Method and system for determining active soil pressure between asymmetric excavation foundation pit groups

Abstract

The invention discloses a method and a system for determining active soil pressure between asymmetrically excavated foundation pit groups. The method comprises the following steps: acquiring the excavation depth of a foundation pit, slip crack surface parameters and the limited soil body width of the foundation pit; according to the excavation depth of the foundation pit, the slip crack surface parameters and the limited soil body width of the foundation pit, the intersection point of the slip crack surface moving trajectory of the foundation pit is determined; dividing a soil body between the foundation pits into an interaction area and a non-interaction area by utilizing a horizontal line where the intersection point is located; calculating and determining the soil pressure in the interaction area by using a first soil pressure calculation model; and calculating and determining the soil pressure in the non-interaction area by using the second soil pressure calculation model. Accurate calculation of the active soil pressure under the asymmetric excavation condition of the foundation pit group is achieved.

Description

Technical Field

[0001] This invention relates to the field of foundation pit earth pressure determination technology, and in particular to a method and system for determining active earth pressure among a group of foundation pits in asymmetric excavation. Background Technology

[0002] The statements in this section are merely background information related to the present invention and do not necessarily constitute prior art.

[0003] In foundation pit engineering, the calculation of active earth pressure in the narrow soil between adjacent foundation pits is directly related to the safety and economy of the support structure.

[0004] Current methods calculate active earth pressure between foundation pits based on Rankine and Coulomb theories. However, these methods are all based on the assumption of semi-infinite soil. When the width of the soil is limited, the traditional earth pressure calculation results based on Rankine and Coulomb theories deviate significantly from the measured values ​​on site, and cannot achieve accurate calculation of active earth pressure under asymmetric excavation conditions of foundation pit groups. Summary of the Invention

[0005] To address the aforementioned problems, this invention proposes a method and system for determining active earth pressure among a group of asymmetric excavation pits, enabling accurate calculation of active earth pressure under asymmetric excavation conditions.

[0006] To achieve the above objectives, the present invention adopts the following technical solution: Firstly, a method for determining the active earth pressure among a group of asymmetric excavation pits is proposed, including: Obtain the excavation depth, slip surface parameters, and finite soil width of the foundation pit; Based on the excavation depth of the foundation pit, the parameters of the slip surface, and the finite width of the soil in the foundation pit, determine the intersection point of the slip surface trajectory of the foundation pit; Using the horizontal line where the intersection point is located, the soil between the foundation pits is divided into an interaction zone and a non-interaction zone; Using the first earth pressure calculation model, the earth pressure in the interaction zone is calculated and determined. Specifically, force balance analysis is performed on the isosceles trapezoidal and right trapezoidal micro-elements in the interaction zone to determine the expression of the reaction force of the soil slip surface, the expression of the reaction force transmitted from the upper right trapezoidal micro-element to the lower layer, and the expression of the active earth pressure. Based on the three expressions, the first earth pressure calculation model is determined. The earth pressure in the non-interacting zone is calculated and determined using the second earth pressure calculation model. Specifically, the second earth pressure calculation model is determined by performing a force balance analysis on the right trapezoidal micro-element in the non-interacting zone.

[0007] Furthermore, the process of determining the expressions for the reaction force and active earth pressure transmitted from the upper right-angled trapezoidal micro-element to the lower layer in the interaction zone is as follows: Vertical and horizontal force balance analysis was performed on the right-angled trapezoidal micro-element in the interaction zone to calculate and determine the expression of active earth pressure in the interaction zone and the differential expression of the reaction force transmitted from the upper right-angled trapezoidal micro-element to the lower layer. The expression for the active earth pressure in the interaction zone and the differential expression for the reaction force transmitted from the upper right-angled trapezoidal element to the lower layer are combined, and the expression for the reaction force transmitted from the upper right-angled trapezoidal element to the lower layer in the interaction zone is calculated based on whether there is a surcharge on the ground.

[0008] Furthermore, when there is no load on the ground, when the depth of the right trapezoidal element is 0, the reaction force transmitted from the upper right trapezoidal element to the lower element is 0. When there is a load on the ground, when the depth of the right trapezoidal element is 0, the reaction force transmitted from the upper right trapezoidal element to the lower element is the load weight.

[0009] Furthermore, the process of performing force equilibrium analysis on the right-angled trapezoidal micro-element in the non-interaction zone to determine the calculation model for the second earth pressure is as follows: Vertical and horizontal force balance analysis was performed on the right-angled trapezoidal micro-element in the non-interaction zone to calculate and determine the expression of the active earth pressure in the non-interaction zone and the differential expression of the reaction force transmitted from the upper right-angled trapezoidal micro-element to the lower layer. Determine the expression for the reaction force transmitted from the upper right-angled trapezoidal micro-element to the lower layer in the non-interacting region; Based on the expression for the reaction force transmitted from the upper right-angled trapezoidal micro-element to the lower layer in the non-interacting zone and the differential expression for the reaction force transmitted from the upper right-angled trapezoidal micro-element to the lower layer, the formula relating the reaction force to the active earth pressure in the non-interacting zone is determined. Based on the expression for active earth pressure in the non-interacting zone and the formula relating reaction force to active earth pressure, the second earth pressure calculation model is determined.

[0010] Furthermore, based on the two slip surface parameters and the two slip surface implicit function equations, the coordinates of the intersection point of the two slip surfaces are determined by solving the equations. The slip surface implicit function equations are obtained by transforming the slip surface trajectory parameter equations.

[0011] Furthermore, the soil above the horizontal line where the intersection point is located is the interaction zone; The soil below the horizontal line where the intersection point is located is the non-interacting zone.

[0012] Secondly, a system for determining active earth pressure among a group of asymmetric excavation pits is proposed, including: The data acquisition unit is used to acquire the excavation depth, slip surface parameters, and finite soil width of the foundation pit; The intersection point determination unit is used to determine the intersection point of the slip surface trajectory of the foundation pit based on the excavation depth, slip surface parameters, and finite soil width of the foundation pit. The regional division unit is used to divide the soil between the foundation pits into interactive and non-interactive zones using the horizontal line where the intersection point is located. The earth pressure determination unit is used to calculate and determine the earth pressure in the interaction zone using the first earth pressure calculation model. Specifically, it performs force balance analysis on the isosceles trapezoidal and right-angled trapezoidal elements in the interaction zone to determine the expression for the reaction force of the soil slip surface, the expression for the reaction force transmitted from the upper right-angled trapezoidal element to the lower layer, and the expression for the active earth pressure. Based on these three expressions, the first earth pressure calculation model is determined. The second earth pressure calculation model is then used to calculate and determine the earth pressure in the non-interaction zone. Specifically, it performs force balance analysis on the right-angled trapezoidal elements in the non-interaction zone to determine the second earth pressure calculation model.

[0013] Thirdly, a computer device is proposed, the device comprising: A processor, adapted to execute computer programs; A computer-readable storage medium storing a computer program, which, when executed by the processor, implements the method for determining active earth pressure among a group of asymmetric excavation pits proposed in the first aspect.

[0014] Fourthly, a computer-readable storage medium is proposed, wherein the computer-readable storage medium stores a computer program adapted to be loaded and executed by a processor, the method for determining active earth pressure among a group of asymmetric excavation pits proposed in the first aspect.

[0015] Fifthly, a computer program product is proposed, which includes a computer program. When the computer program is executed by a processor, it implements the method for determining active earth pressure between asymmetric excavation pit groups proposed in the first aspect.

[0016] Compared with the prior art, the beneficial effects of the present invention are as follows: This invention proposes a method and system for determining active earth pressure between a group of asymmetric excavation pits. When calculating the active earth pressure between the pits, the method first determines the intersection point of the slip surfaces. Then, based on the plane where the intersection point is located, the soil between the pits is divided into an interaction zone and a non-interaction zone. For the soil in the interaction zone and the non-interaction zone, the corresponding models are used to solve for the active earth pressure, ensuring the accuracy of the active earth pressure calculation at each location.

[0017] Advantages of additional aspects of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention. Attached Figure Description

[0018] The accompanying drawings, which form part of this application, are used to provide a further understanding of this application. The illustrative embodiments of this application and their descriptions are used to explain this application and do not constitute an undue limitation of this application.

[0019] Figure 1 This is a flowchart of a method for determining active earth pressure between a group of asymmetric excavation pits proposed in this invention. Figure 2 This is a schematic diagram of the asymmetric excavation of the foundation pit group disclosed in the embodiment; Figure 3 The mathematical model of the slip surface trajectory disclosed in the embodiment; Figure 4 This is a schematic diagram of the force analysis of the isosceles trapezoidal micro-element disclosed in the embodiment; Figure 5 This is a schematic diagram of the force analysis of the right trapezoidal micro-element in the interaction region disclosed in the embodiment; Figure 6 This is a schematic diagram of the force analysis of a right-angled trapezoidal micro-element in the non-interacting region disclosed in the embodiment; Figure 7 This is a schematic diagram of the distribution of adjacent foundation pits and soil as disclosed in the embodiment; Figure 8 This is a comparison chart of the active earth pressure calculation results disclosed in the example. Detailed Implementation

[0020] The present invention will be further described below with reference to the accompanying drawings and embodiments.

[0021] It should be noted that the following detailed descriptions are illustrative and intended to provide further explanation of this application. Unless otherwise specified, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application pertains.

[0022] It should be noted that the terms used herein are only for describing specific embodiments and are not intended to limit the exemplary embodiments according to the present application. As used herein, unless the context clearly indicates otherwise, the singular form is also intended to include the plural form. In addition, it should be understood that when the terms "comprise" and / or "include" are used in this specification, they indicate the presence of features, steps, operations, devices, components and / or combinations thereof.

[0023] Example 1 To improve the accuracy of determining the active earth pressure between a group of asymmetric excavation pits, this embodiment discloses a method for determining the active earth pressure between a group of asymmetric excavation pits, such as... Figure 1 As shown, it includes: Obtain the excavation depth, slip surface parameters, and finite soil width of the foundation pit; Based on the excavation depth of the foundation pit, the parameters of the slip surface, and the finite width of the soil in the foundation pit, determine the intersection point of the slip surface trajectory of the foundation pit; Using the horizontal line where the intersection point is located, the soil between the foundation pits is divided into an interaction zone and a non-interaction zone; Using the first earth pressure calculation model, the earth pressure in the interaction zone is calculated and determined. Specifically, force balance analysis is performed on the isosceles trapezoidal and right trapezoidal micro-elements in the interaction zone to determine the expression of the reaction force of the soil slip surface, the expression of the reaction force transmitted from the upper right trapezoidal micro-element to the lower layer, and the expression of the active earth pressure. Based on the three expressions, the first earth pressure calculation model is determined. The earth pressure in the non-interacting zone is calculated and determined using the second earth pressure calculation model. Specifically, the second earth pressure calculation model is determined by performing a force balance analysis on the right trapezoidal micro-element in the non-interacting zone.

[0024] This embodiment establishes a mathematical model of the pseudo-sliding surface of the foundation pit excavation, and then divides the soil between the foundation pits into two layers: the upper layer is the interaction zone and the lower layer is the non-interaction zone. Differential equations are established and solved using isosceles trapezoidal micro-element and right trapezoidal micro-element, respectively, to obtain the calculation results of the active earth pressure between the foundation pits under the asymmetric excavation conditions. This method is more accurate than the traditional earth pressure calculation results based on Rankine and Coulomb theories.

[0025] In this embodiment, the coordinates of the intersection point of the two slip surfaces are determined by solving the two slip surface parameters and the two slip surface implicit function equations. The slip surface implicit function equations are obtained by transforming the slip surface trajectory parameter equations.

[0026] The parameters of the slip surface include the slip surface curve radius, the slip surface rotation angle, the slip surface dip angle at the bottom of the pit, and the slip surface width.

[0027] If there are adjacent foundation pits with asymmetrical excavation, such as Figure 2 As shown. Figure 2 Two foundation pits, foundation pit 1 and foundation pit 2, are excavated, where L is the finite width of the soil in the foundation pit; H1 and H2 are the excavation depths of foundation pit 1 and foundation pit 2, respectively. Figure 2The two curves in the middle are the sliding surfaces caused by the excavation of foundation pit 1 and foundation pit 2, respectively. It is assumed that the sliding surface is the curve passing through the retaining wall at the bottom of the pit, and α1 and α2 are the sliding inclination angles of the two sliding surfaces at the bottom of the pit, respectively. The top of the retaining wall of foundation pit 1 is taken as the origin O, the distance from the retaining wall of foundation pit 1 to the retaining wall of foundation pit 2 is the positive direction of X, and the direction of the excavation depth of the foundation pit is the Z direction. Assumptions: (1) Within the finite soil mass between the foundation pits (0≤x≤L), the total vertical stress on any horizontal section is uniformly distributed; (2) Along the depth direction of the retaining wall, the influence of the difference in soil properties on the reduction coefficient is ignored; (3) The relative displacement between soil layers is ignored.

[0028] In order to obtain Figure 2 The mathematical equation for the medium slip crack surface curve is based on Figure 2 Extract the trajectory of the curve, such as Figure 3 As shown. Figure 3 In the diagram, H represents the depth of the foundation pit, R represents the radius of the slip surface curve, θ represents the rotation angle of the slip surface, α represents the slip angle at the bottom of the pit, and a represents the width of the slip surface.

[0029] The slip angle α can be obtained from formula (1). (1) In equation (1), The internal friction angle of the soil; The angle of friction between the wall and the soil.

[0030] The parametric equations for the trajectory of the slip surface are shown in formula (2): (2) In equation (2), denoted as x, and z is the z-coordinate of the slip surface trajectory, i.e., the depth.

[0031] When the trajectory of the slip surface passes through the wall heel, the value of z is the wall depth H. Therefore, the radius R of the slip surface curve is: (3) The fracture angle α' at any depth along the trajectory of the slip surface can be expressed as: (4) Assuming x=a is the width of the slip surface, combining formulas (2), (3), and (4), the width a of the slip surface is: (5) Based on the above parametric equations Figure 2 The coordinate system shown is transformed, and the parametric equation of the slip surface trajectory is transformed into an implicit function equation to obtain the implicit function equation of the slip surface, as shown in formula (6).

[0032] (6) Since the trajectories of the slip surface of foundation pit 1 and the slip surface of foundation pit 2 intersect at a certain point underground, the equations of formula (6) are solved simultaneously, and the numerical iteration method is used to obtain the coordinates J(x) of the intersection point of the two slip surfaces. J , z J ).

[0033] In this embodiment, the soil above the intersection point in the horizontal direction is the interaction zone; the soil below the intersection point in the horizontal direction is the non-interaction zone.

[0034] Draw a horizontal line through the intersection point. This horizontal line divides the soil between foundation pit 1 and foundation pit 2 into two regions, one from the ground to the z-axis. J The horizontal region serves as the interaction zone (0 <z≤z J To simplify calculations and reserve a safety margin, the core area where the slip surfaces intersect (the area with significant superposition effects, see...) is considered. Figure 2 Small and medium rectangular filling areas) and their potential extension areas (transitional areas that may be affected by the finite soil width or the evolution of the slip surface, see...) Figure 2 The large and medium-sized rectangular filled regions are uniformly regarded as interaction regions; secondly, z J The area from the horizontal height to the bottom of the excavation pit is considered a non-interacting zone with no excavation superposition effect (z > z). J ),See Figure 2 The area is filled with a diagonal line.

[0035] The process of determining the expressions for the reaction force and active earth pressure transmitted from the upper right-angled trapezoidal micro-element to the lower layer in this embodiment is as follows: Vertical and horizontal force balance analysis was performed on the right-angled trapezoidal micro-element in the interaction zone to calculate and determine the expression of active earth pressure in the interaction zone and the differential expression of the reaction force transmitted from the upper right-angled trapezoidal micro-element to the lower layer. The expression for the active earth pressure in the interaction zone and the differential expression for the reaction force transmitted from the upper right-angled trapezoidal element to the lower layer are combined, and the expression for the reaction force transmitted from the upper right-angled trapezoidal element to the lower layer in the interaction zone is calculated based on whether there is a surcharge on the ground.

[0036] When there is no load on the ground, when the depth of the right trapezoidal micro-element is 0, the reaction force transmitted from the upper right trapezoidal micro-element to the lower layer is 0. When there is a load on the ground, when the depth of the right trapezoidal element is 0, the reaction force transmitted from the upper right trapezoidal element to the lower element is the load weight.

[0037] Pick Figure 2 Force analysis was performed on the isosceles trapezoidal abcd infinitesimal element at depth Z0 of the interaction region shown, as follows: Figure 4 As shown.

[0038] Figure 4 middle: dz represents the reaction force transmitted from the upper isosceles trapezoidal micro-element to the lower isosceles trapezoidal micro-element; dz is the thickness of the selected micro-element. and The fracture angle of the two slip surfaces at depth Z0 is calculated according to formula (4). and This refers to the reaction force of the soil surface on the soil slip plane. and This represents the shear stress on the slip surface.

[0039] According to vertical force balance We can obtain: (7) In formula (7): ; . , and , The friction angle and cohesion of the finite soil on the left and right sides are respectively. Let be the length of the lower base of the isosceles trapezoidal infinitesimal element. is the length of the upper base of the isosceles trapezoidal infinitesimal element.

[0040] According to the horizontal force balance We can obtain: (8) By combining formulas (7) and (8), we obtain the expression for the reaction force of the soil slip surface on the soil (9).

[0041] (9) In formula (9):

[0042]

[0043]

[0044]

[0045] For formula (9), since σ vm With σ n1 All are unknown and cannot be solved. Therefore, the right trapezoidal infinitesimal element ebfd in foundation pit 1 needs to be selected as the analysis object. Since this infinitesimal element is at the same depth as the adjacent infinitesimal element abcd, the σ values ​​in the abcd and ebfd infinitesimal elements are... vmForce analysis of a right trapezoidal infinitesimal element ebfd, where the size and direction are the same, is performed as follows: Figure 5 As shown, Figure 5 middle This is the reaction force transmitted to the soil by the left retaining wall, i.e., the active earth pressure.

[0046] According to the principle of horizontal force balance of the right trapezoidal infinitesimal element, that is... The expression for active earth pressure (10) can be obtained: (10) According to the vertical force balance of the right trapezoidal infinitesimal element, that is... We can obtain the differential expression for the reaction force transmitted from the upper right trapezoidal element to the lower element (11): (11) In formula (11): ; Let the internal friction angle of the wall and soil be taken as... ; For the wall soil cohesion, if no measured value is available, it is generally taken as... .

[0047] By combining formulas (10) and (11), we obtain formula (12).

[0048] (12) In formula (12): ; ; ; ; ; ; The unit weight of the soil is kN / m. 3 .

[0049] When there is no load on the ground, and the depth of the right-angled trapezoidal element is 0, the reaction force transmitted from the upper right-angled trapezoidal element to the lower element is 0, that is... At this point, by integrating formula (12), the expression for the reaction force transmitted from the upper right-angled trapezoidal element to the lower element is obtained as follows: (13) Combining the obtained formula (13) with formulas (9) and (10), we obtain the calculation model for the first earth pressure as formula (14): (14) When there is a load on the ground, and the depth of the right trapezoidal element is 0, the reaction force transmitted from the upper right trapezoidal element to the lower element is the load weight q, i.e. At this point, by integrating formula (12), the expression for the reaction force transmitted from the upper right-angled trapezoidal element to the lower element is obtained as follows: (15) Combining the obtained formula (15) with formulas (9) and (10), we obtain the calculation model for the first earth pressure as formula (16): (16) In this embodiment, the process of performing a force balance analysis on a right-angled trapezoidal micro-element in the non-interaction region and determining the calculation model for the second earth pressure is as follows: Vertical and horizontal force balance analysis was performed on the right-angled trapezoidal micro-element in the non-interaction zone to calculate and determine the expression of the active earth pressure in the non-interaction zone and the differential expression of the reaction force transmitted from the upper right-angled trapezoidal micro-element to the lower layer. Determine the expression for the reaction force transmitted from the upper right-angled trapezoidal micro-element to the lower layer in the non-interacting region; Based on the expression for the reaction force transmitted from the upper right-angled trapezoidal micro-element to the lower layer in the non-interacting zone and the differential expression for the reaction force transmitted from the upper right-angled trapezoidal micro-element to the lower layer, the formula relating the reaction force to the active earth pressure in the non-interacting zone is determined. Based on the expression for active earth pressure in the non-interacting zone and the formula relating reaction force to active earth pressure, the second earth pressure calculation model is determined.

[0050] For the non-interacting region, similar to the right trapezoidal ebfd infinitesimal element, the depth Z in the non-interacting region is taken. m Force analysis is performed on the right trapezoidal infinitesimal element mnpq, such as... Figure 6 As shown.

[0051] The horizontal and vertical force balance analysis of the right trapezoidal mnpq microelement yields the same expression for active earth pressure and differential expression for the reaction force transmitted from the upper right trapezoidal microelement to the lower layer as in formulas (10) and (11). However, due to the small mutual influence of the foundation pit excavation, the reaction force transmitted from the upper right trapezoidal microelement to the lower layer is less significant. The expression for is represented by formula (17).

[0052] (17) In formula (17): Z m Z represents the depth of the right trapezoidal mnpq infinitesimal element; J The depth of intersection point J; The vertical stress at intersection point J is the stress when there is no surcharge on the ground. , The expression is the same as formula (13); when there is a surcharge on the ground, that is ,and The expression is the same as that in formula (15).

[0053] According to formulas (11) and (17), the reaction force can be obtained. With active earth pressure The relationship formula is equation (18).

[0054] (18) Combining formulas (10) and (18), we obtain the second earth pressure calculation model, namely formula (19).

[0055] (19) In formula (19): ;

[0056] by Figure 7 Taking the excavation of the foundation pit as an example, the excavation depth of each pit is 20.5m, and the finite soil mass between adjacent pits is 8.2m. The distribution of soil layers and the values ​​of parameters for each soil layer are as follows. Figure 7 As shown, the active earth pressure determination method among a group of asymmetric excavation pits proposed in this embodiment is compared with the classical earth pressure theory calculation method. Figure 7 The active earth pressure between the excavated foundation pits was calculated, and the results are as follows: Figure 8 As shown, through Figure 8 As can be seen, the active earth pressure determination method between asymmetric excavation pit groups proposed in this embodiment calculates the active earth pressure more closely to the benchmark value, indicating that the active earth pressure calculated by the active earth pressure determination method between asymmetric excavation pit groups proposed in this embodiment is more accurate.

[0057] Example 2 In this embodiment, a system for determining active earth pressure among a group of asymmetric excavation pits is disclosed, comprising: The data acquisition unit is used to acquire the excavation depth, slip surface parameters, and finite soil width of the foundation pit; The intersection point determination unit is used to determine the intersection point of the slip surface trajectory of the foundation pit based on the excavation depth, slip surface parameters, and finite soil width of the foundation pit. The regional division unit is used to divide the soil between the foundation pits into interactive and non-interactive zones using the horizontal line where the intersection point is located. The earth pressure determination unit is used to calculate and determine the earth pressure in the interaction zone using the first earth pressure calculation model. Specifically, it performs force balance analysis on the isosceles trapezoidal and right-angled trapezoidal elements in the interaction zone to determine the expression for the reaction force of the soil slip surface, the expression for the reaction force transmitted from the upper right-angled trapezoidal element to the lower layer, and the expression for the active earth pressure. Based on these three expressions, the first earth pressure calculation model is determined. The second earth pressure calculation model is then used to calculate and determine the earth pressure in the non-interaction zone. Specifically, it performs force balance analysis on the right-angled trapezoidal elements in the non-interaction zone to determine the second earth pressure calculation model.

[0058] The present invention also discloses a computer device, the device comprising: A processor, adapted to execute computer programs; A computer-readable storage medium storing a computer program, which, when executed by the processor, implements a method for determining active earth pressure between a group of asymmetric excavation pits disclosed in Embodiment 1.

[0059] The present invention also discloses a computer-readable storage medium storing a computer program adapted to be loaded by a processor and executed by a processor to determine the active earth pressure between a group of asymmetric excavation pits disclosed in Embodiment 1.

[0060] The present invention also discloses a computer program product, which includes a computer program. When the computer program is executed by a processor, it implements a method for determining active earth pressure between a group of asymmetric excavation pits disclosed in Embodiment 1.

[0061] The method disclosed in Example 1 can be directly implemented by a hardware processor, or implemented by a combination of hardware and software modules within the processor. The software modules can reside in readily available storage media in the art, such as random access memory, flash memory, read-only memory, programmable read-only memory, electrically erasable programmable memory, or registers. This storage medium is located in memory, and the processor reads information from the memory and, in conjunction with its hardware, completes the steps of the above method. To avoid repetition, detailed descriptions are omitted here.

[0062] Those skilled in the art will recognize that the units and algorithm steps described in conjunction with the embodiments herein can be implemented in electronic hardware or a combination of computer software and electronic hardware. Whether these functions are implemented in hardware or software depends on the specific application and design constraints of the technical solution. Those skilled in the art can use different methods to implement the described functions for each specific application, but such implementation should not be considered beyond the scope of this application.

[0063] While the specific embodiments of the present invention have been described above in conjunction with the accompanying drawings, this is not intended to limit the scope of protection of the present invention. Those skilled in the art should understand that various modifications or variations that can be made by those skilled in the art without creative effort based on the technical solutions of the present invention are still within the scope of protection of the present invention.

Claims

1. A method for determining active earth pressure among a group of asymmetric excavation pits, characterized in that, include: Obtain the excavation depth, slip surface parameters, and finite soil width of the foundation pit; Based on the excavation depth of the foundation pit, the parameters of the slip surface, and the finite width of the soil in the foundation pit, determine the intersection point of the slip surface trajectory of the foundation pit; Using the horizontal line where the intersection point is located, the soil between the foundation pits is divided into an interaction zone and a non-interaction zone; Using the first earth pressure calculation model, the earth pressure in the interaction zone is calculated and determined. Specifically, force balance analysis is performed on the isosceles trapezoidal and right trapezoidal micro-elements in the interaction zone to determine the expression of the reaction force of the soil slip surface, the expression of the reaction force transmitted from the upper right trapezoidal micro-element to the lower layer, and the expression of the active earth pressure. Based on the three expressions, the first earth pressure calculation model is determined. The earth pressure in the non-interacting zone is calculated and determined using the second earth pressure calculation model. Specifically, the second earth pressure calculation model is determined by performing a force balance analysis on the right trapezoidal micro-element in the non-interacting zone.

2. The method for determining active earth pressure among a group of asymmetric excavation pits as described in claim 1, characterized in that, The process of determining the expressions for the reaction force and active earth pressure transmitted from the upper right-angled trapezoidal micro-element to the lower layer in the interaction zone is as follows: Vertical and horizontal force balance analysis was performed on the right-angled trapezoidal micro-element in the interaction zone to calculate and determine the expression of active earth pressure in the interaction zone and the differential expression of the reaction force transmitted from the upper right-angled trapezoidal micro-element to the lower layer. The expression for the active earth pressure in the interaction zone and the differential expression for the reaction force transmitted from the upper right-angled trapezoidal element to the lower layer are combined, and the expression for the reaction force transmitted from the upper right-angled trapezoidal element to the lower layer in the interaction zone is calculated based on whether there is a surcharge on the ground.

3. The method for determining active earth pressure among a group of asymmetric excavation pits as described in claim 2, characterized in that, When there is no load on the ground, and the depth of the right trapezoidal micro-element is 0, the reaction force transmitted from the upper right trapezoidal micro-element to the lower layer is 0. When there is a load on the ground, when the depth of the right trapezoidal element is 0, the reaction force transmitted from the upper right trapezoidal element to the lower element is the load weight.

4. The method for determining active earth pressure among a group of asymmetric excavation pits as described in claim 1, characterized in that, The process of determining the calculation model for the second earth pressure by performing a force equilibrium analysis on a right-angled trapezoidal micro-element in the non-interaction zone is as follows: Vertical and horizontal force balance analysis was performed on the right-angled trapezoidal micro-element in the non-interaction zone to calculate and determine the expression of the active earth pressure in the non-interaction zone and the differential expression of the reaction force transmitted from the upper right-angled trapezoidal micro-element to the lower layer. Determine the expression for the reaction force transmitted from the upper right-angled trapezoidal micro-element to the lower layer in the non-interacting region; Based on the expression for the reaction force transmitted from the upper right-angled trapezoidal micro-element to the lower layer in the non-interacting zone and the differential expression for the reaction force transmitted from the upper right-angled trapezoidal micro-element to the lower layer, the formula relating the reaction force to the active earth pressure in the non-interacting zone is determined. Based on the expression for active earth pressure in the non-interacting zone and the formula relating reaction force to active earth pressure, the second earth pressure calculation model is determined.

5. The method for determining active earth pressure among a group of asymmetric excavation pits as described in claim 1, characterized in that, Based on the two slip surface parameters and the two slip surface implicit function equations, the coordinates of the intersection point of the two slip surfaces are determined by solving the equations. The slip surface implicit function equations are obtained by transforming the slip surface trajectory parameter equations.

6. The method for determining active earth pressure among a group of asymmetric excavation pits as described in claim 1, characterized in that, The soil above the horizontal line where the intersection point is located is the interaction zone; The soil below the horizontal line where the intersection point is located is the non-interacting zone.

7. A system for determining active earth pressure among a group of asymmetric excavation pits, characterized in that, include: The data acquisition unit is used to acquire the excavation depth, slip surface parameters, and finite soil width of the foundation pit; The intersection point determination unit is used to determine the intersection point of the slip surface trajectory of the foundation pit based on the excavation depth, slip surface parameters, and finite soil width of the foundation pit. The regional division unit is used to divide the soil between the foundation pits into interactive and non-interactive zones using the horizontal line where the intersection point is located. The earth pressure determination unit is used to calculate and determine the earth pressure in the interaction zone using the first earth pressure calculation model. Specifically, it performs force balance analysis on the isosceles trapezoidal and right-angled trapezoidal elements in the interaction zone to determine the expression for the reaction force of the soil slip surface, the expression for the reaction force transmitted from the upper right-angled trapezoidal element to the lower layer, and the expression for the active earth pressure. Based on these three expressions, the first earth pressure calculation model is determined. The second earth pressure calculation model is then used to calculate and determine the earth pressure in the non-interaction zone. Specifically, it performs force balance analysis on the right-angled trapezoidal elements in the non-interaction zone to determine the second earth pressure calculation model.

8. An electronic device, characterized in that, The device includes: A processor, adapted to execute computer programs; A computer-readable storage medium storing a computer program, which, when executed by the processor, implements the method for determining active earth pressure among a group of asymmetric excavation pits as described in any one of claims 1-6.

9. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores a computer program adapted to be loaded by a processor and executed by a method for determining active earth pressure among a group of asymmetric excavation pits as described in any one of claims 1-6.

10. A computer program product, characterized in that, The computer program product includes a computer program that, when executed by a processor, implements the method for determining active earth pressure between a group of asymmetric excavation pits as described in any one of claims 1-6.

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