A method and apparatus for locating the resultant force point of complex boundary soil and rock loads

Abstract

This invention provides a method and apparatus for locating the resultant force point of complex boundary soil and rock loads, comprising: determining a sliding angle threshold; determining multiple sliding angles based on the sliding angle threshold; determining a sliding surface based on the sliding angles, wherein the sliding surface and the support structure enclose an effective soil and rock mass; calculating the resultant force of the soil and rock load borne by the support structure based on the gravity of the effective soil and rock mass and determining the maximum value of the resultant force; determining the dangerous sliding angle of the effective soil and rock mass based on the maximum value of the resultant force; determining the dangerous sliding surface based on the sliding surface corresponding to the dangerous sliding angle; and determining the location of the resultant force point of the soil and rock load based on the soil and rock load level coefficient. This invention utilizes the sliding angle to determine the dangerous sliding surface through enumeration, calculates the gravity of the effective soil and rock mass based on the sliding angle, and determines the resultant force point of the soil and rock load using stress equivalence, eliminating the need for complex calculation processes such as integrals or coordinates, making the calculation process simple and efficient.

Description

Technical Field

[0001] This invention relates to the field of geotechnical load resultant force point location technology, and in particular to a method and apparatus for locating geotechnical load resultant force points in complex boundary geotechnical systems. Background Technology

[0002] The effects of soil and rock on support structures can generally be calculated using Rankine's theory or Coulomb's theory. The relevant parameters required for this calculation, including the inclination angle of the dangerous sliding surface, the magnitude of the soil and rock load, and its location, can all be calculated using general formulas. However, in special geotechnical engineering projects, where support structures have complex boundaries, and the soil and rock surface behind the wall is an irregular polygonal line with uncertain distributed loads, these three parameters cannot be calculated using general formulas, significantly increasing the difficulty of subsequent stability verification of the support structure.

[0003] Existing technologies calculate the area and weight of sliding soil by establishing a coordinate system and assuming the location coordinates of the critical section, using integration. This requires establishing formulas to calculate the coordinates of the center of gravity of the sliding soil, resulting in numerous iterations, complex calculations, and a large computational load. Furthermore, the method for calculating the point of application of the resultant force is inaccurate, making it difficult to meet the requirements of convenience and accuracy in the stability verification of complex boundary support structures.

[0004] Therefore, there is an urgent need to propose a method and device for locating the resultant force point of soil and rock loads under complex boundary conditions. This would solve the problems of complex calculation process and low calculation efficiency in the existing technology for determining the location of the dangerous sliding surface of the soil and rock mass and the point of action of the resultant force of soil and rock loads when the effect of soil and rock on the support structure reaches its maximum, i.e., when the support structure is in a dangerous state. Summary of the Invention

[0005] In view of this, it is necessary to provide a method and device for locating the resultant force point of soil and rock loads under complex boundary conditions, so as to solve the problems of complex calculation process and low calculation efficiency in the existing technology for determining the location of the dangerous sliding surface of the soil and rock mass and the point of action of the resultant force of soil and rock loads when the effect of soil and rock on the support structure reaches its maximum, i.e. the support structure is in a dangerous state.

[0006] On the one hand, the present invention provides a method for locating the resultant force point of complex boundary soil and rock loads, including:

[0007] Determine the sliding angle threshold;

[0008] Multiple sliding angles are determined based on sliding angle thresholds, and a sliding surface is determined based on the sliding angles. The sliding surface and the support structure together form an effective soil-rock mass.

[0009] The resultant force of the soil and rock load borne by the support structure is calculated based on the gravity of the effective soil and rock mass, and the maximum value of the resultant force is determined. The dangerous sliding angle of the effective soil and rock mass is determined based on the maximum value of the resultant force, and the sliding surface corresponding to the dangerous sliding angle is determined as the dangerous sliding surface.

[0010] The horizontal coefficient of the soil and rock load is calculated based on the resultant force of the soil and rock load corresponding to the dangerous sliding surface and the sliding angle.

[0011] The location of the resultant force point of the soil and rock load is determined based on the soil and rock load level coefficient.

[0012] In some possible implementations, determining the sliding angle threshold includes:

[0013] The upper and lower limits of the sliding angle are determined based on the wall back inclination angle and the internal friction angle of the soil and rock of the support structure, and the sliding angle threshold is determined.

[0014] In some possible implementations, determining multiple sliding angles based on a sliding angle threshold, determining a sliding surface based on the sliding angles, and the sliding surface and the support structure forming an effective soil-rock mass include:

[0015] Based on the sliding angle threshold, a sliding angle is selected from a preset range using an enumeration algorithm to obtain the sliding angle vector. Based on the multiple sliding surfaces corresponding to the sliding angle vector and the multiple sliding surfaces and their corresponding support structures, an effective soil and rock mass is formed; wherein, each sliding angle corresponds to a sliding surface.

[0016] In some possible implementations, the step of calculating the resultant force of the soil and rock load borne by the support structure based on the gravity of the effective soil and rock mass and determining the maximum value of the resultant force, determining the dangerous sliding angle of the effective soil and rock mass based on the maximum value of the resultant force, and determining the dangerous sliding surface according to the sliding surface corresponding to the dangerous sliding angle includes:

[0017] The effective area of ​​the soil and rock mass is obtained based on the cross-sectional shape of the effective soil and rock mass.

[0018] The self-weight of the effective soil and rock mass is calculated based on the effective soil and rock mass area and the unit weight of the soil and rock mass.

[0019] The magnitudes of the resultant force of the soil and rock load borne by the support structure and its horizontal and vertical components are calculated based on the force balance relationship on the effective soil and rock mass.

[0020] The resultant force vector of soil and rock load is calculated for all sliding angles and effective soil and rock weight. The maximum value of the resultant force of soil and rock load is determined. The dangerous sliding angle of the effective soil and rock mass is determined based on the maximum value of the resultant force of soil and rock load. The sliding surface corresponding to the dangerous sliding angle is determined as the dangerous sliding surface.

[0021] In some possible implementations, the cross-sectional shape of the effective soil and rock mass is determined based on the following steps:

[0022] The target sliding angle is determined by using the sliding angle at the intersection of the sliding surface and the crest of the inner slope as the dividing line:

[0023] When the target sliding angle is less than the upper limit of the sliding angle, and the sliding surface intersects the inner slope or the horizontal plane, the effective soil and rock cross-section shape is determined to be triangular or quadrilateral.

[0024] When the target sliding angle is greater than or equal to the upper limit of the sliding angle, and the sliding surface intersects the inner slope, the effective cross-sectional shape of the soil and rock mass is determined to be triangular.

[0025] In some possible implementations, obtaining the self-weight of the effective soil and rock mass based on its effective area and unit weight includes:

[0026] When there is no surface overload within the effective soil and rock mass, the self-weight of the effective soil and rock mass is calculated based on the fact that the cross-sectional shape of the effective soil and rock mass is triangular or quadrilateral.

[0027] When there is surface overload within the effective soil and rock mass, the self-weight of the first effective soil and rock mass is calculated based on the triangular or quadrilateral shape of the effective soil and rock mass cross-section. The surface overload is converted into an equivalent soil column height. The equivalent soil column self-weight is obtained based on the equivalent soil column height and the overload distribution width within the effective soil and rock mass. The self-weight of the effective soil and rock mass is obtained based on the equivalent soil column self-weight and the self-weight of the first effective soil and rock mass.

[0028] In some possible implementations, the calculation of the soil and rock load level coefficient based on the resultant force of the soil and rock loads corresponding to the dangerous sliding surface and the sliding angle includes:

[0029] The cross-sectional shape of the effective soil and rock mass is obtained based on the location of the intersection of the dangerous sliding surfaces, and the shape of the horizontal compressive stress distribution map is obtained based on the cross-sectional shape of the effective soil and rock mass.

[0030] Based on the equivalent stress method, i.e., the area of ​​the horizontal compressive stress distribution diagram is equal to the magnitude of the horizontal component of the soil and rock load, the horizontal coefficient of the soil and rock load is calculated.

[0031] In some possible implementations, the step of determining the cross-sectional shape of the effective soil and rock mass based on the location of the intersection of the dangerous sliding surfaces, and obtaining the shape of the horizontal compressive stress distribution map based on the cross-sectional shape of the effective soil and rock mass, includes:

[0032] If the dangerous sliding surface intersects the inner slope, then the effective cross-sectional shape of the soil and rock mass is determined to be triangular, and its horizontal compressive stress distribution diagram is triangular.

[0033] If the dangerous sliding surface intersects the horizontal plane, the effective cross-sectional shape of the soil and rock mass is determined to be a quadrilateral, and its horizontal compressive stress distribution diagram is a composite figure.

[0034] In some possible implementations, determining the location of the resultant point of the soil and rock load based on the soil and rock load level coefficient includes:

[0035] When it is determined that the resultant moment of the horizontal compressive stress on the support structure about the wall toe is equal to the moment of the horizontal component of the soil and rock load about the wall toe, the vertical distance from the resultant soil and rock load to the wall toe and the horizontal distance from the resultant soil and rock load to the wall toe are calculated. Based on the vertical distance from the resultant soil and rock load to the wall toe and the horizontal distance from the resultant soil and rock load to the wall toe, the location of the resultant soil and rock load point is determined.

[0036] On the other hand, the present invention also provides a device for locating the resultant force point of complex boundary soil and rock loads, characterized in that it includes:

[0037] The sliding angle determination module is used to determine the sliding angle threshold.

[0038] An effective soil and rock mass determination module is used to determine multiple sliding angles based on sliding angle thresholds, and to determine the sliding surface based on the sliding angles. The sliding surface and the support structure together form an effective soil and rock mass.

[0039] The module for calculating the resultant force of soil and rock loads and determining the dangerous sliding surface is used to calculate the resultant force of soil and rock loads borne by the support structure based on the gravity of the effective soil and rock mass and determine the maximum value of the resultant force of soil and rock loads. Based on the maximum value of the resultant force of soil and rock loads, the dangerous sliding angle of the effective soil and rock mass is determined, and the sliding surface corresponding to the dangerous sliding angle is determined as the dangerous sliding surface.

[0040] The soil and rock load resultant force point positioning module is used to calculate the soil and rock load level coefficient based on the soil and rock load resultant force corresponding to the dangerous sliding surface and the sliding angle, and to determine the position of the soil and rock load resultant force point based on the soil and rock load level coefficient.

[0041] The beneficial effects of the above embodiments are as follows: The method for locating the dangerous sliding surface and the resultant force point of soil and rock loads in complex boundaries provided by the present invention determines the sliding angle threshold; determines multiple sliding angles based on the sliding angle threshold, determines the sliding surface based on the sliding angle, and the sliding surface and the support structure form an effective soil and rock mass; calculates the resultant force of soil and rock loads borne by the support structure based on the gravity of the effective soil and rock mass and determines the maximum value of the resultant force of soil and rock loads; determines the dangerous sliding angle of the effective soil and rock mass based on the maximum value of the resultant force of soil and rock loads; determines the dangerous sliding surface based on the sliding surface corresponding to the dangerous sliding angle; calculates the soil and rock load level coefficient based on the resultant force of soil and rock loads corresponding to the dangerous sliding surface and the sliding angle; and determines the location of the resultant force point of soil and rock loads based on the soil and rock load level coefficient. This invention determines the dangerous sliding surface by using the sliding angle through enumeration, calculates the effective weight of the soil and rock mass by using the sliding angle, and determines the resultant point of the soil and rock load by using stress equivalence. It does not require complex calculation processes such as integrals or coordinates, and the calculation process is simple and efficient. In addition, it is not limited by regional type, location of support structure, inclination form of wall back and foundation, shape of soil and rock slope behind wall and surface overload distribution, and has a wide range of applications. Attached Figure Description

[0042] To more clearly illustrate the technical solutions in the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0043] Figure 1 A schematic flowchart of an embodiment of the method for locating the resultant force point of complex boundary soil and rock loads provided by the present invention;

[0044] Figure 2 A schematic diagram illustrating an embodiment of the calculation of active earth pressure on a gravity embankment retaining wall provided by the present invention;

[0045] Figure 3 This is a schematic diagram of an embodiment of the calculation of active earth pressure and distribution of horizontal earth pressure stress when the fracture surface of a gravity embankment retaining wall intersects with the inner slope, as provided by the present invention.

[0046] Figure 4 This is a schematic diagram of an embodiment of the calculation of active earth pressure and distribution of horizontal earth pressure stress when the fracture surface of a gravity embankment retaining wall intersects with the left side of the road surface overload, as provided by the present invention.

[0047] Figure 5 This is a schematic diagram of an embodiment of the calculation of active earth pressure and distribution of horizontal earth pressure stress when the fracture surface of a gravity embankment retaining wall intersects the middle of the road surface overload, as provided by the present invention.

[0048] Figure 6A schematic diagram illustrating an embodiment of the calculation of active earth pressure and distribution of horizontal earth pressure stress when the fracture surface of a gravity embankment retaining wall intersects the right side of the road surface overload, as provided by the present invention.

[0049] Figure 7 A schematic diagram illustrating the relationship between soil and rock load and sliding angle provided by the present invention;

[0050] Figure 8 A schematic diagram of an embodiment of the complex boundary soil and rock load resultant force point positioning device provided by the present invention;

[0051] Figure 9 A schematic diagram of an embodiment of the electronic device provided by the present invention. Detailed Implementation

[0052] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of the present invention, and not all of them. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without creative effort are within the scope of protection of the present invention.

[0053] Some of the block diagrams shown in the accompanying drawings are functional entities and do not necessarily correspond to physically or logically independent entities. These functional entities can be implemented in software, in one or more hardware modules or integrated circuits, or in different network and / or processor systems and / or microcontroller systems.

[0054] In this document, the term "embodiment" means that a particular feature, structure, or characteristic described in connection with an embodiment may be included in at least one embodiment of the invention. The appearance of this phrase in various places throughout the specification does not necessarily refer to the same embodiment, nor is it a mutually exclusive, independent, or alternative embodiment. It will be explicitly and implicitly understood by those skilled in the art that the embodiments described herein can be combined with other embodiments.

[0055] This invention provides a method and apparatus for locating the resultant force point of complex boundary soil and rock loads, which will be described below.

[0056] Figure 1 A schematic flowchart of an embodiment of the method for locating the resultant force point of complex boundary soil and rock loads provided by the present invention is shown below. Figure 1 As shown, the methods for locating the resultant force point of complex boundary soil and rock loads include:

[0057] S101. Determine the sliding angle threshold;

[0058] S102. Determine multiple sliding angles based on sliding angle thresholds, determine sliding surfaces based on sliding angles, and form an effective soil-rock mass with the supporting structure.

[0059] S103. Calculate the resultant force of the soil and rock load borne by the support structure based on the gravity of the effective soil and rock mass and determine the maximum value of the resultant force of the soil and rock load. Determine the dangerous sliding angle of the effective soil and rock mass based on the maximum value of the resultant force of the soil and rock load, and determine the dangerous sliding surface based on the sliding surface corresponding to the dangerous sliding angle.

[0060] S104. Calculate the horizontal coefficient of the soil and rock load based on the resultant force of the soil and rock load corresponding to the dangerous sliding surface and the sliding angle.

[0061] S105. Determine the location of the resultant force point of the soil and rock load based on the soil and rock load level coefficient.

[0062] Compared with existing technologies, the method for locating the resultant force point of complex boundary soil and rock loads provided by this invention determines the dangerous sliding surface by using the sliding angle through enumeration, calculates the effective soil and rock mass gravity by using the sliding angle, and determines the resultant force point of soil and rock loads by using stress equivalence. It does not require complex calculation processes such as integrals or coordinates, and the calculation process is simple and efficient. In addition, it is not limited by regional type, support structure setting location, wall back and foundation inclination form, soil and rock slope shape behind the wall and surface overload distribution, and has a wide range of applications.

[0063] It should be understood that in step S101, the most dangerous situation is considered to be when the rock and soil exert the greatest effect on the support structure. At this time, there is a dangerous sliding surface in the rock and soil mass, which corresponds to a sliding surface inclination angle, called the sliding angle.

[0064] It should be noted that the sliding angle threshold in step S101 can be obtained from the existing soil and rock, or from the design information of the soil and rock to be constructed, or it can be determined based on the employee's own experience.

[0065] In a specific embodiment of the present invention, a gravity embankment support structure for railway engineering in a general area is taken as an example. Figure 2-6 Relevant parameters:

[0066] The unit weight of the support structure is γ = 23 kN / m 3 γ-weight of rock and soil d =20kN / m 3 Angle of combined internal friction between soil and rock =35°, equivalent soil column height h0 = 2.7m, inner slope soil height h = 4m, inner slope soil width b = 6m, distance from the edge of the train load distribution area to the top of the inner slope d = 2.6m, train load distribution width L1 = 3.4m, height from the top of the support structure to the wall heel H = H d=8m, support structure wall width b1 = 2.5m, base inclination angle α0 = 0°, empirical value of base friction coefficient f = 0.6, wall back is inclined, wall back inclination angle α = 14°, wall back friction angle δ = 17.5°, earthquakes are generally not considered in general areas, ultimate bearing capacity of foundation δ a =1200kPa.

[0067] In some embodiments of the present invention, step S101 includes:

[0068] The upper and lower limits of the sliding angle are determined based on the wall back inclination angle and the internal friction angle of the soil and rock of the support structure, and the sliding angle threshold is determined.

[0069] It should be noted that the wall back inclination angle of the support structure is used as the lower limit of the sliding angle, taking into account... This should be satisfied, therefore the upper limit of the sliding angle is... The sliding angle threshold is as shown in Formula 1 and Formula 2:

[0070] θ min =α (1)

[0071]

[0072] In the formula, θ min θ is the lower limit of the sliding angle. max Here, α represents the upper limit of the sliding angle, and α represents the wall back inclination angle of the support structure. The internal friction angle of the soil and rock is α, where the wall back inclination angle α of the support structure is positive for the inclined type, negative for the downward type, and 0 for the vertical type.

[0073] In a specific embodiment of the present invention, such as Figure 2-6 As shown, α = 14°, Then θ max =55°, therefore the sliding angle threshold is [14°, 55°].

[0074] In some embodiments of the present invention, step S102 includes:

[0075] Based on the sliding angle threshold, a sliding angle is selected from a preset range using an enumeration algorithm to obtain the sliding angle vector. An effective soil and rock mass is formed based on multiple sliding surfaces corresponding to the sliding angle vector and the support structure corresponding to the multiple sliding surfaces; wherein, each sliding angle corresponds to a sliding surface.

[0076] It should be noted that only the soil and rock mass between the dangerous sliding surface and the support structure contributes to the load borne by the support structure; this part of the soil and rock mass is called the effective soil and rock mass.

[0077] In a specific embodiment of the present invention, it is assumed that the sliding angle threshold is selected within a preset range of 0.05° to 0.1°.

[0078] In some embodiments of the present invention, step S103 includes:

[0079] The effective area of ​​the soil and rock mass is obtained based on the cross-sectional shape of the effective soil and rock mass.

[0080] The self-weight of the effective soil and rock mass is calculated based on the effective soil and rock mass area and the unit weight of the soil and rock mass.

[0081] The magnitudes of the resultant force of the soil and rock load borne by the support structure and its horizontal and vertical components are calculated based on the force balance relationship on the effective soil and rock mass.

[0082] The resultant force vector of soil and rock load is calculated for all sliding angles and effective soil and rock weight. The maximum value of the resultant force of soil and rock load is determined. The dangerous sliding angle of the effective soil and rock mass is determined based on the maximum value of the resultant force of soil and rock load. The sliding surface corresponding to the dangerous sliding angle is determined as the dangerous sliding surface.

[0083] It should be noted that the cross-sectional shape of the effective soil and rock mass is determined based on the following steps: taking the sliding angle at the intersection of the sliding surface and the inner slope crest as the boundary, the sliding angle at the intersection of the sliding surface and the inner slope crest is determined as the target sliding angle θ. mid The calculation formula is shown in Formula 3:

[0084]

[0085] In the formula, θ mid H is the target sliding angle. d α is the height of the support structure, b is the wall back inclination angle of the support structure, h is the width of the inner slope rock and soil, and h is the height of the inner slope rock and soil.

[0086] When the target sliding angle is less than the upper limit of the sliding angle, and the sliding surface intersects the inner slope or the horizontal plane, the effective soil and rock cross-section shape is determined to be triangular or quadrilateral.

[0087] When the target sliding angle is greater than or equal to the upper limit of the sliding angle, and the sliding surface intersects the inner slope, the effective cross-sectional shape of the soil and rock mass is determined to be triangular.

[0088] In a specific embodiment of the present invention, such as Figure 2-6 As shown, θ mid = 33.7°, that is, due to θ min <θ mid <θ max Therefore, the effective cross-sectional shape of the soil and rock mass is triangular or quadrilateral.

[0089] like Figure 3 As shown, when the effective cross-sectional shape of the soil and rock mass is triangular, the slope angle β of the soil and rock mass is calculated first, and the calculation formula is shown in Formula 4:

[0090] β=tan -1 (h / b) (4)

[0091] In the formula, β is the inclination angle of the inner slope of the rock and soil, b is the width of the inner slope of the rock and soil, and h is the height of the inner slope of the rock and soil.

[0092] The effective soil and rock mass area S is the sum of the areas of triangle ABD (S1) and triangle BCD (S2), as shown in formulas 5 and 6:

[0093] S1 = 0.5H d 2 tan(θ-α) (5)

[0094]

[0095] In the formula, θ is the sliding angle, α is the wall back inclination angle of the support structure, and H d β represents the height of the support structure, and β represents the slope inclination angle within the rock and soil.

[0096] like Figure 4 As shown, when the effective soil and rock mass cross-section is quadrilateral, the effective soil and rock mass area S is the sum of the area S1 of triangle ABD and the area S2 of trapezoid BCDE. The formula for calculating the area S1 of ABD is shown in Formula 5, and the formula for calculating the area S2 of trapezoid BCDE is shown in Formula 7.

[0097] S2=0.5h[H d tan(θ-α)+(h+H d tanθ-H d tanα-b] (7)

[0098] In the formula, h is the height of the inner slope soil and rock, H d θ is the height of the support structure, α is the sliding angle, α is the wall back inclination angle of the support structure, and b is the width of the inner slope soil.

[0099] It should be noted that when calculating the self-weight of the effective soil and rock mass, the following points should be observed: When there is no surface overload within the effective soil and rock mass, the self-weight of the effective soil and rock mass is calculated based on the triangular or quadrilateral shape of the effective soil and rock mass cross-section; when there is surface overload within the effective soil and rock mass, the self-weight of the first effective soil and rock mass is calculated based on the triangular or quadrilateral shape of the effective soil and rock mass cross-section, the surface overload is converted into an equivalent soil column height, the equivalent soil column self-weight is obtained based on the equivalent soil column height and the overload distribution width within the effective soil and rock mass, and the self-weight of the effective soil and rock mass is obtained based on the equivalent soil column self-weight and the self-weight of the first effective soil and rock mass.

[0100] In a specific embodiment of the present invention, such as Figure 5 and Figure 6As shown, when the effective soil and rock mass cross-section is quadrilateral and has surface surcharge, the effective soil and rock mass area S is the sum of the area S1 of triangle ABD, the area S2 of trapezoid BCDE, and the area S3 of the surcharged soil column. The calculation formulas for the area S1 of ABD and the area S2 of trapezoid BCDE are shown in Formulas 5 and 7, respectively, and the calculation formulas for the area S3 of the surcharged soil column are shown in Formulas 8-10.

[0101] h0=q / γ (8)

[0102] L1=(H d +h)tanθ-H d tanα-bd-d1 (9)

[0103] S3=h0L1 (10)

[0104] In the formula, h0 is the equivalent soil column height, q is the surcharge, γ is the unit weight of soil and rock, L1 is the surcharge distribution width, and H d θ is the height of the support structure, h is the height of the inner slope soil and rock, θ is the sliding angle, α is the wall back tilt angle of the support structure, b is the width of the inner slope soil and rock, d is the horizontal distance from the edge of the surcharge distribution range to the top of the inner slope, d1 is the horizontal distance from the outer edge of the surcharge distribution range to the intersection of the sliding surface and the soil and rock surface, and S3 is the area of ​​the surcharged soil column.

[0105] The effective weight of soil and rock, W, is calculated using Formula 11:

[0106] W=γS (11)

[0107] In the formula, γ is the unit weight of the soil and rock, and S is the effective area of ​​the soil and rock mass.

[0108] The effective soil and rock gravity vector W = [W1, W2, ..., W] is calculated for all sliding angles. n ].

[0109] like Figure 2 As shown, the resultant force E of the soil and rock load is calculated from the gravity of the effective soil and rock mass based on the force balance relationship on the effective soil and rock mass. a and its horizontal component E x and vertical component E y The size is calculated using formulas 12-14:

[0110]

[0111] E x =E a cos(δ-α) (13)

[0112] E y =E a sin(δ-α) (14)

[0113] In the formula, W represents the effective weight of the soil and rock, and α represents the wall back inclination angle of the support structure. δ is the internal friction angle of the rock and soil, θ is the friction angle of the wall back, and θ is the sliding angle.

[0114] The resultant force vector E of the soil and rock load is obtained by calculating the effective weight of soil and rock for all sliding angles and effective soil and rock weight. a =[E a1 E a2 , ...,E an The maximum value of the resultant force of the soil and rock load is determined as E. amax The dangerous sliding angle of the effective soil and rock mass is determined based on the maximum resultant force of the soil and rock load, and the sliding surface corresponding to the dangerous sliding angle is determined as the dangerous sliding surface.

[0115] In some embodiments of the present invention, step S104 includes:

[0116] The cross-sectional shape of the effective soil and rock mass is obtained based on the location of the intersection of the dangerous sliding surfaces, and the shape of the horizontal compressive stress distribution map is obtained based on the cross-sectional shape of the effective soil and rock mass.

[0117] Based on the equivalent stress method, i.e., the area of ​​the horizontal compressive stress distribution diagram is equal to the magnitude of the horizontal component of the soil and rock load, the horizontal coefficient of the soil and rock load is calculated.

[0118] It should be noted that if the dangerous sliding surface intersects the inner slope, the effective rock and soil cross-section is determined to be triangular, and its horizontal compressive stress distribution diagram is triangular; if the dangerous sliding surface intersects the horizontal plane, the effective rock and soil cross-section is determined to be quadrilateral, and its horizontal compressive stress distribution diagram is a combined diagram.

[0119] In a specific embodiment of the present invention, such as Figure 3 As shown, if the dangerous sliding surface intersects the inner slope, the effective soil and rock mass cross-sectional shape is determined to be triangular, the horizontal compressive stress distribution diagram of the effective soil and rock mass is triangular, and the calculation formulas for the soil and rock load horizontal coefficient are shown in Formulas 15-17:

[0120]

[0121]

[0122]

[0123] In the formula, H1 is the vertical height from the intersection of the dangerous sliding surface and the inner slope to the wall heel, H d θ is the height of the support structure. d Where α is the dangerous sliding angle, β is the wall back inclination angle of the support structure, and k is the slope inclination angle of the soil and rock. x E is the horizontal coefficient for soil and rock load. x γ is the horizontal component of the soil and rock load, γ is the unit weight of the soil and rock, and H is the horizontal component of the soil and rock load.z α0 is the base inclination height, b1 is the width of the bottom wall of the support structure, and α0 is the base inclination angle.

[0124] like Figures 4 to 6 As shown, if the dangerous sliding surface intersects the horizontal plane, the effective soil and rock mass cross-sectional shape is determined to be a quadrilateral, and the horizontal compressive stress distribution diagram of the effective soil and rock mass is a composite diagram. The calculation formulas for the horizontal coefficient of soil and rock load are shown in Formulas 18-21:

[0125]

[0126]

[0127]

[0128]

[0129] In the formula, b is the width of the inner slope rock and soil, h is the height of the inner slope rock and soil, and θ d Where α is the critical sliding angle, L1 is the wall back tilt angle of the support structure, and k is the overload distribution width. x E is the horizontal coefficient for soil and rock load. x H is the horizontal component of the soil and rock load. d The height of the support structure is given by γ, the unit weight of the soil and rock is given by h0, the equivalent height of the soil column is given by d1, the horizontal distance from the outer edge of the surcharge distribution range to the intersection of the sliding surface and the soil and rock surface is given by d1, h3, and h4, which are the segment heights of the horizontal compressive stress distribution. h4 < 0 is taken as 0, and when h3 = h4 = 0, it is considered as 0. Figure 4 In that case, h4 = 0, which is... Figure 5 Condition.

[0130] In some embodiments of the present invention, step S105 includes:

[0131] When it is determined that the resultant moment of the horizontal compressive stress on the support structure about the wall toe is equal to the moment of the horizontal component of the soil and rock load about the wall toe, the vertical distance from the resultant soil and rock load to the wall toe and the horizontal distance from the resultant soil and rock load to the wall toe are calculated. Based on the vertical distance from the resultant soil and rock load to the wall toe and the horizontal distance from the resultant soil and rock load to the wall toe, the location of the resultant soil and rock load point is determined.

[0132] In a specific embodiment of the present invention, such as Figure 3 As shown, if the dangerous sliding surface intersects the inner slope, the effective soil and rock mass cross-sectional shape is determined to be triangular, the horizontal compressive stress distribution diagram of the effective soil and rock mass is triangular, and the calculation formulas 22 and 23 for the location of the resultant force point of the soil and rock load are shown:

[0133]

[0134] Zy =Z x tanα+b1 (23)

[0135] In the formula, Z x Z is the horizontal distance from the resultant force of the soil and rock load to the toe of the wall. y The vertical distance H from the resultant force of the soil and rock load to the toe of the wall. z H is the base inclination height. d α is the height of the support structure, b1 is the wall back inclination angle of the support structure, and b1 is the width of the bottom wall of the support structure.

[0136] like Figures 4 to 6 As shown, if the dangerous sliding surface intersects the horizontal plane, the effective soil and rock mass cross-sectional shape is determined to be a quadrilateral, and the horizontal compressive stress distribution diagram of the effective soil and rock mass is a composite diagram. Formulas 24 and 25 are shown for calculating the location of the resultant force point of the soil and rock load:

[0137]

[0138] Z x tanα+b1 (25)

[0139] In the formula, H z H is the base inclination height. d Let h1, h3, and h4 be the segment heights of the horizontal compressive stress distribution, and δ be the height of the support structure. h δ is the horizontal compressive stress at the top of the wall. h =γhk x δ H δ is the horizontal compressive stress at the wall heel. H =γ(H d +h)k x δ0 is the horizontal compressive stress caused by surface overload, δ0=γh0k x Where h is the height of the inner slope soil and rock, γ is the unit weight of the soil and rock, and k x is the horizontal coefficient of soil and rock load, and h0 is the equivalent height of soil column.

[0140] In a specific embodiment of the present invention, to verify the influence of the selection of the preset range of sliding angle on the results, every 0.1° interval is selected from the preset range of 0.05° to 0.1°, and the sequence generation function is used to generate all sliding angle vectors θ = [14°, 14.1°, ..., 49.9°55°] within the range of [14°, 55°]. The result matrix E of the soil-rock load result is then used. a The maximum value obtained is E amax =171.55kN, and the corresponding dangerous sliding angle θ is obtained by corresponding to the position index in the matrix. d =39.6°, horizontal soil and rock load is E x=171.23kN, vertical soil and rock load is E y =10.47kN, the vertical and horizontal distances from the resultant soil and rock load to the wall toe are Z and Z, respectively. x =2.80m and Z y =3.20m. For example... Figure 7 The relationship between soil and rock load and sliding angle is shown in a).

[0141] Selecting intervals of 0.05° from a preset range of 0.05° to 0.1°, and using the sequence generation function, generate all sliding angle vectors θ = [14°, 14.05°, 14.1°...49.95°, 55°] within the range [14°, 55°]. The maximum value is E. amax =171.55kN, and the corresponding dangerous sliding angle θ is obtained by corresponding to the position index in the matrix. d =39.6°, horizontal soil and rock load is E x =171.23kN, vertical soil and rock load is E y =10.47kN, the vertical and horizontal distances from the resultant soil and rock load to the wall toe are Z and Z, respectively. x =2.80m and Z y =3.20m. For example... Figure 7 The relationship between soil and rock load and sliding angle is shown in b).

[0142] By comparing the two figures, it can be seen that they are almost identical, indicating that selecting the sliding angle in 0.1° increments within the preset range of 0.05° to 0.1° can basically meet the accuracy requirements. As the sliding angle step size decreases, the result becomes more and more accurate, but the difference is very small.

[0143] In this embodiment of the invention, the sliding angle is determined by defining a preset range and then calculating the sliding angle vector according to an enumeration algorithm, thereby determining the sliding surface. This avoids the complex optimization process in conventional sliding surfaces and improves computational efficiency.

[0144] To better implement the method for locating the resultant force point of complex boundary soil and rock loads in this embodiment of the invention, correspondingly, this embodiment of the invention also provides a device for locating the resultant force point of complex boundary soil and rock loads, such as... Figure 8 As shown, the complex boundary soil and rock load resultant force point positioning device includes:

[0145] The sliding angle determination module 801 is used to determine the sliding angle threshold.

[0146] The effective soil and rock mass determination module 802 is used to determine multiple sliding angles based on sliding angle thresholds, and to determine the sliding surface based on the sliding angles. The sliding surface and the support structure together form an effective soil and rock mass.

[0147] The module 803 for calculating the resultant force of soil and rock load and determining the dangerous sliding surface is used to calculate the resultant force of soil and rock load borne by the support structure based on the gravity of the effective soil and rock mass and determine the maximum value of the resultant force of soil and rock load. Based on the maximum value of the resultant force of soil and rock load, the dangerous sliding angle of the effective soil and rock mass is determined, and the sliding surface corresponding to the dangerous sliding angle is determined as the dangerous sliding surface.

[0148] The soil and rock load resultant force point positioning module 804 is used to calculate the soil and rock load level coefficient based on the soil and rock load resultant force corresponding to the dangerous sliding surface and the sliding angle, and to determine the position of the soil and rock load resultant force point based on the soil and rock load level coefficient.

[0149] The complex boundary soil and rock load resultant point positioning device provided in the above embodiments can realize the technical solution described in the above embodiments of the complex boundary soil and rock load resultant point positioning method. The specific implementation principle of each module or unit can be found in the corresponding content in the above embodiments of the complex boundary soil and rock load resultant point positioning method, which will not be repeated here.

[0150] like Figure 9 As shown, the present invention also provides an electronic device 900. The electronic device 900 includes a processor 901, a memory 902, and a display 903. Figure 9 Only some components of the electronic device 900 are shown, but it should be understood that it is not required to implement all of the components shown, and more or fewer components may be implemented instead.

[0151] In some embodiments, memory 902 may be an internal storage unit of electronic device 900, such as a hard disk or memory of electronic device 900. In other embodiments, memory 902 may also be an external storage device of electronic device 900, such as a plug-in hard disk, smart media card (SMC), secure digital (SD) card, flash card, etc. equipped on electronic device 900.

[0152] Furthermore, the memory 902 may include both internal storage units of the electronic device 900 and external storage devices. The memory 902 is used to store application software and various types of data installed on the electronic device 900.

[0153] In some embodiments, processor 901 may be a central processing unit (CPU), microprocessor, or other data processing chip, used to run program code stored in memory 902 or process data, such as the method for locating the resultant force point of complex boundary soil and rock loads in this invention.

[0154] In some embodiments, display 903 may be an LED display, a liquid crystal display, a touch-sensitive liquid crystal display, or an OLED (Organic Light-Emitting Diode) touchscreen. Display 903 is used to display information from electronic device 900 and to display a visual user interface. Components 901-903 of electronic device 900 communicate with each other via a system bus.

[0155] In some embodiments of the present invention, when the processor 901 executes the complex boundary soil and rock load resultant point location program in the memory 902, the following steps can be implemented:

[0156] The sliding angle determination module is used to determine the sliding angle threshold.

[0157] An effective soil and rock mass determination module is used to determine multiple sliding angles based on sliding angle thresholds, and to determine the sliding surface based on the sliding angles. The sliding surface and the support structure together form an effective soil and rock mass.

[0158] The module for calculating the resultant force of soil and rock loads and determining the dangerous sliding surface is used to calculate the resultant force of soil and rock loads borne by the support structure based on the gravity of the effective soil and rock mass and determine the maximum value of the resultant force of soil and rock loads. Based on the maximum value of the resultant force of soil and rock loads, the dangerous sliding angle of the effective soil and rock mass is determined, and the sliding surface corresponding to the dangerous sliding angle is determined as the dangerous sliding surface.

[0159] The soil and rock load resultant force point positioning module is used to calculate the soil and rock load level coefficient based on the soil and rock load resultant force corresponding to the dangerous sliding surface and the sliding angle, and to determine the position of the soil and rock load resultant force point based on the soil and rock load level coefficient.

[0160] It should be understood that when the processor 901 executes the complex boundary soil and rock load resultant point location program in the memory 902, in addition to the functions mentioned above, it can also perform other functions, as can be found in the description of the corresponding method embodiments above.

[0161] Furthermore, this embodiment of the invention does not specifically limit the type of electronic device 900 mentioned. Electronic device 900 can be a mobile phone, tablet computer, personal digital assistant (PDA), wearable device, laptop computer, or other portable electronic device. Exemplary embodiments of portable electronic devices include, but are not limited to, portable electronic devices running iOS, Android, Microsoft, or other operating systems. The aforementioned portable electronic device can also be other portable electronic devices, such as a laptop computer with a touch-sensitive surface (e.g., a touch panel). It should also be understood that in some other embodiments of the invention, electronic device 900 may not be a portable electronic device, but rather a desktop computer with a touch-sensitive surface (e.g., a touch panel).

[0162] Accordingly, this application also provides a computer-readable storage medium for storing computer-readable programs or instructions. When the programs or instructions are executed by a processor, they can implement the steps or functions of the complex boundary soil and rock load resultant point positioning method provided in the above-described method embodiments.

[0163] Those skilled in the art will understand that all or part of the processes of the methods described in the above embodiments can be implemented by a computer program instructing related hardware (such as a processor, controller, etc.), and the computer program can be stored in a computer-readable storage medium. The computer-readable storage medium may be a disk, optical disk, read-only memory, or random access memory, etc.

[0164] The above provides a detailed description of the method and apparatus for locating the resultant force point of complex boundary soil and rock loads provided by the present invention. Specific examples have been used to illustrate the principle and implementation of the present invention. The description of the above embodiments is only for the purpose of helping to understand the method and core idea of ​​the present invention. At the same time, for those skilled in the art, there will be changes in the specific implementation and application scope based on the idea of ​​the present invention. Therefore, the content of this specification should not be construed as a limitation of the present invention.

Claims

1. A method for locating the resultant force point of complex boundary soil and rock loads, characterized in that, include: Determine the sliding angle threshold; Multiple sliding angles are determined based on sliding angle thresholds, and a sliding surface is determined based on the sliding angles. The sliding surface and the support structure together form an effective soil-rock mass. The resultant force of the soil and rock load borne by the support structure is calculated based on the gravity of the effective soil and rock mass, and the maximum value of the resultant force is determined. The dangerous sliding angle of the effective soil and rock mass is determined based on the maximum value of the resultant force, and the sliding surface corresponding to the dangerous sliding angle is determined as the dangerous sliding surface. The horizontal coefficient of soil and rock load is calculated based on the resultant force of the soil and rock load corresponding to the dangerous sliding surface and the sliding angle. This includes: obtaining the cross-sectional shape of the effective soil and rock mass based on the intersection of the dangerous sliding surface; obtaining the shape of the horizontal compressive stress distribution diagram based on the cross-sectional shape of the effective soil and rock mass; and calculating the horizontal coefficient of soil and rock load based on the equivalent stress method, i.e., the area of ​​the horizontal compressive stress distribution diagram is equal to the magnitude of the horizontal component of the soil and rock load. The location of the resultant force point of the soil and rock load is determined based on the soil and rock load level coefficient.

2. The method for locating the resultant force point of complex boundary soil and rock loads according to claim 1, characterized in that, Determining the sliding angle threshold includes: The upper and lower limits of the sliding angle are determined based on the wall back inclination angle and the internal friction angle of the soil and rock of the support structure, and the sliding angle threshold is determined.

3. The method for locating the resultant force point of complex boundary soil and rock loads according to claim 1, characterized in that, The process involves determining multiple sliding angles based on a sliding angle threshold, determining a sliding surface based on the sliding angles, and the sliding surface and the support structure forming an effective soil-rock mass, including: Based on the sliding angle threshold, a sliding angle is selected from a preset range using an enumeration algorithm to obtain the sliding angle vector. Based on the multiple sliding surfaces corresponding to the sliding angle vector and the multiple sliding surfaces and their corresponding support structures, an effective soil and rock mass is formed; wherein, each sliding angle corresponds to a sliding surface.

4. The method for locating the resultant force point of complex boundary soil and rock loads according to claim 1, characterized in that, The resultant force of the soil and rock load borne by the support structure is calculated based on the gravity of the effective soil and rock mass, and the maximum value of the resultant force is determined. Based on the maximum value of the resultant force, the dangerous sliding angle of the effective soil and rock mass is determined. The sliding surface corresponding to the dangerous sliding angle is identified as the dangerous sliding surface, including: The effective area of ​​the soil and rock mass is obtained based on the cross-sectional shape of the effective soil and rock mass. The self-weight of the effective soil and rock mass is calculated based on the effective soil and rock mass area and the unit weight of the soil and rock mass. The magnitudes of the resultant force of the soil and rock load borne by the support structure and its horizontal and vertical components are calculated based on the force balance relationship on the effective soil and rock mass. The resultant force vector of soil and rock load is calculated for all sliding angles and effective soil and rock weight. The maximum value of the resultant force of soil and rock load is determined. The dangerous sliding angle of the effective soil and rock mass is determined based on the maximum value of the resultant force of soil and rock load. The sliding surface corresponding to the dangerous sliding angle is determined as the dangerous sliding surface.

5. The method for locating the resultant force point of complex boundary soil and rock loads according to claim 4, characterized in that, The cross-sectional shape of the effective soil and rock mass is determined based on the following steps: The target sliding angle is determined by using the sliding angle at the intersection of the sliding surface and the crest of the inner slope as the dividing line: When the target sliding angle is less than the upper limit of the sliding angle, and the sliding surface intersects the inner slope or the horizontal plane, the effective soil and rock cross-section shape is determined to be triangular or quadrilateral. When the target sliding angle is greater than or equal to the upper limit of the sliding angle, and the sliding surface intersects the inner slope, the effective cross-sectional shape of the soil and rock mass is determined to be triangular.

6. The method for locating the resultant force point of complex boundary soil and rock loads according to claim 4, characterized in that, The method of obtaining the self-weight of the effective soil and rock mass based on the effective soil and rock mass area and the unit weight of the soil and rock mass includes: When there is no surface overload within the effective soil and rock mass, the self-weight of the effective soil and rock mass is calculated based on the fact that the cross-sectional shape of the effective soil and rock mass is triangular or quadrilateral. When there is surface overload within the effective soil and rock mass, the self-weight of the first effective soil and rock mass is calculated based on the triangular or quadrilateral shape of the effective soil and rock mass cross-section. The surface overload is converted into an equivalent soil column height. The equivalent soil column self-weight is obtained based on the equivalent soil column height and the overload distribution width within the effective soil and rock mass. The self-weight of the effective soil and rock mass is obtained based on the equivalent soil column self-weight and the self-weight of the first effective soil and rock mass.

7. The method for locating the resultant force point of complex boundary soil and rock loads according to claim 1, characterized in that, The process of determining the cross-sectional shape of the effective soil and rock mass based on the intersection of the dangerous sliding surfaces, and obtaining the shape of the horizontal compressive stress distribution map based on the cross-sectional shape of the effective soil and rock mass, includes: If the dangerous sliding surface intersects the inner slope, then the effective cross-sectional shape of the soil and rock mass is determined to be triangular, and its horizontal compressive stress distribution diagram is triangular. If the dangerous sliding surface intersects the horizontal plane, the effective cross-sectional shape of the soil and rock mass is determined to be a quadrilateral, and its horizontal compressive stress distribution diagram is a composite figure.

8. The method for locating the resultant force point of complex boundary soil and rock loads according to claim 1, characterized in that, The determination of the resultant force point of soil and rock load based on the soil and rock load level coefficient includes: When it is determined that the resultant moment of the horizontal compressive stress on the support structure about the wall toe is equal to the moment of the horizontal component of the soil and rock load about the wall toe, the vertical distance from the resultant soil and rock load to the wall toe and the horizontal distance from the resultant soil and rock load to the wall toe are calculated. Based on the vertical distance from the resultant soil and rock load to the wall toe and the horizontal distance from the resultant soil and rock load to the wall toe, the location of the resultant soil and rock load point is determined.

9. A device for locating the resultant force point of complex boundary soil and rock loads, characterized in that, include: The sliding angle determination module is used to determine the sliding angle threshold. An effective soil and rock mass determination module is used to determine multiple sliding angles based on sliding angle thresholds, and to determine the sliding surface based on the sliding angles. The sliding surface and the support structure together form an effective soil and rock mass. The module for calculating the resultant force of soil and rock loads and determining the dangerous sliding surface is used to calculate the resultant force of soil and rock loads borne by the support structure based on the gravity of the effective soil and rock mass and determine the maximum value of the resultant force of soil and rock loads. Based on the maximum value of the resultant force of soil and rock loads, the dangerous sliding angle of the effective soil and rock mass is determined, and the sliding surface corresponding to the dangerous sliding angle is determined as the dangerous sliding surface. The soil and rock load resultant force point positioning module is used to calculate the soil and rock load horizontal coefficient based on the soil and rock load resultant force corresponding to the dangerous sliding surface and the sliding angle, and to determine the position of the soil and rock load resultant force point based on the soil and rock load horizontal coefficient. The horizontal coefficient of the soil and rock load is calculated based on the resultant force of the soil and rock load corresponding to the dangerous sliding surface and the sliding angle, including: obtaining the cross-sectional shape of the effective soil and rock mass based on the intersection position of the dangerous sliding surface, and obtaining the shape of the horizontal compressive stress distribution map based on the cross-sectional shape of the effective soil and rock mass; Based on the equivalent stress method, i.e., the area of ​​the horizontal compressive stress distribution diagram is equal to the magnitude of the horizontal component of the soil and rock load, the horizontal coefficient of the soil and rock load is calculated.

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