Calculation method, device and storage medium for bearing performance of pile structure with bearing platform type

Abstract

The application discloses a bearing capacity calculation method and device of a pile structure with a bearing platform and a storage medium, and solves the problem that the design method is relatively complex and the calculation result is not accurate in the prior art. The calculation method comprises the following steps: obtaining size parameters and adjacent soil parameters of a bearing pile, a bearing platform and a foundation pile in the pile structure with the bearing platform; inputting the size parameters and the adjacent soil parameters into a bearing capacity calculation model to obtain bearing capacity data output by the bearing capacity calculation model; and the bearing capacity data at least comprises: a pushing force of a rear soil body on the bearing pile, a counterforce of the bearing platform, an eccentricity of the counterforce of the bearing platform, a stress of the counterforce of the bearing platform and an axial pressure at a bottom end of the bearing pile, which are obtained by solving a soil pressure analysis model based on the bearing pile; and a positive section bending moment of the bearing platform, a downward punching shear damage of the bearing pile on the bearing platform and an upward punching shear damage of a rear row of foundation piles on the bearing platform, which are obtained by solving an asymmetric force analysis model based on the bearing platform.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of pile cap type anti-slide pile structure, in particular to a pile cap type anti-slide pile structure bearing capacity calculation method, device and storage medium. BACKGROUND

[0002] In recent years, high-speed railway (including motor train unit operation line) engineering construction has gradually developed in the mountainous areas of China. Due to the basic technical requirements of high-speed railway on embankment deformation control, the settlement deformation of high fill embankment structure needs to be more strictly controlled to meet the requirements of high-speed train (including motor train unit) on line smoothness. Therefore, it is extremely urgent to reasonably improve the retaining structure to meet the deformation requirements of high fill embankment structure. In this process, a series of new design technical problems of high fill embankment engineering of mountainous high-speed railway have emerged. Among them, the design of anti-slide pile of high fill embankment on soil stratum is one of the more prominent problems, which mainly embodies in the following aspects: (1) there are strict deformation control requirements for cantilever anti-slide pile, the horizontal displacement of the pile top is not more than 1% of the length of the cantilever section, and not more than 100mm, and the high-speed railway shoulder is not more than 60mm. The traditional pile-slab wall structure adjusts the size of the pile structure to meet the deformation requirements under different filling height conditions, but the excessive structure size will greatly increase the on-site construction difficulty and engineering cost; (2) the pile body is generally an equal cross-section structure, and is integrally poured and formed at one time during construction, while the deflection deformation of the cantilever section is not the main factor causing the horizontal displacement of the pile top under the condition of soil foundation, and the stiffness of the cantilever section can not be consistent with the embedded section, and the existing equal cross-section anti-slide pile structure does not consider the sectional optimization of the pile body; (3) the height of the cantilever anti-slide pile-slab retaining wall is limited, and the length of the shoulder pile-slab cantilever section is generally not more than 12m due to the possible large lateral displacement of the pile top under the condition of soil foundation and the pile body crack problem.

[0003] The pile cap type anti-slide pile structure is a combined anti-slide pile structure with a large stiffness pile cap between the upper load-bearing pile and the lower foundation pile. Due to the connection effect of the pile cap, the anchoring section can realize the construction of circular mechanical bored pile, greatly improving the construction efficiency and avoiding the safety risk problems caused by manual hole digging pile. It is an effective new type of pile structure for deformation control, which can be used to solve the typical problems in the anti-slide engineering of high fill embankment on soil stratum. However, the design method of the current pile cap type anti-slide pile structure is relatively complex and the calculation result is not accurate enough. SUMMARY

[0004] The main purpose of the present application is to provide a pile cap type anti-slide pile structure bearing capacity calculation method, device and storage medium to solve the problem of complex design method and inaccurate calculation result in the prior art.

[0005] In order to achieve the above object, according to a first aspect of the present application, a method for calculating the bearing performance of a pile structure with a bearing platform is provided, and the technical scheme is as follows:

[0006] The method for calculating the bearing performance of the pile structure with the bearing platform comprises the following steps:

[0007] Obtaining the size parameters and the adjacent soil parameters of the loaded pile, the bearing platform and the foundation pile in the pile structure with the bearing platform;

[0008] Inputting the size parameters and the adjacent soil parameters into a bearing performance calculation model to obtain bearing performance data output by the bearing performance calculation model;

[0009] The bearing performance data at least comprises:

[0010] The pushing force of the rear soil mass on the loaded pile, the resultant force of the counterforce of the bearing platform, the eccentricity of the counterforce of the bearing platform on the upper soil mass, the length of the range of the counterpressure stress of the bearing platform and the axial pressure at the bottom end of the loaded pile obtained based on a soil pressure analysis model of the loaded pile; and

[0011] The downward punching of the loaded pile on the bearing platform and the upward punching of the rear foundation pile on the bearing platform obtained based on an asymmetric force analysis model of the bearing platform.

[0012] In order to achieve the above object, according to a second aspect of the present application, a device for calculating the bearing performance of the pile structure with the bearing platform is further provided, and the technical scheme is as follows:

[0013] The device for calculating the bearing performance of the pile structure with the bearing platform comprises a processor, a communication interface, a memory and a communication bus, the processor, the communication interface and the memory complete the communication among each other through the communication bus; the memory is used for storing a computer program; the processor is used for executing the program stored on the memory to realize the method for calculating the bearing performance of the pile structure with the bearing platform according to the first aspect.

[0014] In order to achieve the above object, according to a third aspect of the present application, a computer readable storage medium is further provided, and the technical scheme is as follows:

[0015] The computer readable storage medium stores one or more programs, and the one or more programs can be executed by one or more processors to realize the method for calculating the bearing performance of the pile structure with the bearing platform according to the first aspect.

[0016] In a specific application, a designer preliminarily designs and determines the size of the pile cap type anti-slide pile structure, inputs the specific size of the pile cap type anti-slide pile structure and soil parameters into the load bearing performance calculation model of the present application, then calculates the load bearing performance data of the pile cap type anti-slide pile structure, and judges whether the anti-slide pile related technical specification is satisfied or not according to the load bearing performance data. It can be seen that the calculation method of the present application is simple, the calculation parameters are convenient to obtain, and the load bearing performance of the structure can be checked by the designer in the actual engineering.

[0017] The present application is further described below in conjunction with the accompanying drawings and specific embodiments. Additional aspects and advantages of the present application will be described in the following description, become apparent from the following description, or be learned through practice of the present application. BRIEF DESCRIPTION OF DRAWINGS

[0018] The accompanying drawings, which form a part of the present application, are used to help explain the present application and, together with the description, provide a complete conception of the present application. In the drawings:

[0019] Figure 1 A schematic diagram of the soil pressure analysis model based on the sliding soil wedge of the present application.

[0020] Figure 2 A schematic diagram of the soil pressure analysis model based on the locally stable soil wedge of the present application.

[0021] Figure 3 A schematic diagram of the reaction force distribution of the low pile cap group pile foundation plane analysis model of the present application.

[0022] Figure 4 A schematic diagram of the asymmetric force analysis model of the pile cap of the present application.

[0023] Figure 5 A schematic diagram of the asymmetric force analysis model of the pile cap of the present application.

[0024] Figure 6 A schematic diagram of the downward punching damage of the load bearing pile of the pile cap type anti-slide pile structure of the present application.

[0025] Figure 7 A schematic diagram of the upward punching damage of the rear row foundation pile of the pile cap type anti-slide pile structure of the present application.

[0026] Figure 8 A schematic diagram of the pile cap type anti-slide pile structure of Example 1 of the present application.

[0027] Figure 9 A diagram of the calculation results of the pile body bending moment of the load bearing pile and the foundation pile of Example 1 of the present application.

[0028] Figure 10A schematic view of the pile cap type anti-slide pile structure of Example 2 of the present application.

[0029] Figure 11 A calculation result diagram of the bending moment of the pile body of the loaded pile and the foundation pile of Example 2 of the present application.

[0030] In the figure, 100 is a loaded pile, 200 is a pile cap, 300 is a foundation pile, 400 is a rear row of foundation piles, 500 is a local stable soil wedge, 600 is a sliding soil wedge, 700 is a second sliding surface, and 800 is a front row of foundation piles. DETAILED DESCRIPTION

[0031] The present application will be described in detail below with reference to the drawings. Those skilled in the art will be able to implement the present application based on these descriptions. Before the present application is described in detail with reference to the drawings, it should be pointed out that:

[0032] The technical solutions and technical features provided in each part of the present application, including the following descriptions, can be combined with each other without conflict.

[0033] In addition, the embodiments of the present application involved in the following descriptions are generally only a part of the embodiments of the present application, not all the embodiments. Therefore, all other embodiments obtained by those skilled in the art based on the embodiments in the present application without creative labor should belong to the scope of protection of the present application.

[0034] Regarding the terms and units in the present application. The terms "include", "have" and any variations thereof in the specification and claims of the present application and related parts are intended to cover non-exclusive inclusion.

[0035] The embodiment of the pile cap type anti-slide pile structure bearing capacity calculation method of the present application comprises the following steps:

[0036] Obtain the size parameters and adjacent soil parameters of the loaded pile 100, the pile cap 200 and the foundation pile 300 in the pile cap type anti-slide pile structure;

[0037] Input the size parameters and adjacent soil parameters into the bearing capacity calculation model to obtain the bearing capacity data output by the bearing capacity calculation model;

[0038] The bearing capacity data at least includes:

[0039] Based on the soil pressure analysis model of the loaded pile, the rear side soil body thrust on the loaded pile (i.e. H s ), the pile cap counterforce resultant (i.e. F s), eccentricity of counterforce of upper soil on the pile cap (i.e. e), counterforce stress of the pile cap (i.e. p), axial pressure at the bottom of the pile (i.e. N s ), Coulomb active earth pressure (i.e. E a ) and resultant force of surface load (i.e. F); and

[0040] The pile cap positive bending moment (i.e. M(x)), downward punching shear of the pile on the pile cap and upward punching shear of the rear row of piles on the pile cap are obtained based on the asymmetric force analysis model of the pile cap.

[0041] The implementation steps of the pile cap anti-sliding pile structure bearing capacity calculation method of the present application are described below.

[0042] The first part: the calculation of the bearing capacity data other than the punching shear or shear failure is described.

[0043] Figure 1 The schematic diagram of the earth pressure analysis model based on the sliding soil wedge of the present application.

[0044] As shown in Figure 1 , the limit state sliding soil wedge 600 (i.e. the area surrounded by points A, B, C and D) formed by the Coulomb active earth pressure, the sliding crack BC is the plane passing through the wall heel and intersects the top surface of the fill at point C, and the angle α between the horizontal plane and the sliding crack is the sliding crack angle; the line connecting the wall top A and the wall heel B is the other sliding crack (the imaginary back of the wall), and the angle between AB and the vertical plane is ρ.

[0045] When the back of the imaginary wall AB is sufficiently gentle, a second sliding crack 700 will be generated in the soil, and the angle between the second sliding crack 700 and the vertical plane is called the critical angle, denoted by ρ cr . When ρ>ρ cr , the second crack intersects the fill; when ρ≤ρ cr , then the AB surface is the corresponding sliding crack.

[0046] ρ cr is calculated according to formula 1:

[0047] Formula 1:

[0048] Wherein: is the internal friction angle of the fill; β is the angle between the fill slope AD and the horizontal plane;

[0049] When the fill generates Coulomb active earth pressure, the forces acting on the sliding soil wedge 600 are: (1) the resultant force F of the self-weight γ1V1 of the sliding soil wedge 600 and the uniform overload q on the surface of the fill, which is vertically downward; (2) the horizontal and vertical earthquake forces k h γ1V1 and k vγ1V1; (3) The reaction force R on the slip surface BC, whose acting direction makes an angle of with the normal of the slip surface BC in the clockwise direction; (4) There is also the cohesion c·l BC on the slip surface BC, whose direction is opposite to the sliding direction of the sliding soil wedge 600; (5) The reaction force E' a (E' a = E a ) of the slip surface AB on the sliding soil wedge 600, whose acting direction makes an angle of with the normal of the slip surface AB in the counterclockwise direction.

[0050] According to the static equilibrium condition of the soil wedge, the calculation expression of the Coulomb active earth pressure E<​​​​​​​​​​​​​​​​​​​​​​​​​​​​​​​​​​

[0056] Where: l is the distance from the intersection of the slip surface at the wall heel and the top surface of the backfill to the outer edge of the top surface of the backfill, which is the length of segment CD in the 600 sliding soil wedge, and its value is calculated according to formula 4; l0 is the net distance of the distributed load from the top of the slope (i.e., point D); l1 is the horizontal projection length of the load distribution width on the top surface of the backfill.

[0057] Equation 4: l = b s +(h0+h1)cosα

[0058] Where: b s h0 is the length of the 500-meter coverage surface of the locally stabilized soil wedge on the top of the 200-meter pile cap; h0 is the height of the top of the 100-meter load-bearing pile from the shoulder; h1 is the height of the 100-meter load-bearing pile.

[0059] Figure 2 This is a schematic diagram of the earth pressure analysis model based on a locally stable soil wedge according to the present invention. Figure 1 and Figure 2 This constitutes the earth pressure analysis model for the loaded pile.

[0060] like Figure 2 As shown, the forces acting on the locally stable soil wedge 500 (i.e., the area enclosed by points A and B, pile cap 200, and loaded pile 100) are: (1) the self-weight γ1V2 of the locally stable soil wedge 500; (2) the Coulomb active earth pressure E on the rear side. a (3) 100 thrust H of the loaded pile s Its direction is horizontally pointing towards the locally stable soil wedge 500; (4) the horizontal and vertical seismic forces k acting on the centroid of the locally stable soil wedge 500 h γ1V2 and k v γ1V2; (5) The reaction force p of the foundation 200 on the locally stable soil wedge 500 above it is distributed in a trapezoidal (or triangular) shape, and is directed vertically upward. Its resultant force F s The distance from the 200-degree rear vertex of the foundation (i.e., point B) is its eccentricity e.

[0061] Based on the static equilibrium conditions of the locally stable soil wedge 500 above the pile cap 200, the thrust H of the loaded pile 100 can be calculated. s , platform 200 reaction force resultant force F s The calculation expressions for the eccentricity e of the resultant reaction force of the pile cap 200 on the soil above it are shown in Equations 5, 6 and 7, respectively.

[0062] Formula 5:

[0063] Formula 6:

[0064] Formula 7:

[0065] Where: δ is the friction angle between the locally stabilized soil wedge 500 on the upper part of the pile cap 200 and the loaded pile 100; μ is the friction angle between the pile cap 200 and the locally stabilized soil wedge 500 on its upper part; V2 is the volume per unit length of the locally stabilized soil wedge 500 on the upper part of the pile cap 200; k h k is the horizontal earthquake influence coefficient. v The vertical seismic influence coefficient is given; the length of the 500mm covered surface of the locally stable soil wedge above the 200mm pier cap is b. s .

[0066] The axial pressure at the bottom of the loaded pile 100 can be obtained from static equilibrium, and its expression is shown in Equation 8.

[0067] Equation 8: N s =G a +H s sinδ

[0068] Where: N s G represents the axial pressure at the bottom end of the loaded pile 100. a The weight is the self-weight of the 100-ton load-bearing pile.

[0069] Figure 3 This is a schematic diagram showing the distribution of the reaction force of the foundation on the locally stable soil wedge above it under eccentric load according to the present invention.

[0070] like Figure 3 As shown, when When the maximum and minimum compressive stress of the vertical reaction force p are calculated according to Equation 9, when When the vertical reaction force p is applied, the maximum compressive stress and the length of its effective range are calculated according to Equation 10.

[0071] Formula 9:

[0072] Formula 10:

[0073] Where: p max and p min These are the maximum and minimum compressive stresses of the vertical reaction force p of the pile cap 200 on the locally stable soil wedge 500 above it; a2 is the width of the pile cap 200, which is parallel to the direction of the fill; D is the pile spacing between two adjacent loaded piles 100 parallel to the direction of the fill; and K is the length of the range of action of the reaction force of the pile cap 200.

[0074] The loaded pile 100 is a cantilever beam fixed at its bottom. The lateral thrust behind the pile is distributed in a triangular pattern. The thrust of the loaded pile 100 is calculated using the formula above. Substituting this into Equation 11, the lateral compressive stresses q1 and q2 distributed at the top and bottom of the thrust can be calculated. Further substituting these values ​​into Equations 12 and 13, the shear force Q(y), bending moment M(y), and pile displacement x of the loaded pile 100 can be obtained. y and corners

[0075] Formula 11:

[0076] Formula 12:

[0077] Formula 13:

[0078] Where: y1 is the height of the calculated section from the top of the loaded pile 100; h1 is the length of the loaded pile 100; a0 is the horizontal displacement of the pile cap 200; β0 represents the rotation angle of the pile cap 200, which is obtained from Equation 29; EI is the bending stiffness of the pile section.

[0079] According to the elastic foundation beam theory, when the elastic foundation beam m method is adopted, the lateral horizontal displacement, rotation angle, bending moment, shear force and lateral reaction force of the foundation pile 300 are calculated according to Equation 14; when the elastic foundation beam k method is adopted, the lateral horizontal displacement, rotation angle, bending moment, shear force and lateral reaction force of the foundation pile 300 are calculated according to Equation 15.

[0080] Formula 14:

[0081] Formula 15:

[0082] Where: x i , M i Q i and σ si The values ​​are the lateral horizontal displacement, rotation angle, bending moment, shear force, and lateral reaction force of the soil layer for the i-th foundation pile (300 mm), respectively; x i0 , M i0 and Q i0 Let be the lateral horizontal displacement, rotation angle, bending moment, and shear force of the pile top of the i-th foundation pile 300, respectively, which can be obtained by equations 30 and 31; EI is the bending stiffness of the pile section of foundation pile 300; α and β are the deformation coefficients of foundation pile 300 when using the m method and k method, respectively. m is the proportionality coefficient of the lateral resistance coefficient of the foundation as a function of depth; k is the lateral resistance coefficient of the foundation; B Py1 is the calculated width of foundation pile 300; A1-A4, B1-B4, C1-C4 and D1-D4 are dimensionless coefficients with respect to α, calculated according to Table 1; φ1, φ2, φ3 and φ4 are the influence function values ​​of the k method, which can be calculated according to Equation 16; y2 is the distance from the calculated section to the top of foundation pile 300.

[0083] Formula 16:

[0084] Table 1 shows the dimensionless calculation coefficients.

[0085]

[0086]

[0087] The m-method and k-method described above are two solutions for Winkler's elastic foundation beam. It is assumed that the horizontal compressive stress exerted by the pile on the soil is equal to the product of the horizontal displacement x at each point on the pile and the subgrade coefficient of the soil at that point. In the m-method, the subgrade coefficient varies proportionally with depth y, and this proportionality coefficient is m; in the k-method, the subgrade coefficient is a constant, namely k. The m-method is generally used for soil foundations, while the k-method is generally used for rock foundations.

[0088] The stiffness coefficient of foundation pile 300 mainly includes four quantities: ρ1, ρ2, ρ3, and ρ4. ρ1 is called the axial stiffness coefficient of foundation pile 300, while ρ2, ρ3, and ρ4 are collectively called the lateral stiffness coefficients of foundation pile 300. ρ1 represents the unit axial displacement b at the top of foundation pile 300. i0 When ρ = 1, the axial force induced at the pile top; ρ2 and ρ3 only produce a unit transverse axial displacement x at the pile top of the foundation pile 300. i0 When = 1, the transverse axial force (shear force) and bending moment induced at the pile top; for piles ρ3 and ρ4, only a unit rotation angle β is generated at the pile top. i0 When = 1, the transverse axial force (shear force) and bending moment induced at the pile top.

[0089] The axial stiffness coefficient ρ1 of each foundation pile 300 is calculated according to Equation 17.

[0090] Equation 17:

[0091] Where: h3 is the length of foundation pile 300; E is the elastic modulus of foundation pile 300; A is the cross-sectional area of ​​foundation pile 300; C0 is the vertical subgrade coefficient of the soil at the pile tip of foundation pile 300, taken as C0 = ml in the m method and C0 = k in the k method; A0 is the converted bearing area of ​​the pile tip of foundation pile 300, that is, the bearing area of ​​the soil at the pile tip after considering the influence of stress diffusion angle. ξ is the comprehensive internal friction angle of the foundation soil; ξ is a coefficient related to the type and construction technology of the foundation pile 300, which is taken as 1.0 for end-bearing piles, 2 / 3 for friction precast piles, and 1 / 2 for friction cast-in-place piles.

[0092] The lateral stiffness coefficients ρ2, ρ3 and ρ4 can be calculated according to Equation 18.

[0093] Formula 18:

[0094] Where: α is the horizontal deformation coefficient of the foundation pile 300; Y Q Y M Φ M The coefficient is a dimensionless calculation coefficient, which can be determined by referring to Table 2 based on αh3.

[0095] Table 2 shows Y Q Y M Φ M Value table

[0096] <ah3> Y Q ]]> <![CDATA[Y M ]]> Φ M ]]> 2.4 0.91370 0.95469 1.44656 2.6 0.92722 0.94348 1.45683 2.8 0.94805 0.93844 1.45683 3.0 0.97283 0.94023 1.45863 3.5 1.03117 0.96279 1.46802 4.0 1.06423 0.98545 1.48375

[0097] Figure 4 This is a schematic diagram of the planar analysis model of the low-cap pile foundation of the present invention.

[0098] In the present invention, the entire pile cap 200 of the anti-slide pile structure is embedded in the soil. Therefore, the combination of the pile cap 200 and the foundation pile 300 can be regarded as a low pile cap foundation, and its analysis model is as follows: Figure 4 As shown. Taking the pile cap 200 as an isolated body, all external forces (V, N and M) acting on it and all pile top reactions must satisfy the static equilibrium condition. Therefore, the displacement of the pile cap 200 can be analyzed and solved based on the following assumptions and the displacement method: (1) The external forces on the pile cap 200 are all equivalent to the horizontal resultant force V, the vertical resultant force N and the resultant moment M acting on the center of the bottom surface of the pile cap 200; (2) The pile cap 200 and each foundation pile 300 satisfy the force and deformation coordination conditions respectively; (3) The vertical reaction force of the soil at the bottom surface of the pile cap 200 is not considered.

[0099] According to the static equilibrium condition of the foundation 200, the relationship that the external forces on the foundation 200 should satisfy can be calculated according to Equation 19.

[0100] Formula 19:

[0101] Wherein: γ s For a load-bearing pile of 100 units; V s γ is the volume of the loaded pile 100; a1 is the cross-sectional width of the loaded pile 100; b1 is the cross-sectional length of the loaded pile 100; γ2 is the unit weight of the pile cap 200; b2 is the length of the pile cap 200; M s The bending moment at the bottom of the 100-meter-long loaded pile.

[0102] Under load, the displacement of the foundation 200 along the x-direction is a0, the displacement along the y-direction is b0, and the rotation angle in the xOy plane is β0. Therefore, the lateral displacement of the side of the foundation 200 at a depth of y3 above the ground is a0 + y3β0. The calculated width of the foundation 200 is a′2, and the burial depth of the bottom surface of the foundation 200 is h2. Based on the geological conditions of the side of the foundation 200, the soil resistance on the side of the foundation 200 is calculated according to Equations 20 and 21 for soil foundations and rock foundations, respectively.

[0103] Formula 20:

[0104] Equation 21:

[0105] Where: E x M represents the total resistance of the lateral soil mass. x denoted as the moment about the origin O; m0 is the proportional coefficient of the lateral resistance coefficient of the soil layer foundation on the side of the 200-basement as a function of depth; k0 is the lateral resistance coefficient of the rock layer foundation on the side of the 200-basement; a′2 is the calculated width of the 200-basement.

[0106] Taking the pier cap 200 as an isolated body for stress analysis, the soil resistance E on the side of the pier cap 200 is considered. x M x The static equilibrium condition under the combined action of the external horizontal resultant force V, the vertical resultant force N, the resultant moment M, and the force at the pile top can be expressed as Equation 22.

[0107] Equation 22:

[0108] Wherein: γ ij The overall stiffness coefficient of the pile group foundation is γ. In plane analysis, there are nine quantities, which can be calculated using equations 23, 24, and 25. aa γ ba γ βa When the pile cap 200 experiences only a unit horizontal displacement, the sum of all horizontal forces, vertical forces, and moments acting on the pile cap 200; γ ab γ bb γ βb When the pile cap 200 experiences only a unit vertical displacement, the sum of all horizontal forces, vertical forces, and moments acting on the pile cap 200; γ aβ γ bβ γ ββ When the pile cap 200 only produces a unit rotation angle, the sum of all horizontal forces, vertical forces and moments acting on the pile cap 200.

[0109] Equation 23:

[0110] Formula 24:

[0111] Formula 25:

[0112] Where: α i Let x be the angle between the axis of the i-th foundation pile 300 and the vertical line, with a positive value for counterclockwise rotation and a negative value for counterclockwise rotation; i It is the horizontal distance from the center of the i-th foundation pile 300 to the center of the pile cap 200.

[0113] Equations 20 to 25 can be rearranged to obtain Equation 26. When the soil resistance on the 200mm side of the pier cap is calculated using the m-method and the k-method respectively, γ' aa ,γ' aβ ,γ' βa and γ' ββ The calculations can be performed according to Equations 27 and 28 respectively.

[0114] Equation 26:

[0115] Equation 27:

[0116] Equation 28:

[0117] Where: γ' aa ,γ' aβ ,γ' β a and γ' ββ For respectively by γ aa γ aβ γ β a and γ ββ The corresponding stiffness coefficients are obtained through conversion.

[0118] The displacement calculation expression for the foundation 200 can be determined by equations 26 to 28, as shown in equation 29.

[0119] Equation 29:

[0120] Where: γ is the coefficient matrix of Equation 26; |γ| is the determinant of the coefficient matrix, γ j (j=1,2,3) is a 3rd-order matrix obtained by replacing the elements of the j-th column of the coefficient matrix with the constant term on the right-hand side of the equation.

[0121] The displacement of the pile top of foundation pile 300 can be obtained from the displacement of pile cap 200, calculated according to formula 30.

[0122] Formula 30:

[0123] Where: x i0b is the horizontal displacement of the top of the i-th foundation pile (300mm); i0 Let be the vertical displacement of the top of the i-th foundation pile 300; Let be the rotation angle at the top of the i-th foundation pile, 300.

[0124] Therefore, the axial force N at the top of the i-th foundation pile 300 can be calculated. i0 Shear force Q i0 and bending moment M i0 Its expression is shown in Equation 31.

[0125] Equation 31:

[0126] Finally, the internal forces of each foundation pile 300 can be solved according to Equations 30, 31 and 14 or 15.

[0127] Based on this, a static analysis of the pile cap 200 was conducted, resulting in an asymmetric force analysis model of the pile cap 200 subjected to the combined action of distributed and concentrated forces under the combined action of vertical pressure from the backfill, the force at the bottom of the loaded pile 100, and the force at the top of the foundation pile 300.

[0128] Figure 5 This is a schematic diagram of the asymmetric force analysis model of the foundation of the present invention.

[0129] like Figure 5 As shown, the bending moment of any positive section of the 200-meter foundation can be solved, and its expression is shown in Equation 32.

[0130] Equation 32:

[0131] when When, the expression is:

[0132]

[0133] when When, the expression is:

[0134]

[0135] when When, the expression is:

[0136]

[0137] when When, the expression is:

[0138]

[0139] when When, the expression is:

[0140]

[0141] Where M(x) is the bending moment of the pier cap section; q max q min To address the vertical counter-pressure p at both ends of the foundation 200 relative to the locally stabilized soil wedge 500 above it. max and p min The corresponding linearly distributed forces are respectively equal to p max and p min Multiply by the spacing D of the load-bearing piles 100 along the direction parallel to the fill direction; q d The force distributed along the self-weight line of the pier cap is 200 N. s M represents the axial pressure at the bottom end of the loaded pile 100. s The bending moment transmitted from the loaded pile 100 to the pile cap 200 is equal in magnitude to the bending moment at the bottom of the loaded pile 100; q d The load is a uniformly distributed load of 200 mm self-weight on the foundation; N i M represents the axial force exerted by the i-th foundation pile 300 on the pile cap 200. i0 d is the bending moment transmitted from the i-th foundation pile 300 to the pile cap 200; i denoted as b1, where b1 is the cross-sectional length of the load-bearing pile 100; b2 is the length of the pile cap 200; and x is the horizontal distance from the calculated section to the center of the pile cap 200. s d is the length of the 500mm coverage area of ​​the locally stabilized soil wedge above the 200mm foundation. i It is the horizontal distance from the center of the i-th foundation pile 300 to the center of the pile cap 200.

[0142] Therefore, this invention analyzes the anti-slide pile structure by dividing it into load-bearing piles 100, pile caps 200, and foundation piles 300. It calculates the pile top displacement and internal forces of foundation piles 300 based on the displacement of pile caps 200, differing from the design specifications for railway subgrade retaining structures. This solves the problem of inaccurate calculations of pile top displacement and internal forces for each foundation pile 300. Based on limit equilibrium theory and the fundamental assumptions of Coulomb's theory, the static equilibrium conditions of the sliding soil wedge 600 above pile caps 200 are considered, establishing a Coulomb active earth pressure calculation model suitable for anti-slide pile structures, resulting in more reasonable calculation results. A static analysis model of the locally stable soil wedge 500 above pile caps 200 is established. Based on the static equilibrium conditions of the locally stable soil wedge 500 above pile caps 200, a calculation formula for the earth pressure on the rear side of load-bearing piles 100 is given. This allows for the calculation of the bending moment and shear force of load-bearing piles 100, as well as the bending moment of the normal section for verifying the bending failure of pile caps 200.

[0143] Part Two: Explanation of the calculation of punching failure (or shear failure).

[0144] 1. Downward punching failure of pile 100 against pile cap 200

[0145] Figure 6 This is a schematic diagram of the downward punching failure of the load-bearing pile in the pier-type anti-slide pile structure of the present invention.

[0146] Because the load-bearing pile 100 is close to the edge of the pile cap, Figure 6 b and Figure 6 As shown in d, the foundation piles have a large spacing of 300 (the minimum net spacing h' between the load-bearing pile 100 and the rear foundation pile 400 is greater than or equal to the effective height h of the punching shear failure cone of the pile cap 200). 20 ) and foundation piles with a small spacing of 300 (h') <h 20 In the internal punching analysis plane, i.e.: a1+2h 20 ≤a2, the downward punching shear of the load-bearing pile 100 to the pile cap 200 is generally a three-sided punching shear.

[0147] for Figure 6 The foundation piles shown in b have a large spacing of 300mm (h'≥h) 20 For internal punching shear, punching shear resistance can be calculated according to formulas 33 and 34.

[0148] Equation 33:

[0149] Equation 34: F l =N s -N2

[0150] Wherein: F l γ is the design value of the downward punching shear force acting on the punching failure cone under the basic combination of load effects; RE β is the seismic adjustment coefficient for bearing capacity, with a value of 0.85; hp β is the influence coefficient of the punching section height. When h2≤800mm, β hp Take 1.0, when h2≥2000mm, β hp Take 0.9, and use linear interpolation for values ​​in between; a1 and b1 are the width (parallel to the direction of the fill) and length of the cross-section of the loaded pile 100, respectively; c1 is the horizontal distance from the wide side of the cross-section of the loaded pile 100 to the wide side of the pile cap; f t The design value of the tensile strength of 200mm concrete for the foundation cap; h 20 N2 is the effective height of the punching shear failure cone of the 200mm foundation cap; N2 is the design value of the top reaction force of the 800mm front foundation pile.

[0151] for Figure 6 The foundation piles shown in d have a small spacing of 300 (h') <h 20 Internal punching shear, in this case, is limited by the net distance between foundation piles, and punching shear resistance can be calculated according to formulas 35 and 36.

[0152] Formula 35:

[0153] Equation 36:

[0154] Where: h' is the minimum net distance between the loaded pile 100 and the rear foundation pile 400; β1 is the punching shear coefficient of the pile cap; λ1 is the punching ratio, λ1=h' / h 20 When λ1 < 0.25, we take λ1 = 0.25.

[0155] exist Figure 6 c and Figure 6 The foundation piles shown in e have a large spacing of 300 (h'≥h) 20 ) and foundation piles with a small spacing of 300 (h') <h 20 In the external punching analysis plane, i.e.: a1+2h 20 >a2, the downward punching shear of the load-bearing pile 100 to the pile cap 200 is a single-sided punching shear, which means that the shear resistance requirements of the inclined section of the pile cap 200 must be met.

[0156] for Figure 6 The foundation piles shown in c have a large spacing of 300mm (h'≥h) 20 For external punching shear, punching shear resistance can be calculated according to formulas 37 to 39.

[0157] Equation 37:

[0158] Equation 38:

[0159] Formula 39:

[0160] Among them: A m1 When h'≥h 20 The horizontal projected area of ​​the downward punching failure cone-shaped oblique section of pile 100 against pile cap 200 under load; β hs The coefficient of influence of the shear cap section height is given when h 20 When ≤800mm, take h 20 =800mm, when h 20 When the diameter is ≥2000mm, take h. 20 =2000mm, with values ​​taken using linear interpolation.

[0161] for Figure 6 The foundation piles shown in e have a small spacing of 300 (h') <h 20 For external punching shear, punching shear resistance can be calculated according to formulas 40 to 42.

[0162] Formula 40:

[0163] Equation 41:

[0164] Equation 42:

[0165] Among them: A m2 For when h' <h 20 The horizontal projected area of ​​the downward punching shear failure cone section of pile 100 with respect to pile cap 200 under load; β2 is the pile cap shear coefficient; λ2 is the shear span ratio of the calculated section, λ2=h' / h 20 When λ2 < 0.25, we take λ2 = 0.25.

[0166] 2. Upward punching shear of the rear foundation piles (400mm) against the pile cap (200mm).

[0167] Figure 7 This is a schematic diagram of the upward punching of the rear foundation piles of the pier-type anti-slide pile structure of the present invention.

[0168] Because the rear foundation piles 400 are close to the edge of the pile cap 200, Figure 7 b and Figure 7 The foundation piles shown in d have a large spacing of 300 (h'≥h) 20 ) and foundation piles with a small spacing of 300 (h') <h 20 In the internal punching analysis plane, i.e.: a3+2h 20 ≤a2, the upward punching shear of the rear foundation pile 400 to the pile cap 200 is a three-sided punching shear.

[0169] for Figure 7 The foundation piles shown in b have a large spacing of 300mm (h'≥h) 20 For internal punching shear, punching shear resistance can be calculated according to formulas 43 and 44.

[0170] Equation 43:

[0171] Equation 44: N l =N1-G LS

[0172] Where: N l G represents the design value of the punching shear force of the upward punching failure cone of the rear foundation piles under the basic combination of load effects. LS The self-weight of the overlying soil within the range of the upper surface of the punching failure cone is taken as G, including both fully considered and completely neglected weights. LS N formed when =0) l There are two cases for the calculated value: a lower limit and an upper limit, with the latter being a more conservative calculation; β hp The influence coefficient of punching section height is given when h 20 β when ≤800mm hp Take 1.0, when h 20 β at ≥2000mm hpTake 0.9, and use linear interpolation for values ​​in between; a3 and b3 are the width (parallel to the direction of the fill) and length of the 400mm cross-section of the rear foundation pile, respectively; c3 is the horizontal distance from the wide side of the 400mm cross-section of the rear foundation pile to the wide side of the pile cap; f t The design value of the tensile strength of 200mm concrete for the foundation cap; h 20 The effective height of the 200 punching shear failure cone on the foundation.

[0173] for Figure 7 The foundation piles shown in d have a small spacing of 300 (h') <h 20 For internal punching shear, punching shear resistance can be calculated according to formulas 45 and 46.

[0174] Formula 45:

[0175] Equation 46:

[0176] Where: β3 is the punching shear coefficient of the rear foundation piles (400mm); λ3 is the slugging ratio, λ3=h' / h 20 When λ3 < 0.25, we take λ3 = 0.25.

[0177] exist Figure 7 c and Figure 7 The foundation piles shown in e have a large spacing of 300 (h'≥h) 20 ) and foundation piles with a small spacing of 300 (h') <h 20 In the external punching analysis plane, i.e.: a3+2h 20 >a2, the upward punching shear of the rear foundation pile 400 to the pile cap 200 is a single-sided punching shear.

[0178] for Figure 7 The foundation piles shown in c have a large spacing of 300mm (h'≥h) 20 For external punching shear, punching shear resistance can be calculated according to formulas 47 and 48.

[0179] Equation 47:

[0180] Formula 48:

[0181] Among them: B m1 When h'≥h 20 The horizontal projected area of ​​the inclined section of the cone that causes upward punching failure of the rear foundation pile 400 against the pile cap 200.

[0182] for Figure 8 The foundation piles shown in e have a small spacing of 300 (h') <h 20 For external punching shear, punching shear resistance can be calculated according to formulas 49 and 50.

[0183] Equation 49:

[0184] Formula 50:

[0185] Among them: B m2 For when h' <h 20 The horizontal projected area of ​​the inclined section of the cone that causes upward punching failure of the rear foundation pile 400 against the pile cap 200.

[0186] Therefore, it can be seen that the present invention fully considers the downward punching and shearing damage of the load-bearing pile 100 to the pile cap 200 and the upward punching or shearing damage of the rear foundation piles 400 to the pile cap 200, making the design of the pile cap anti-slide pile structure more reasonable and safer.

[0187] The following are application examples.

[0188] Example 1

[0189] Figure 8 This is a schematic diagram of the cap-type anti-slide pile structure of Example 1 of the present invention.

[0190] like Figure 8 As shown, a certain embankment roadbed has a height of 8m, a shoulder height of 1.7m, and a roadbed surface width of 14.1m. It is constructed using Group A fill material. The road surface load width is 3.7m, and the load q = 70kPa. Load-bearing pile 100 is a square pile with a side length of 2m; foundation pile 300 is a round pile with a diameter of 1.5m; other dimensions are shown in the figure. Figure 9 (Unit: m). The foundation consists of fine gravelly soil and granodiorite (W4), with a horizontal seismic coefficient k. h Take 0.2, vertical seismic coefficient k v The value is set to 0.1, and other relevant parameters are shown in Table 3.

[0191] Table 3 shows the values ​​of soil calculation parameters.

[0192]

[0193] The calculated bending moments of the loaded pile 100 and the foundation pile 300 are as follows: Figure 9 As shown. From Figure 6 It can be seen that, relative to the bending moment at the bottom of the loaded pile 100, the pile cap 200 can reduce the bending moment at the top of the foundation pile 300 by about 90%.

[0194] The pile cap 200 is subjected to downward punching shear from the load-bearing pile 100 and upward punching or shearing from the rear foundation piles 400, which respectively belong to Figure 7 and Figure 10The results of the calculation under the "large spacing external punching shear" model are shown in Table 4. During the calculation, round piles can be equivalently converted to square piles according to the methods in the "Code for Design of Building Foundations (GB 50007-2011)" or the "Code for Design of Building Pile Foundations (JGJ94-2008)".

[0195] As can be seen from Table 4, the punching force F exerted by the downward punching force of the loaded pile 100 on the pile cap 200 is... l =2204.248kN < 4297.161kN, the punching shear force (N) of the rear foundation pile 400 on the pile cap 200 in the upward punching shear. l The upper and lower limits are 4034.836kN and 1516.583kN respectively, both of which are less than its punching shear force of 4177.494kN. Therefore, it meets the punching shear requirements of the pile cap in the "Code for Design of Building Foundation (GB 50007-2011)" or "Code for Design of Building Pile Foundation (JGJ94-2008)".

[0196] Table 4 is a summary table of punching calculations for the foundation in Example 1.

[0197]

[0198] The calculation results of the bending performance of pier cap 200 are as follows: The maximum bending moment M of the normal section of pier cap 200 is calculated. max =12254.293kN·m, and the bending resistance requirement can be verified by the "Code for Design of Concrete Structures (GB50010-2010)".

[0199] Example 2

[0200] Figure 10 This is a schematic diagram of the pier-type anti-slide pile structure of Example 2 of the present invention.

[0201] like Figure 10 As shown, a certain embankment roadbed has a height of 8m and a roadbed surface width of 16.7m. It is constructed using Group A fill material. The road surface load width is 3.7m, and the load q = 70kPa. Load-bearing pile 100 is a square pile with a side length of 2m; foundation pile 300 is a round pile with a diameter of 1.5m; other dimensions are shown in the figure. Figure 11 (Unit: m). The foundation consists of fine gravelly soil and granodiorite (W4), with a horizontal seismic coefficient k. h Take 0.2, vertical seismic coefficient k v Take 0.1, and other relevant parameters are the same as in Table 3.

[0202] The calculated bending moments of the loaded pile 100 and the foundation pile 300 are as follows: Figure 11 As shown. From Figure 6 It can be seen that, compared with the bending moment at the bottom of the loaded pile 100, the pile cap 200 can reduce the bending moment at the top of the foundation pile 300 by about 80%.

[0203] The pile cap 200 is subjected to downward punching shear from the load-bearing pile 100 and upward punching or shearing from the rear foundation piles 400, which respectively belong to Figure 7 and ​ The calculation results for the "300mm large-spacing external punching shear" model are shown in Table 5.

[0204] As can be seen from Table 5, the punching force F of the loaded pile 100 downward punching force is... l =2263.287kN < 4297.161kN, the punching force (N) of the rear foundation piles at 400mm upward shear. l The upper and lower limits are 4093.875kN and 1891.523kN respectively, both of which are less than its punching shear force of 4177.494kN. Therefore, it meets the punching shear requirements of the pile cap in the "Code for Design of Building Foundation (GB 50007-2011)" or "Code for Design of Building Pile Foundation (JGJ94-2008)".

[0205] Table 5 is a summary table of punching calculations for the foundation in Example 2.

[0206]

[0207] The calculation results of the bending performance of pier cap 200 are as follows: The maximum bending moment M of the normal section of pier cap 200 is calculated. max =10656.79kN·m, and the bending resistance requirement can be verified by the "Code for Design of Concrete Structures (GB50010-2010)".

[0208] An embodiment of the bearing capacity calculation device for the cap-type anti-slide pile structure of the present invention includes a processor, a communication interface, a memory, and a communication bus. The processor, the communication interface, and the memory communicate with each other through the communication bus. The memory is used to store computer programs. When the processor executes the program stored in the memory, it implements the above-mentioned method for calculating the bearing capacity of the cap-type anti-slide pile structure.

[0209] An embodiment of the computer-readable storage medium of the present invention stores one or more programs, which can be executed by one or more processors to implement the above-described method for calculating the bearing capacity of a cap-type anti-slide pile structure.

[0210] In the above embodiments, implementation can be achieved, in whole or in part, through software, hardware, firmware, or any combination thereof. When implemented in software, it can be implemented, in whole or in part, as a computer program product. A computer program product includes one or more computer instructions. When the computer program instructions are loaded and executed on a computer, all or part of the flow or function according to the embodiments of the present invention is generated. The computer can be a general-purpose computer, a special-purpose computer, a computer network, or other programmable device. The computer instructions can be stored in a computer-readable storage medium or transmitted from one computer-readable storage medium to another. For example, computer instructions can be transmitted from one website, computer, server, or data center to another website, computer, server, or data center via wired (e.g., coaxial cable, fiber optic, digital subscriber line (DSL)) or wireless (e.g., infrared, wireless, microwave, etc.) means. The computer-readable storage medium can be any available medium that a computer can access or a data storage device such as a server or data center that integrates one or more available media. The available medium can be a magnetic medium (e.g., floppy disk, hard disk, magnetic tape), an optical medium (e.g., DVD), or a semiconductor medium (e.g., a solid-state disk (SSD)).

[0211] The foregoing has described the relevant content of the present invention. Those skilled in the art will be able to implement the present invention based on these descriptions. All other embodiments obtained by those skilled in the art based on the above description of the present invention without inventive effort should fall within the scope of protection of the present invention.

Claims

1. A method for calculating the bearing capacity of a cap-type anti-slide pile structure, including the following steps: Obtain the dimensional parameters of the load-bearing piles, pile caps, and foundation piles in the cap-type anti-slide pile structure, as well as the adjacent soil parameters. The dimensional parameters and adjacent soil parameters are input into the bearing capacity calculation model to obtain the bearing capacity data output by the bearing capacity calculation model; The load-bearing performance data includes at least: Based on the earth pressure analysis model of the loaded pile, the following are obtained: the thrust of the rear soil on the loaded pile, the resultant force of the pile cap reaction, the eccentricity of the resultant force of the pile cap reaction on the soil above it, the length of the range of action of the pile cap reaction, and the axial pressure at the bottom of the loaded pile; and The following are obtained from the asymmetric stress analysis model of the pile cap: bending moment of the pile cap section, downward punching shear of the loaded piles on the pile cap, and upward punching shear of the rear foundation piles on the pile cap. The calculation model for the thrust of the rear soil on the loaded pile, the resultant reaction force of the pile cap, the eccentricity of the resultant reaction force of the pile cap on the soil above it, the length of the range of action of the pile cap reaction force, and the axial pressure at the bottom of the loaded pile includes: N s =G a +H s sinδ; Among them, H s E represents the thrust of the soil behind the loaded pile. a ρ is the Coulomb active earth pressure; ρ is the angle between the hypothetical flat wall back and the vertical plane; γ is the internal friction angle of the backfill; μ is the friction angle between the pile cap and the locally stable soil wedge above it; γ1 is the unit weight of the backfill behind the loaded pile; V2 is the volume per unit length of the locally stable soil wedge above the pile cap; k h γ1V2 is the horizontal seismic force acting at the centroid of the locally stable soil wedge on the upper part of the pile cap; k v γ1V2 is the vertical seismic force acting at the centroid of the locally stable soil wedge on the upper part of the pile cap; k h k is the horizontal earthquake influence coefficient. v δ is the vertical seismic influence coefficient; δ is the friction angle between the locally stable soil wedge on the upper part of the pile cap and the loaded pile; F s e is the resultant force of the pile cap reaction force; b is the eccentricity of the resultant force of the pile cap reaction force on the soil above it; s denoted as h1, where h1 is the height of the loaded pile; a2 is the width of the pile cap parallel to the direction of the fill; D is the distance between two adjacent loaded piles parallel to the direction of the fill; p max and p min These represent the maximum and minimum compressive stresses of the vertical reaction force exerted by the pile cap on the locally stable soil wedge above it; K is the length of the range of action of the pile cap reaction force; N s G represents the axial pressure at the bottom of the loaded pile. a This is the self-weight of the load-bearing pile.

2. The method for calculating the bearing capacity of a cap-type anti-slide pile structure as described in claim 1, characterized in that: The bearing capacity data also includes Coulomb active earth pressure obtained from the earth pressure analysis model based on the loaded pile, the calculation model of which includes: Where F is the resultant force of the load acting on the upper surface of the sliding soil wedge; γ1 is the unit weight of the backfill soil behind the loaded pile; V1 is the volume per unit length of the sliding soil wedge; k h γ1V1 is the horizontal seismic force acting at the center of mass of the sliding soil wedge; k v γ1V1 is the vertical seismic force acting at the center of mass of the sliding soil wedge; k h k is the horizontal earthquake influence coefficient. v α is the vertical seismic influence coefficient; α is the slip angle; ρ is the internal friction angle of the fill; c is the cohesion of the fill; l BC Let be the distance from the intersection of the slip surface at the wall heel and the top surface of the backfill to the wall heel; let l be the distance from the intersection of the slip surface at the wall heel and the top surface of the backfill to the outer edge of the top surface of the backfill, l = b. s +(h0+h1)cosα, where h0 is the height of the top of the loaded pile from the shoulder, h1 is the height of the loaded pile; l0 is the net distance of the distributed load from the top of the slope; l1 is the horizontal projection length of the load distribution width on the top surface of the fill; and q is the external load acting on the sliding soil wedge.

3. The method for calculating the bearing capacity of a cap-type anti-slide pile structure as described in claim 1, characterized in that: The calculation model for the bending moment of the pier cap's cross section includes: when When, the expression is: when When, the expression is: when When, the expression is: when When, the expression is: when When, the expression is: Where M(x) is the bending moment of the pier cap section; q d The force distributed along the self-weight line of the pier cap; x is the horizontal distance from the calculated section to the center of the pier cap; b s q is the length of the locally stabilized soil wedge covering the upper part of the foundation; max q min To counteract the vertical counter-pressure stress p at both ends of the pile cap against the locally stable soil wedges above it. max and p min The corresponding linearly distributed forces are respectively equal to p max and p min Multiply by the pile spacing D; d i b1 is the horizontal distance from the i-th foundation pile to the center of the pile cap; b2 is the cross-sectional length of the loaded pile; b3 is the length of the pile cap; d4 is the horizontal distance from the i-th foundation pile to the center of the pile cap. i N is the horizontal distance from the i-th foundation pile to the center of the pile cap; e is the eccentricity of the resultant force of the reaction force between the pile cap and the soil above it; i M represents the axial force exerted by the i-th foundation pile on the pile cap; i0 N is the bending moment transmitted to the pile cap by the i-th foundation pile; e is the eccentricity of the resultant reaction force of the pile cap on the soil above it; s M represents the axial pressure at the bottom end of the loaded pile. s This is the bending moment transmitted from the loaded pile to the pile cap, and its magnitude is equal to the bending moment at the bottom of the loaded pile.

4. The method for calculating the bearing capacity of a cap-type anti-slide pile structure as described in claim 1, characterized in that: The downward punching shear of the loaded pile onto the pile cap includes: When a1+2h 20 When a² ≤ a², the loaded pile punches shear the pile cap on three sides; and When a1+2h 20 When >a2, the loaded pile performs a single-sided punching shear on the pile cap; Where, a1 is the width of the cross-section of the loaded pile parallel to the direction of the fill; h 20 a1 is the effective height of the punching shear failure cone of the foundation; a2 is the width of the foundation parallel to the direction of the fill.

5. The method for calculating the bearing capacity of a cap-type anti-slide pile structure as described in claim 4, characterized in that: When h'≥h 20 The calculation models for cases where the loaded piles perform internal punching shear on the pile cap without causing damage to the pile cap include: F l =N s -N2; When h' <h 20 The calculation models for cases where the loaded piles perform internal punching shear on the pile cap without causing damage to the pile cap include: When h'≥h 20 The calculation models for cases where the loaded piles perform external punching shear on the pile cap without causing damage to the pile cap include: When h' <h 20 The calculation models for cases where the loaded piles perform external punching shear on the pile cap without causing damage to the pile cap include: Where: h' is the minimum clear distance between the loaded pile and the rear foundation piles; F l γ is the design value of the downward punching shear force acting on the punching failure cone under the basic combination of load effects; RE b1 is the seismic adjustment coefficient for bearing capacity, with a value of 0.85; h is the cross-sectional length of the loaded pile; 20 c1 is the effective height of the punching shear failure cone of the pile cap; c1 is the horizontal distance from the wide side of the loaded pile cross section to the wide side of the pile cap; β hp f is the influence coefficient of punching section height; t The design value of the tensile strength of the foundation concrete; N s N1 is the design value of the axial pressure at the bottom of the loaded pile; N2 is the design value of the top reaction force of the front foundation piles; β1 is the punching shear coefficient of the pile cap; β hs A is the coefficient of influence of the shear cap section height; m1 When h'≥h 20 The horizontal projected area of ​​the downward punching shear failure cone section of the pile cap under load; β2 is the shear coefficient of the pile cap; A m2 For when h' <h 20 The horizontal projected area of ​​the oblique section of the cone that causes downward punching failure of the pile cap under load.

6. The method for calculating the bearing capacity of a cap-type anti-slide pile structure as described in claim 1, characterized in that: The upward punching shear of the rear foundation piles onto the pile cap includes: When a3+2h 20 When a² ≤ a², the rear foundation piles punch shear the pile cap on three sides; and When a3+2h 20 When >a2, the rear foundation piles perform single-sided punching shear on the pile cap; Where a3 is the width of the cross-section of the rear foundation piles parallel to the direction of the fill; h 20 a1 is the effective height of the punching shear failure cone of the foundation; a2 is the width of the foundation parallel to the direction of the fill.

7. The method for calculating the bearing capacity of a cap-type anti-slide pile structure as described in claim 6, characterized in that: When h'≥h 20 The calculation model for when the rear foundation piles perform internal punching shear on the pile cap without damaging the pile cap includes: N l =N1-G LS ; When h' <h 20 The calculation model for when the rear foundation piles perform internal punching shear on the pile cap without damaging the pile cap includes: When h'≥h 20 The calculation model for when the rear foundation piles perform external punching shear on the pile cap without damaging the pile cap includes: When h' <h 20 The calculation model for when the rear foundation piles perform external punching shear on the pile cap without damaging the pile cap includes: Where: h' is the minimum clear distance between the loaded pile and the rear foundation piles; N l N1 is the design value of the punching shear force of the upward punching failure cone of the rear foundation piles under the basic combination of load effects; N1 is the axial force of the first foundation pile on the pile cap; γ RE β is the seismic adjustment coefficient for bearing capacity, with a value of 0.85; a3 and b3 are the width and length of the cross-section of the rear foundation pile parallel to the direction of the fill, respectively; c3 is the horizontal distance from the wide side of the cross-section of the rear foundation pile to the wide side of the pile cap; β hp f is the influence coefficient of punching section height; t G represents the design value of the tensile strength of the foundation concrete. LS The overburden weight within the range of the upper surface of the punching failure cone, including both fully considered and completely neglected N. l There are two cases for the calculated value: the lower limit and the upper limit; β3 is the punching shear coefficient of the rear foundation piles; β hs B is the coefficient of influence of the shear cap section height; m1 When h'≥h 20 The horizontal projected area of ​​the inclined section of the upward punching shear failure cone of the rear foundation piles on the pile cap; β2 is the shear coefficient of the pile cap; B m2 For when h' <h 20 The horizontal projected area of ​​the oblique section of the cone that causes upward punching damage to the pile cap by the rear foundation piles.

8. A device for calculating the bearing capacity of a cap-type anti-slide pile structure, characterized in that, It includes a processor, a communication interface, a memory, and a communication bus. The processor, communication interface, and memory communicate with each other through the communication bus. Memory, used to store computer programs; The processor, when executing a program stored in memory, implements the method for calculating the bearing capacity of the pier-type anti-slide pile structure as described in any one of claims 1-7.

9. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores one or more programs, which can be executed by one or more processors to implement the method for calculating the bearing capacity of the cap-type anti-slide pile structure as described in any one of claims 1-7.

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