholars from other countries, the calculated Coulomb's active earth pressure is multiplied by a reduction factor of 0.7-0.8. The above methods either directly ignore the soil arching effect or indirectly consider the influence of the soil arching effect. They cannot well reflect the actual load state of the circular retaining wall, which will lead to conservative or aggressive design of the support structure. At the least, it will increase investment and cause waste, and at worst, it will pose safety risks, thus limiting the practical application of the spatial soil arching effect in circular retaining walls. Summary of the Invention

[0005] The present invention aims to provide a method, medium, and equipment for determining the earth pressure in deep vertical shafts that considers the spatial arch effect. This method aims to overcome the limitations of plane strain determination methods in classical earth pressure theory. By fully considering the effects of vertical arching, circumferential arching, and support structure displacement, the resulting method accurately determines the active earth pressure in ultra-large diameter deep vertical shafts, providing support for the safe and economical design of support structures. The specific technical solution is as follows:

[0006] A method for determining earth pressure in a deep vertical shaft considering a spatial arch effect, the method comprising the following steps:

[0007] S100, obtaining design parameters of the deep shaft structure and soil physics parameters, and establishing a single shaft slip surface analysis model;

[0008] S200. Based on Coulomb's earth pressure theory, the entire sliding soil behind the retaining wall is taken as the research object, the overall equilibrium equation is established, and the analytical expression of the sliding surface inclination angle of the soil in the active limit state of the circular retaining wall is obtained;

[0009] S300, using the horizontal layer analysis method to solve the non-limit active earth pressure of the circular retaining wall, and obtain the basic equation of the non-limit active earth pressure of the circular retaining wall considering the spatial arch effect;

[0010] S400. Based on the boundary conditions, calculate the expression of the non-limit active earth pressure acting on the circular retaining wall;

[0011] S500. Integrate the non-limit active earth pressure on the sliding surface to obtain the active earth pressure resultant and the point of action of the resultant.

[0012] Furthermore, in step S100, the deep shaft structure design parameters and soil physical and mechanical parameters are determined according to the geological survey report and design documents, including: foundation pit excavation depth H, radius r0, soil weight γ, internal friction angle The external friction angle δ between the shaft structure and the soil, and the uniformly distributed load q0 acting on the soil surface.

[0013] Furthermore, in step S100, establishing a single shaft sliding surface analysis model includes: setting the deep shaft structure, i.e., the circular retaining wall, to be completely rigid, with the wall back vertical; the wall moves centripetally away from the soil, and the displacement mode is translation; when the wall displaces, the fill maintains contact with the wall back, and the fill internal friction angle and the wall-soil friction angle gradually play out, and the corresponding soil pressure is called the non-limit active earth pressure of the circular retaining wall; when the wall displacement is small and the soil has not reached the limit state, it is considered that there is a quasi-slip surface in the soil, and the quasi-slip surface is a curved surface passing through the wall heel, and its generatrix is ​​a straight line. The angle between the generatrix of the sliding surface of the soil behind the wall and the horizontal plane is β, that is, the inclination angle of the quasi-slip surface; assuming that the sliding surface of the soil behind the shaft structure in the limit equilibrium state is a plane, the shape of the formed soil wedge is a plane triangular soil wedge rotated around the cylinder.

[0014] Furthermore, in step S200, the vertical force balance equation of the sliding soil is:

[0015]

[0016] Among them, E a is the active earth pressure, E R is the reaction force of the sliding surface, G is the weight of the sliding soil, and r1 is the radius of the sliding soil;

[0017] The radial force balance equation of the sliding body is:

[0018]

[0019] Where θ is the angle from the positive z-axis to the differential unit in a counterclockwise direction, F θ is the normal force of the differential element;

[0020] According to Coulomb's earth pressure theory, the condition for solving the inclination angle β is:

[0021]

[0022] According to the equilibrium equation of the sliding body and the conditions for solving the inclination angle, the equilibrium equation of the quasi-slip surface inclination angle can be finally determined:

[0023]

[0024] Among them, t 2m 、p m and q m is the constant of the cubic equation (4);

[0025] Equation (4) has three roots, but for the inclination of the soil sliding surface, only the positive real root has practical significance, which is:

[0026]

[0027] Therefore, the explicit solution for the inclination angle of the sliding surface of the circular retaining wall in the non-limit active state is:

[0028]

[0029] Furthermore, in step S300, a spatial horizontal layer analysis method is used to perform force analysis on a horizontal differential unit with a thickness of dz at a certain depth z. The area of ​​each surface of the horizontal differential unit is:

[0030]

[0031]

[0032] in, S ABCD and is the surface area of ​​the six faces of the differential unit;

[0033] The differential unit sindθ / 2 is approximately equal to dθ / 2, so the differential unit satisfies the balance equation in the radial direction:

[0034]

[0035] Among them, σ h is the normal stress of the differential element surface ABB1A1, σ aθ is the normal stress of the differential element surface ABCD, σr is the normal stress of the differential unit surface CDD1C1, τ2 is the tangential stress of the differential unit surface CDD1C1;

[0036] The differential unit satisfies the equilibrium equation in the vertical direction:

[0037]

[0038] Where dW is the gravity of the horizontal differential unit, and its calculation formula is:

[0039]

[0040] In addition, τ1=σ h tanδ, σ h =K wa σ av , σ aθ =K θ σ av (15)

[0041] Among them, K wa and K θ is the earth pressure coefficient;

[0042] Substituting (7)-(9), (11), and (15) into equation (12), we can obtain the following equation:

[0043]

[0044] Substituting (7)-(10), (15), and (16) into equation (13), the basic equation for the active earth pressure of a circular retaining wall considering the spatial arch effect is as follows:

[0045]

[0046] in,

[0047] Furthermore, in step S400, according to the boundary conditions z=0, σ av =q0 Solve equation (17) to obtain the vertical active earth pressure σ av The expression is as follows:

[0048]

[0049] By σ h =K aw σ av The horizontal active earth pressure σ on the circular retaining wall can be obtained h The expression is as follows:

[0050]

[0051] Furthermore, for the vertical active earth pressure σ av and horizontal active earth pressure σ h The active earth pressure resultant and the point of action of the resultant are obtained by integrating on the slip surface.

[0052] The present invention also provides a computer-readable storage medium having a computer program stored thereon. When the computer program is executed by a processor, the steps of the method for determining the earth pressure of a deep vertical shaft considering the spatial arch effect are implemented as described above.

[0053] The present invention also provides a computer device, comprising a memory, a processor, and a computer program stored in the memory and executable on the processor. When the processor executes the program, the steps of the method for determining the soil pressure of a deep vertical shaft considering the spatial arch effect as described above are implemented.

[0054] The present invention provides a method, medium, and device for determining the earth pressure of a deep vertical shaft taking into account the spatial arch effect, which has the following beneficial effects:

[0055] The present invention establishes a single shaft sliding surface analysis model by obtaining the design parameters of the deep shaft structure and the physical parameters of the soil; based on the Coulomb earth pressure theory, the entire sliding soil behind the retaining wall is taken as the research object, the overall equilibrium equation is established, and the analytical expression of the sliding surface inclination angle of the soil in the active limit state of the circular retaining wall is obtained; the horizontal layer analysis method is used to solve the non-limit active earth pressure of the circular retaining wall, and the basic equation of the non-limit active earth pressure of the circular retaining wall considering the spatial arch effect is obtained; based on the boundary conditions, the expression of the non-limit active earth pressure acting on the circular retaining wall is calculated; the active earth pressure resultant and the point of action of the resultant are obtained by integrating the non-limit active earth pressure on the sliding surface; thereby, the influence of the nonlinear distribution of earth pressure caused by the vertical arch effect and the circumferential arch effect is taken into account, the displacement effect of the shaft structure is linked to the earth pressure, and the determined earth pressure size and distribution are more in line with reality, which can provide support for the safe and economical design of the support structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0056] Figure 1 This is a flow chart of a method for determining earth pressure in a deep vertical shaft taking into account the spatial arch effect provided by the present invention;

[0057] Figure 2 It is a schematic diagram of the single well barrel slip surface analysis model;

[0058] Figure 3 It is the force analysis diagram of the sliding body;

[0059] Figure 4 It is a schematic diagram of the force analysis at the BC line of the horizontal differential unit of the soil;

[0060] Figure 5 It is the soil horizontal differential unit dθ angle analysis model;

[0061] Figure 6 It is the force analysis diagram of the differential unit;

[0062] Figure 7 It is a structural block diagram of a computer device according to an embodiment of the present invention. DETAILED DESCRIPTION

[0063] The following will be combined with the accompanying drawings provided by the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. The advantages and features of the present invention will become more apparent from the following description. It should be noted that the drawings are all in a very simplified form and are not in exact proportions. They are only used to facilitate and clearly illustrate the purpose of the embodiments of the present invention.

[0064] Example 1

[0065] This embodiment provides a method for determining the earth pressure of a deep shaft considering the spatial arch effect. Figure 1 As shown, the method includes the following steps:

[0066] S100. Obtain design parameters of the deep vertical shaft structure and soil physics parameters, and establish a single shaft slip surface analysis model.

[0067] Specifically, the design parameters of the deep shaft structure and the physical and mechanical parameters of the soil are determined according to the geological survey report and design documents, including: excavation depth H, radius r0, soil weight γ, internal friction angle The external friction angle δ between the shaft structure and the soil, and the uniformly distributed load q0 acting on the soil surface.

[0068] Furthermore, the establishment of a single shaft sliding surface analysis model includes: setting the deep shaft structure, i.e., the circular retaining wall, to be completely rigid, with the wall back vertical; the wall moves centripetally away from the soil, and the displacement mode is translation; when the wall displaces, the fill maintains contact with the wall back, and the fill internal friction angle and the wall-soil friction angle gradually play out, and the corresponding soil pressure is called the non-limit active earth pressure of the circular retaining wall; when the wall displacement is small and the soil has not reached the limit state, it is considered that there is a quasi-slip surface in the soil, and the quasi-slip surface is a curved surface passing through the wall heel, and its generatrix is ​​a straight line. The angle between the generatrix of the sliding surface of the soil behind the wall and the horizontal plane is β, that is, the inclination angle of the quasi-slip surface; assuming that the sliding surface of the soil behind the shaft structure in the limit equilibrium state is a plane, the shape of the soil wedge formed is a plane triangular soil wedge rotated around the cylinder, such as Figure 2 shown.

[0069] S200. Based on Coulomb's earth pressure theory, the entire sliding soil behind the retaining wall is taken as the research object, the overall equilibrium equation is established, and the analytical expression of the sliding surface inclination angle of the soil in the active limit state of the circular retaining wall is obtained.

[0070] In one embodiment, the vertical force balance equation of the sliding soil is:

[0071]

[0072] Among them, E a is the active earth pressure, E R is the reaction force of the sliding surface, G is the weight of the sliding soil, and r1 is the radius of the sliding soil;

[0073] The radial force balance equation of the sliding body is:

[0074]

[0075] Where θ is the angle from the positive z-axis to the differential unit in a counterclockwise direction, F θ is the normal force of the differential element;

[0076] According to Coulomb's earth pressure theory, the condition for solving the inclination angle β is:

[0077]

[0078] According to the equilibrium equation of the sliding body and the conditions for solving the inclination angle, the equilibrium equation of the quasi-slip surface inclination angle can be finally determined:

[0079]

[0080] Among them, t 2m 、p m and q m is the constant of the cubic equation (4);

[0081] Equation (4) has three roots, but for the inclination of the soil sliding surface, only the positive real root has practical significance, which is:

[0082]

[0083] Therefore, the explicit solution for the inclination angle of the sliding surface of the circular retaining wall in the non-limit active state is:

[0084]

[0085] S300. The non-limit active earth pressure of the circular retaining wall is solved by the horizontal layer analysis method, and the basic equation of the non-limit active earth pressure of the circular retaining wall considering the spatial arch effect is obtained.

[0086] In one embodiment, a spatial horizontal layer analysis method is used to perform force analysis on a horizontal microelement with a thickness of dz at a certain depth z, such as Figure 3-6As shown, the area of ​​each surface of the horizontal differential unit is:

[0087]

[0088] in, S ABCD and is the surface area of ​​the six faces of the differential unit;

[0089] The differential unit sindθ / 2 is approximately equal to dθ / 2, so the differential unit satisfies the balance equation in the radial direction:

[0090]

[0091] Among them, σ h is the normal stress of the differential element surface ABB1A1, σ aθ is the normal stress of the differential element surface ABCD, σ r is the normal stress of the differential unit surface CDD1C1, τ2 is the tangential stress of the differential unit surface CDD1C1;

[0092] The differential unit satisfies the equilibrium equation in the vertical direction:

[0093]

[0094] Where dW is the gravity of the horizontal differential unit, and its calculation formula is:

[0095]

[0096] In addition, τ1=σ h tanδ, σ h =K wa σ av , σ aθ =K θ σ av (15)

[0097] Among them, K wa and K θ is the earth pressure coefficient.

[0098] Substituting (7)-(9), (11), and (15) into equation (12), we can obtain the following equation:

[0099]

[0100] Substituting (7)-(10), (15), and (16) into equation (13), the basic equation for the active earth pressure of a circular retaining wall considering the spatial arch effect is as follows:

[0101]

[0102] in,

[0103] S400. Based on the boundary conditions, calculate the expression of the non-limit active earth pressure acting on the circular retaining wall.

[0104] In one embodiment, according to the boundary conditions z=0, σ av =q0 Solve equation (17) to obtain the vertical active earth pressure σ av The expression is as follows:

[0105]

[0106] By σ h =K aw σ av The horizontal active earth pressure σ on the circular retaining wall can be obtained h The expression is as follows:

[0107]

[0108] S500. Integrate the non-limit active earth pressure on the sliding surface to obtain the active earth pressure resultant and the point of action of the resultant.

[0109] Specifically, for the vertical active earth pressure σ av and horizontal active earth pressure σ h The active earth pressure resultant and the point of action of the resultant are obtained by integrating on the slip surface.

[0110] The present invention provides a method for determining the earth pressure of a deep vertical shaft considering the spatial arch effect. By acquiring the design parameters of the deep vertical shaft structure and the physical parameters of the soil, a single shaft sliding surface analysis model is established. Based on the Coulomb earth pressure theory, the entire sliding soil behind the retaining wall is taken as the research object, an overall equilibrium equation is established, and an analytical expression for the sliding surface inclination angle of the soil in the active limit state of the circular retaining wall is obtained. The horizontal layer analysis method is used to solve the non-limit active earth pressure of the circular retaining wall, and a basic equation for the non-limit active earth pressure of the circular retaining wall considering the spatial arch effect is obtained. Based on the boundary conditions, an expression for the non-limit active earth pressure acting on the circular retaining wall is calculated. The non-limit active earth pressure is integrated on the sliding surface to obtain the active earth pressure resultant and the point of action of the resultant. In this way, the influence of the nonlinear distribution of earth pressure caused by the vertical arch effect and the circumferential arch effect is taken into account, the displacement effect of the vertical shaft structure is linked to the earth pressure, and the obtained earth pressure size and distribution are more in line with reality, which can provide support for the safe and economical design of the support structure.

[0111] Example 2

[0112] This embodiment provides a computer-readable storage medium having a computer program stored thereon. When the computer program is executed by a processor, the steps of the method for determining the earth pressure of a deep vertical shaft considering the spatial arch effect described above are implemented.

[0113] The storage medium may be a magnetic disk, an optical disk, a read-only memory (ROM), a random access memory (RAM), a flash memory (Flash Memory), a hard disk drive (HDD) or a solid-state drive (SSD), etc.; the storage medium may also include a combination of the above types of memory.

[0114] Example 3

[0115] This embodiment provides a computer device, which includes: a memory, a processor, and a computer program stored in the memory and executable on the processor. When the processor executes the program, the steps of the method for determining the soil pressure of a deep vertical shaft considering the spatial arch effect described above are implemented.

[0116] like Figure 7 As shown, the computer device 70 may include: at least one processor 71, such as a CPU (Central Processing Unit), at least one communication interface 73, a memory 74, and at least one communication bus 72. The communication bus 72 is used to realize the connection and communication between these components. The communication interface 73 may include a display screen (Display) and a keyboard (Keyboard), and the optional communication interface 73 may also include a standard wired interface and a wireless interface. The memory 74 may be a high-speed RAM memory (Random Access Memory, volatile random access memory) or a non-volatile memory (non-volatile memory), such as at least one disk storage. The memory 74 may optionally be at least one storage device located away from the aforementioned processor 71. The memory 74 stores application programs, and the processor 71 calls the program code stored in the memory 74 to execute any of the above method steps.

[0117] The communication bus 72 may be a peripheral component interconnect (PCI) bus or an extended industry standard architecture (EISA) bus. The communication bus 72 may be divided into an address bus, a data bus, a control bus, etc. For ease of representation, Figure 7 Only one thick line is used in the diagram, but this does not mean that there is only one bus or one type of bus.

[0118] Among them, the memory 74 may include a volatile memory (English: volatile memory), such as a random-access memory (English: random-access memory, abbreviated: RAM); the memory may also include a non-volatile memory (English: non-volatile memory), such as a flash memory (English: flash memory), a hard disk drive (English: hard disk drive, abbreviated: HDD) or a solid-state drive (English: solid-state drive, abbreviated: SSD); the memory 74 may also include a combination of the above types of memory.

[0119] The processor 71 may be a central processing unit (CPU), a network processor (NP), or a combination of a CPU and a NP.

[0120] The processor 71 may further include a hardware chip. The hardware chip may be an application-specific integrated circuit (ASIC), a programmable logic device (PLD), or a combination thereof. The PLD may be a complex programmable logic device (CPLD), a field-programmable gate array (FPGA), a generic array logic (GAL), or any combination thereof.

[0121] Optionally, the memory 74 is further configured to store program instructions. The processor 71 may call the program instructions to implement the method for determining the earth pressure of a deep vertical shaft considering the spatial arch effect of the present invention.

[0122] Those skilled in the art should understand that the present invention can be implemented in many other specific forms without departing from the spirit and scope of the present invention. Based on the embodiments of the present invention, any changes and modifications made by ordinary technicians in the field of the present invention in accordance with the above disclosure are within the scope of protection of the claims.

Claims

1. A method for determining the earth pressure of a deep shaft considering the spatial arch effect, characterized in that: The method comprises the following steps: S100, obtaining design parameters of the deep shaft structure and soil physics parameters, and establishing a single shaft slip surface analysis model; S200. Based on Coulomb's earth pressure theory, the entire sliding soil behind the retaining wall is taken as the research object, the overall equilibrium equation is established, and the analytical expression of the sliding surface inclination angle of the soil in the active limit state of the circular retaining wall is obtained; S300, using the horizontal layer analysis method to solve the non-limit active earth pressure of the circular retaining wall, and obtain the basic equation of the non-limit active earth pressure of the circular retaining wall considering the spatial arch effect; S400. Based on the boundary conditions, calculate the expression of the non-limit active earth pressure acting on the circular retaining wall; S500. Integrate the non-limit active earth pressure on the sliding surface to obtain the active earth pressure resultant and the point of action of the resultant.

2. The method for determining the earth pressure of a deep vertical shaft considering the spatial arch effect according to claim 1 is characterized in that: In step S100, the deep shaft structure design parameters and soil physical and mechanical parameters are determined according to the geological survey report and design documents, including: foundation pit excavation depth H, radius r0, soil weight γ, internal friction angle The external friction angle δ between the shaft structure and the soil, and the uniformly distributed load q0 acting on the soil surface.

3. The method for determining the earth pressure of a deep vertical shaft considering the spatial arch effect according to claim 2, characterized in that: In step S100, establishing a single shaft sliding surface analysis model includes: setting the deep shaft structure, i.e., the circular retaining wall, to be completely rigid, with the wall back vertical; the wall moves centripetally away from the soil, and the displacement mode is translation; when the wall displaces, the fill maintains contact with the wall back, and the fill internal friction angle and the wall-soil friction angle gradually play out, and the corresponding soil pressure is called the non-limit active earth pressure of the circular retaining wall; when the wall displacement is small and the soil has not reached the limit state, it is considered that there is a quasi-slip surface in the soil, and the quasi-slip surface is a curved surface passing through the wall heel, and its generatrix is ​​a straight line. The angle between the generatrix of the sliding surface of the soil behind the wall and the horizontal plane is β, that is, the inclination angle of the quasi-slip surface; assuming that the sliding surface of the soil behind the shaft structure in the limit equilibrium state is a plane, the shape of the formed soil wedge is a plane triangular soil wedge rotated around the cylinder.

4. The method for determining the earth pressure of a deep vertical shaft considering the spatial arch effect according to claim 3 is characterized in that: In step S200, the vertical force balance equation of the sliding soil is: Among them, E a is the active earth pressure, E R is the reaction force of the sliding surface, G is the weight of the sliding soil, and r1 is the radius of the sliding soil; The radial force balance equation of the sliding body is: Where θ is the angle from the positive z-axis to the differential unit in a counterclockwise direction, F θ is the normal force of the differential element; According to Coulomb's earth pressure theory, the condition for solving the inclination angle β is: According to the equilibrium equation of the sliding body and the conditions for solving the inclination angle, the equilibrium equation of the quasi-slip surface inclination angle can be finally determined: Among them, t 2m 、p m and q m is the constant of the cubic equation (4); Equation (4) has three roots, but for the inclination of the soil sliding surface, only the positive real root has practical significance, which is: Therefore, the explicit solution for the inclination angle of the sliding surface of the circular retaining wall in the non-limit active state is:

5. The method for determining the earth pressure of a deep vertical shaft considering the spatial arch effect according to claim 4, characterized in that: In step S300, a spatial horizontal layer analysis method is used to perform force analysis on a horizontal differential unit with a thickness of dz at a certain depth z. The area of ​​each surface of the horizontal differential unit is: in, and is the surface area of ​​the six faces of the differential unit; The differential unit sindθ / 2 is approximately equal to dθ / 2, so the differential unit satisfies the balance equation in the radial direction: Among them, σ h is the normal stress of the differential element surface ABB1A1, σ aθ is the normal stress of the differential element surface ABCD, σ r is the normal stress of the differential unit surface CDD1C1, τ2 is the tangential stress of the differential unit surface CDD1C1; The differential unit satisfies the equilibrium equation in the vertical direction: Where dW is the gravity of the horizontal differential unit, and its calculation formula is: also, Among them, K wa and K θ is the earth pressure coefficient; Substituting (7)-(9), (11), and (15) into equation (12), we can obtain the following equation: Substituting (7)-(10), (15), and (16) into equation (13), the basic equation for the active earth pressure of a circular retaining wall considering the spatial arch effect is as follows: in, 6. The method for determining the earth pressure of a deep vertical shaft considering the spatial arch effect according to claim 5, characterized in that: In step S400, according to the boundary conditions z=0, σ av =q0 Solve equation (17) to obtain the vertical active earth pressure σ av The expression is as follows: By σ h =K aw σ av The horizontal active earth pressure σ on the circular retaining wall can be obtained h The expression is as follows:

7. The method for determining the earth pressure of a deep vertical shaft considering the spatial arch effect according to claim 6, characterized in that: Vertical active earth pressure σ av and horizontal active earth pressure σ h The active earth pressure resultant and the point of action of the resultant are obtained by integrating on the slip surface.

8. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by a processor, the steps of the method for determining the earth pressure of a deep vertical shaft considering the space arch effect are realized as claimed in any one of claims 1 to 7.

9. A computer device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein: When the processor executes the program, the steps of the method for determining the earth pressure of a deep vertical shaft considering the space arch effect are implemented as described in any one of claims 1 to 7.

Images