Cable foundation pit bottom upheaval resistance stability analysis method adopting pit bottom reinforcement

Abstract

The invention discloses a cable foundation pit bottom upheaval resistance stability analysis method adopting pit bottom reinforcement. The method specifically comprises the steps that geometric parameters and rock-soil mechanical parameters of a foundation pit and shear strength parameters between a reinforcement body of a passive area on the inner side of the foundation pit and a support pile are obtained; determining a potential sliding surface based on geometric parameters of the foundation pit, and dividing a sliding soil body into a plurality of soil strips; calculating a sliding moment based on the self-weight of the soil body and an external load; based on the soil cohesive force and the internal friction force of the rock-soil mechanical parameters, a generated first anti-sliding moment is calculated; based on the shear strength parameters and the foundation pit geometric parameters, the shear resistance moment between the reinforcement body of the passive area on the inner side of the foundation pit and the support pile is calculated; and based on the sliding moment, the first anti-sliding moment and the shear resistance moment, calculating the anti-upheaval stability safety coefficient of the cable foundation pit bottom. According to the method, the influence of the shearing strength between the foundation pit passive side reinforcing part soil body and the foundation pit supporting pile on the anti-upheaval stability of the foundation pit is considered, and the safety coefficient of the anti-upheaval stability of the bottom of the cable foundation pit is improved.

Description

Technical Field

[0001] This invention relates to the field of geotechnical engineering foundation pit design and stability calculation technology, specifically to a method for analyzing the stability of cable foundation pits with bottom reinforcement to resist heave. Background Technology

[0002] With the development of cities towards three-dimensional structures, power utility tunnels and integrated utility tunnel projects, exemplified by overhead power line cabling, are emerging in large numbers. Many power utility tunnel projects in urban environments require open-cut excavation for construction. Due to the planned location of power utility tunnels in underground space and their predominantly single-compartment installation, the characteristics of their foundation pits are as follows: When using pipes or cable trenches for laying, the outer width of the pipes and cable trenches is 2.0m × 2.0m. Pipes usually need to be covered with 0.7m of soil, while the covers of cable trenches are either directly exposed or sunken. In addition, 0.6m to 0.8m of construction space should be considered on both sides of the pipes or cable trenches. The excavation width of the foundation pit is slightly larger than the depth of the foundation pit. Since the depth of the foundation pit is mostly within 3.0m, in order to improve the construction efficiency, the foundation pit is mostly excavated with slope or supported by cantilever piles. When cables are laid in tunnels or utility galleries, they are often single-compartment galleries with internal clearance dimensions typically ranging from 2.4m to 3.0m in width and 2.2m to 3.0m in height. Considering a wall thickness of 0.25m to 0.35m, the external dimensions of the structure are 3.5m x 3.5m. The space for personnel to operate on one side of the galleries is 0.8m to 1.2m. Taking into account the soil cover on top of the galleries, the dimensions of the excavation pit are approximately 5.0m wide x 5.0m high. In this case, sheet piles or cast-in-place piles are often used for the excavation pit support. Furthermore, to control the deformation of the excavation pit, one or more internal supports are installed inside the pit to meet the requirements for controlling the stress on the pit and the deformation of the surrounding strata.

[0003] Existing calculations of foundation pit failure are mainly based on the limit equilibrium method to analyze the stability of the foundation pit and obtain the corresponding safety factor. However, cable foundation pits are typical narrow foundation pits, with similar excavation width and depth. Their failure modes are significantly different from those of existing civil building foundation pits or municipal foundation pits.

[0004] Chinese patent application number 202310937051.6 proposes a failure mode that considers the influence of different widths and proposes a stability analysis method based on moment balance to optimize the insertion depth of the retaining wall, which is applicable to narrow and elongated foundation pits; however, it does not consider the influence of the shear force of the passive reinforcement zone and the support piles on the stability of the foundation pit.

[0005] Chinese patent application number 202411199903.7 proposes an analytical method for the heave stability of narrow foundation pits. It obtains the actual length, width, and depth dimensions of the foundation pit, as well as the consolidated undrained strength, cohesion, and internal friction angle of the site soil layers. Based on an improved formula considering the soil's internal friction angle and a first width calculation coefficient, it calculates the critical width for the type of foundation pit. By comparing the actual foundation pit width with the critical width, it determines whether the foundation pit is narrow. It calculates the stability coefficient of the narrow foundation pit based on the ultimate bearing capacity failure mode and compares it with the stability coefficient calculated using the circular arc sliding mode to obtain the heave stability coefficient of the narrow foundation pit, thus evaluating its heave stability. However, it does not consider the influence of the shear force of the passive reinforcement zone and the retaining piles on the foundation pit's stability.

[0006] In existing code and standard algorithms, when the passive side of a foundation pit is reinforced, only the physical and mechanical parameters of the soil on that side are considered to be improved. In this case, the contribution to the pit's stability mainly lies in the reinforced soil providing greater lateral elastic resistance and self-weight, thereby reducing the internal forces of the retaining piles and the deformation of the soil outside the pit. Regarding the stability against heave at the bottom of the pit and the stability of circular sliding, its effect is limited to increasing the self-weight of the passive soil in the sliding zone. Existing methods for analyzing the heave stability of cable pit bottoms fail to consider the contribution of the shear strength between the reinforced soil on the passive side of the cable pit and the retaining piles to the heave stability of the cable pit. This leads to a decrease in the heave stability coefficient of the cable pit bottom, requiring longer retaining piles and increasing engineering costs. Summary of the Invention

[0007] To address the shortcomings of existing technologies, this invention provides a method for analyzing the heave stability of cable pits by employing pit bottom reinforcement. This method solves the problem that existing methods fail to consider the contribution of shear strength between the passively reinforced soil and the support piles to the heave stability of the cable pit, leading to a reduced heave stability coefficient and the need for longer support piles.

[0008] This invention adopts the following technical solution: a method for analyzing the stability of cable foundation pit bottom against uplift by using pit bottom reinforcement, comprising the following steps: Step 1: Obtain the geometric parameters, geotechnical parameters, and shear strength parameters between the reinforced body in the passive zone inside the foundation pit and the support piles; Step 2: Determine the potential sliding surface based on the geometric parameters of the foundation pit, and divide the sliding soil mass into several soil strips based on the determined potential sliding surface; Step 3: Calculate the sliding moment based on the soil's self-weight and external loads. ; Step 4: Calculate the first anti-sliding moment based on the soil cohesion and internal friction parameters of the soil mechanics. ; Step 5: Based on the shear strength parameters between the reinforced body and the support piles in the passive zone inside the foundation pit, and the geometric parameters of the foundation pit, calculate the shear resistance moment between the reinforced body and the support piles in the passive zone inside the foundation pit. ; Step 6: Calculate the stability safety factor against heave at the bottom of the cable pit based on the sliding torque, the first anti-slip torque, and the shear resistance torque.

[0009] Preferably, in step 2, the potential sliding surface is further determined based on different operating conditions, specifically including: At that time, the potential sliding surface is determined according to the working condition of a wide foundation pit; At that time, the potential sliding surface is determined according to the narrow foundation pit working condition; Where B is the width of the foundation pit excavation and D is the insertion depth of the support piles.

[0010] Preferably, the shear resistance torque described in step 5 The calculation formula is: ; Where h is the thickness of the reinforced body in the passive zone inside the foundation pit, τ is the theoretical shear strength between the reinforced body in the passive zone inside the foundation pit and the support pile, and k is the moment coefficient.

[0011] Preferably, the torque coefficient k is 2.

[0012] Preferably, the theoretical shear strength τ between the reinforced solid in the passive zone inside the foundation pit and the support pile is determined by field test data or empirical values.

[0013] Preferably, in step 6, the calculation formula for the stability safety factor against heave at the bottom of the cable pit is as follows: ; Where K is the stability safety factor against heave at the bottom of the cable pit. Let be the cohesion of the soil at the slip surface of the j-th soil strip. Let be the internal friction angle of the soil at the j-th soil strip slip surface. Let j be the width of the j-th soil strip. The angle between the normal at the midpoint of the j-th soil strip's sliding arc and the vertical plane. Let be the slip arc length of the j-th soil strip. Let be the standard value of the vertical pressure on the top surface of the j-th soil strip. Let be the weight of the j-th soil strip.

[0014] Preferably, the method for analyzing the stability of the cable pit bottom against uplift further includes step 7. Step 7: Combine the calculated safety factor for the heave resistance of the cable pit bottom with the safety factor for the circular arc sliding stability centered on the lowest support point. The stability of the cable pit bottom against uplift is determined by comparison, specifically including: like If the stability of the bottom of the cable pit against uplift is met, then the requirements are satisfied. like If the stability of the cable pit bottom against heave is insufficient, it is necessary to adjust at least one of the following: the theoretical shear strength τ between the passive zone reinforcement and the support piles inside the pit; the insertion depth D of the support piles; or the thickness h of the passive zone reinforcement inside the pit. The heave stability safety factor of the cable pit bottom must also be recalculated until it meets the requirements. .

[0015] Preferably, the safety level of the cable pit bottom's resistance to uplift stability is divided into three levels: Level 1 support structure, Level 2 support structure, and Level 3 support structure. The Level 1 support structure corresponds to... Not less than 0.2, corresponding to the two-stage support structure Not less than 1.9, corresponding to a three-stage support structure Not less than 1.7.

[0016] A second aspect of the present invention provides a terminal, including a processor and a storage medium; the storage medium is used to store instructions; the processor is used to operate according to the instructions to execute a method for analyzing the stability of cable foundation pit bottom heave with pit bottom reinforcement.

[0017] A third aspect of the present invention provides a computer-readable storage medium having a computer program stored thereon, characterized in that, when executed by a processor, the program implements a method for analyzing the stability of cable foundation pit bottoms against uplift by employing pit bottom reinforcement.

[0018] The beneficial effects of this invention are that, compared with the prior art, in the method for analyzing the heave stability of the bottom of cable foundation pits, this invention considers the contribution of the shear strength between the passive zone reinforcement and the support piles on the stability of the foundation pit, explores the influence of the passive zone reinforcement soil on the heave stability of the foundation pit, improves the safety factor of the heave stability of the bottom of cable foundation pits in theoretical analysis, and makes the results of theoretical analysis closer to engineering practice, and the analysis results more accurate.

[0019] The present invention provides a method for analyzing the heave stability of cable pit bottoms, which takes into account the shear strength between the reinforced body in the passive zone inside the pit and the support piles. Under the premise of ensuring that the heave stability safety factor of the cable pit bottom meets the same requirements of the specifications, the length of the support piles can be reasonably shortened, thus saving engineering costs.

[0020] The calculation of the stability safety factor against heave at the bottom of the cable foundation pit in this invention is based on the calculation formula of the limit equilibrium method, which is easy to use and promote. Attached Figure Description

[0021] Figure 1 This is a schematic diagram of the overall process of the present invention; Figure 2 This is a schematic diagram showing the insertion depth of cable pit support piles when B ≥ D; Figure 3 This is a schematic diagram showing the insertion depth of the cable pit support piles when B < D; Figure 4 This is a schematic diagram of the insertion depth of cable pit support piles with B≥D for bottom reinforcement. Figure 5 This is a schematic diagram of the insertion depth of cable foundation pit support piles with B < D for pit bottom reinforcement. Detailed Implementation

[0022] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of this invention. The embodiments described in this application are merely some embodiments of this invention, and not all embodiments. Based on the spirit of this invention, all other embodiments obtained by those skilled in the art without creative effort are within the protection scope of this invention.

[0023] like Figure 1 As shown, Embodiment 1 of the present invention provides a method for analyzing the stability of cable foundation pit bottom against uplift by employing pit bottom reinforcement, specifically including: Step 1: Obtain the geometric parameters, geotechnical parameters, and shear strength parameters between the passive zone reinforcement and the support piles inside the foundation pit.

[0024] Specifically, the geometric parameters of the foundation pit include the excavation depth H, the excavation width B, the insertion depth of the support piles D, and the reinforcement thickness h; the geotechnical parameters include the self-weight of each soil strip. Cohesion c and internal friction angle The theoretical shear strength τ between the reinforced solid and the support piles in the passive zone inside the foundation pit.

[0025] Step 2: Determine the potential sliding surface based on the geometric parameters of the foundation pit, and divide the sliding soil mass into several soil strips based on the determined potential sliding surface.

[0026] like Figure 2-5 As shown, this embodiment is applicable to and Two working conditions are considered, where H represents the depth of the excavation pit. Based on these different working conditions, the potential sliding surface is further determined, specifically including: At that time, the potential sliding surface is determined according to the working condition of a wide foundation pit; At that time, the potential sliding surface is determined according to the narrow foundation pit working condition.

[0027] Specifically, the three-dimensional soil region formed by the potential circular sliding surface together with the ground, the wall of the cable pit, etc., is called the sliding soil. For the convenience of mechanical analysis, the sliding soil is divided into n independent vertical soil strips along the vertical direction.

[0028] Step 3: Calculate the sliding moment based on the soil's self-weight and external loads. .

[0029] Specifically, ; in, Let j be the width of the j-th soil strip. The angle between the normal at the midpoint of the j-th soil strip's sliding arc and the vertical plane. Let be the standard value of the vertical pressure on the top surface of the j-th soil strip. Let be the weight of the j-th soil strip.

[0030] Step 4: Calculate the first anti-sliding moment based on the soil cohesion and internal friction parameters of the soil mechanics. .

[0031] Specifically, ; in, Let be the cohesion of the soil at the slip surface of the j-th soil strip. Let be the internal friction angle of the soil at the j-th soil strip slip surface. Let be the length of the slip arc of the j-th soil strip.

[0032] Step 5: Based on the shear strength parameters between the reinforced body and the support piles in the passive zone inside the foundation pit, and the geometric parameters of the foundation pit, calculate the shear resistance moment between the reinforced body and the support piles in the passive zone inside the foundation pit. .

[0033] Specifically, shear resistance torque The calculation formula is: ; Where h is the thickness of the reinforced body in the passive zone inside the foundation pit, τ is the theoretical shear strength between the reinforced body in the passive zone inside the foundation pit and the support pile, and k is the moment coefficient.

[0034] Specifically, the torque coefficient k is set to 2.

[0035] Specifically, the theoretical shear strength τ between the reinforced solid in the passive zone inside the foundation pit and the support piles is determined by field test data or empirical values, and its value is not less than 100 kPa.

[0036] Step 6: Calculate the stability safety factor against heave at the bottom of the cable pit based on the sliding torque, the first anti-slip torque, and the shear resistance torque.

[0037] Specifically, the formula for calculating the stability safety factor against heave at the bottom of the cable pit is as follows: ; Where K is the stability safety factor against heave at the bottom of the cable pit. In this embodiment, when the reinforcement thickness is 1.0m and the pit excavation width is 5.0m, the anti-sliding moment is 500kN·m.

[0038] The cable pit bottom heave stability analysis method in this embodiment further includes step 7, which is as follows: Step 7: Combine the calculated safety factor for the heave resistance of the cable pit bottom with the safety factor for the circular arc sliding stability centered on the lowest support point. The stability of the cable pit bottom against uplift is determined by comparison, specifically including: like If the stability of the bottom of the cable pit against uplift is met, then the requirements are satisfied. like If the stability of the cable pit bottom against heave is insufficient, it is necessary to adjust at least one of the following: the theoretical shear strength τ between the passive zone reinforcement and the support piles inside the pit; the insertion depth D of the support piles; or the thickness h of the passive zone reinforcement inside the pit. The heave stability safety factor of the cable pit bottom must also be recalculated until it meets the requirements. The theoretical shear strength between the reinforced body in the passive zone inside the foundation pit and the support piles can be adjusted by increasing the strength of the reinforced body in the passive zone inside the foundation pit or by improving the construction process.

[0039] Specifically, the safety levels of the cable pit bottom's resistance to uplift stability are divided into three levels: Level 1 support structure, Level 2 support structure, and Level 3 support structure. Level 1 support structure corresponds to... Not less than 0.2, corresponding to the two-stage support structure Not less than 1.9, corresponding to a three-stage support structure Not less than 1.7.

[0040] Embodiment 2 of the present invention provides a terminal, including a processor and a storage medium; the storage medium is used to store instructions; the processor is used to operate according to the instructions to execute a method for analyzing the stability of cable foundation pit bottom heave with pit bottom reinforcement.

[0041] Embodiment 3 of the present invention provides a computer-readable storage medium storing a computer program thereon, characterized in that, when the program is executed by a processor, it implements a method for analyzing the stability of cable foundation pit bottoms against uplift by employing pit bottom reinforcement.

[0042] The beneficial effects of this invention are that, compared with the prior art, in the method for analyzing the heave stability of the bottom of cable foundation pits, this invention considers the contribution of the shear strength between the passive zone reinforcement and the support piles on the stability of the foundation pit, explores the influence of the passive zone reinforcement soil on the heave stability of the foundation pit, improves the safety factor of the heave stability of the bottom of cable foundation pits in theoretical analysis, and makes the results of theoretical analysis closer to engineering practice, and the analysis results more accurate.

[0043] The present invention provides a method for analyzing the heave stability of cable pit bottoms, which takes into account the shear strength between the reinforced body in the passive zone inside the pit and the support piles. Under the premise of ensuring that the heave stability safety factor of the cable pit bottom meets the same requirements of the specifications, the length of the support piles can be reasonably shortened, thus saving engineering costs.

[0044] The calculation of the stability safety factor against heave at the bottom of the cable foundation pit in this invention is based on the calculation formula of the limit equilibrium method, which is easy to use and promote.

[0045] This disclosure can be a system, method, and / or computer program product. A computer program product may include a computer-readable storage medium having computer-readable program instructions loaded thereon for causing a processor to implement various aspects of this disclosure.

[0046] Computer-readable storage media can be tangible devices capable of holding and storing instructions for use by an instruction execution device. Computer-readable storage media can be, for example—but not limited to—electrical storage devices, magnetic storage devices, optical storage devices, electromagnetic storage devices, semiconductor storage devices, or any suitable combination of the foregoing. More specific examples (a non-exhaustive list) of computer-readable storage media include: portable computer disks, hard disks, random access memory (RAM), read-only memory (ROM), erasable programmable read-only memory (EPROM or flash memory), static random access memory (SRAM), portable compact disc read-only memory (CD-ROM), digital multifunction disc (DVD), memory sticks, floppy disks, mechanical encoding devices, such as punch cards or recessed protrusions storing instructions thereon, and any suitable combination of the foregoing. The computer-readable storage media used herein are not to be construed as transient signals themselves, such as radio waves or other freely propagating electromagnetic waves, electromagnetic waves propagating through waveguides or other transmission media (e.g., light pulses through fiber optic cables), or electrical signals transmitted through wires.

[0047] The computer-readable program instructions described herein can be downloaded from computer-readable storage media to various computing / processing devices, or downloaded via a network, such as the Internet, local area network, wide area network, and / or wireless network, to an external computer or external storage device. The network may include copper transmission cables, fiber optic transmission, wireless transmission, routers, firewalls, switches, gateway computers, and / or edge servers. A network adapter card or network interface in each computing / processing device receives the computer-readable program instructions from the network and forwards them to the computer-readable storage media in the respective computing / processing device.

[0048] Computer program instructions used to perform the operations of this disclosure may be assembly instructions, instruction set architecture (ISA) instructions, machine instructions, machine-dependent instructions, microcode, firmware instructions, status setting data, or source code or object code written in any combination of one or more programming languages, including object-oriented programming languages ​​such as Smalltalk, C++, etc., and conventional procedural programming languages ​​such as the "C" language or similar programming languages. The computer-readable program instructions may execute entirely on the user's computer, partially on the user's computer, as a standalone software package, partially on the user's computer and partially on a remote computer, or entirely on a remote computer or server. In cases involving a remote computer, the remote computer may be connected to the user's computer via any type of network—including a local area network (LAN) or a wide area network (WAN)—or may be connected to an external computer (e.g., via the Internet using an Internet service provider). In some embodiments, electronic circuitry, such as programmable logic circuitry, field-programmable gate arrays (FPGAs), or programmable logic arrays (PLAs), is personalized by utilizing the status information of the computer-readable program instructions to implement various aspects of this disclosure.

[0049] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and not to limit it. Although the present invention has been described in detail with reference to the above embodiments, those skilled in the art should understand that modifications or equivalent substitutions can still be made to the specific implementation of the present invention. Any modifications or equivalent substitutions that do not depart from the spirit and scope of the present invention should be covered within the protection scope of the claims of the present invention.

Claims

1. A method for analyzing the stability of cable foundation pit bottom against uplift using pit bottom reinforcement, characterized in that, Includes the following steps: Step 1: Obtain the geometric parameters, geotechnical parameters, and shear strength parameters between the reinforced body in the passive zone inside the foundation pit and the support piles; Step 2: Determine the potential sliding surface based on the geometric parameters of the foundation pit, and divide the sliding soil mass into several soil strips based on the determined potential sliding surface; Step 3: Calculate the sliding moment based on the soil's self-weight and external loads. ; Step 4: Calculate the first anti-sliding moment based on the soil cohesion and internal friction parameters of the soil mechanics. ; Step 5: Based on the shear strength parameters between the reinforced body and the support piles in the passive zone inside the foundation pit, and the geometric parameters of the foundation pit, calculate the shear resistance moment between the reinforced body and the support piles in the passive zone inside the foundation pit. ; Step 6: Calculate the stability safety factor against heave at the bottom of the cable pit based on the sliding torque, the first anti-slip torque, and the shear resistance torque.

2. The method for analyzing the stability of cable foundation pit bottom against uplift using pit bottom reinforcement as described in claim 1, characterized in that: In step 2, the potential sliding surface is further determined based on different operating conditions, specifically including: At that time, the potential sliding surface is determined according to the working condition of a wide foundation pit; At that time, the potential sliding surface is determined according to the narrow foundation pit working condition; Where B is the width of the foundation pit excavation and D is the insertion depth of the support piles.

3. The method for analyzing the stability of cable foundation pit bottom against uplift using pit bottom reinforcement as described in claim 1, characterized in that: The shear resistance torque described in step 5 The calculation formula is: ； Where h is the thickness of the reinforced body in the passive zone inside the foundation pit, τ is the theoretical shear strength between the reinforced body in the passive zone inside the foundation pit and the support pile, and k is the moment coefficient.

4. The method for analyzing the stability of cable foundation pit bottoms against uplift as described in claim 3, characterized in that: The torque coefficient k is set to 2.

5. The method for analyzing the stability of cable foundation pit bottom with pit bottom reinforcement according to claim 3 or 4, characterized in that: The theoretical shear strength τ between the reinforced solid in the passive zone inside the foundation pit and the support piles is determined by field test data or empirical values.

6. The method for analyzing the stability of cable foundation pit bottom against uplift as described in claim 1, characterized in that: In step 6, the calculation formula for the stability safety factor against heave at the bottom of the cable pit is as follows: ； Where K is the stability safety factor against heave at the bottom of the cable pit. Let be the cohesion of the soil at the slip surface of the j-th soil strip. Let be the internal friction angle of the soil at the j-th soil strip slip surface. Let j be the width of the j-th soil strip. The angle between the normal at the midpoint of the j-th soil strip's sliding arc and the vertical plane. Let be the slip arc length of the j-th soil strip. Let be the standard value of the vertical pressure on the top surface of the j-th soil strip. Let be the weight of the j-th soil strip.

7. The method for analyzing the stability of cable foundation pit bottom under reinforced pit bottom according to claim 6, characterized in that: The method for analyzing the stability of the cable pit bottom against uplift further includes step 7. Step 7: Combine the calculated safety factor for the heave resistance of the cable pit bottom with the safety factor for the circular arc sliding stability centered on the lowest support point. The stability of the cable pit bottom against uplift is determined by comparison, specifically including: like If the stability of the bottom of the cable pit against uplift is met, then the requirements are satisfied. like If the stability of the cable pit bottom against heave is insufficient, it is necessary to adjust at least one of the following: the theoretical shear strength τ between the passive zone reinforcement and the support piles inside the pit; the insertion depth D of the support piles; or the thickness h of the passive zone reinforcement inside the pit. The heave stability safety factor of the cable pit bottom must also be recalculated until it meets the requirements. .

8. The method for analyzing the stability of cable foundation pit bottom under reinforced pit bottom according to claim 7, characterized in that: The safety levels of cable pit bottom heave stability are divided into three levels: Level 1 support structure, Level 2 support structure, and Level 3 support structure. Level 1 support structure corresponds to... Not less than 0.2, corresponding to the two-stage support structure Not less than 1.9, corresponding to a three-stage support structure Not less than 1.

7.

9. A terminal, comprising a processor and a storage medium; characterized in that: The storage medium is used to store instructions; The processor is configured to operate according to the instructions to perform the steps of the method according to any one of claims 1-8.

10. A computer-readable storage medium having a computer program stored thereon, characterized in that, When executed by a processor, the program implements the steps of the method according to any one of claims 1-8.

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