Design method, device and equipment for high and steep slope unequal-length group piles and medium

Abstract

This invention provides a design method, device, equipment, and medium for pile groups of unequal lengths on steep slopes, relating to the field of pile foundation design technology. The method includes: calculating the stiffness of the embedded pile section based on the vertical compressive stiffness of a single pile on flat ground, taking into account the parameters of the pile foundation structure and soil layer parameters on the slope; deriving a vertical stiffness model for a single pile on the slope based on the pile foundation structure, the length of the free section pile, and the stiffness of the embedded pile section; calculating the length of the free section pile based on the vertical stiffness model of the single pile on the slope and the slope topographic parameters, thus constructing a vertical stiffness model for the pile group on the slope; establishing the vertical stiffness model of the pile group on the slope and the expression for the design of the pile group with equal stiffness based on the spatial relationship between the slope and the pile foundation and the principle of equal stiffness, thus obtaining a basic model for the equal stiffness design method; calculating the length of the embedded pile section in the pile group based on the basic model of the equal stiffness design method, and constructing a pile group design scheme by combining the length of the embedded pile section and the length of the free section pile. This invention solves the problem of uneven stress and settlement in pile group foundations on slopes.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of pile foundation design, in particular to a high and steep slope unequal length group pile design method, device, equipment and medium. BACKGROUND

[0002] In the existing pile foundation design technology, the bridge specification is mostly for plain areas or large river basins, and the group pile foundation is usually designed as an equal length structure. However, when building a group pile foundation in mountainous areas, due to the influence of the space asymmetry of the pile-slope, the different lengths of the embedded sections of the piles in the traditional equal length group pile structure will appear due to the different positions of the piles on the slope, thereby causing uneven stress and settlement.

[0003] Although the existing single pile integrated stiffness method theory establishes a simple single pile compression stiffness model and can conveniently calculate the vertical compression stiffness of a single pile, the theory is currently only applicable to the solution of the stiffness of a single pile completely embedded in the foundation on flat ground. For the solution of the stiffness of a single pile on a slope and the stiffness leveling problem of the pile foundation in a slope group pile, the existing theory cannot provide an effective solution. This situation leads to the problem of uneven stress and settlement of the pile foundation of a group pile on a slope caused by differences in topographic features and soil geological conditions.

[0004] Therefore, there is an urgent need for a high and steep slope unequal length group pile design method, device, equipment and medium to solve the problem of uneven stress and settlement of the pile foundation of a group pile on a slope caused by differences in topographic features and soil geological conditions. SUMMARY

[0005] The purpose of the present application is to provide a high and steep slope unequal length group pile design method, device, equipment and medium to improve the above problems. In order to achieve the above purpose, the technical scheme adopted by the present application is as follows:

[0006] In a first aspect, the present application provides a high and steep slope unequal length group pile design method, comprising:

[0007] obtaining a pile foundation structure, soil layer parameters and slope topographic parameters;

[0008] calculating the embedded layer stiffness based on the parameters of the pile foundation structure on the slope and the soil layer parameters, and obtaining the embedded section pile foundation stiffness;

[0009] deriving the slope pile foundation vertical stiffness according to the pile foundation structure, the preset free section pile foundation length and the embedded section pile foundation stiffness, and obtaining a slope single pile vertical stiffness model;

[0010] calculating the free section pile length according to the slope single pile vertical stiffness model and the slope topographic parameters, and constructing a slope group pile vertical stiffness model;

[0011] The expression of the slope group pile vertical stiffness model and the equal stiffness group pile design is established based on the spatial position relationship of the slope and the pile foundation and the equal stiffness principle, and a basic model of the equal stiffness design method is obtained.

[0012] The pile length of the embedded section of the pile foundation in the group pile is calculated based on the basic model of the equal stiffness design method, and a group pile design scheme is constructed in combination with the embedded section pile length and the free section pile length.

[0013] In a second aspect, the application further provides a high and steep slope unequal length group pile design device, which comprises:

[0014] An acquisition module is configured to acquire a pile foundation structure, soil layer parameters and slope terrain parameters.

[0015] A first calculation module is configured to calculate the vertical compression stiffness of the slope group pile based on the vertical compression stiffness of the flat ground single pile.

[0016] A pile foundation structure parameter and the soil layer parameter are used to calculate the embedded layer stiffness, and the embedded section pile foundation stiffness is obtained.

[0017] A derivation module is configured to derive the vertical stiffness of the slope pile foundation according to the pile foundation structure, the preset free section pile foundation length and the embedded section pile foundation stiffness, and obtain a slope single pile vertical stiffness model.

[0018] A second calculation module is configured to calculate the free section pile length according to the slope single pile vertical stiffness model and the slope terrain parameters, and construct a slope group pile vertical stiffness model.

[0019] A third calculation module is configured to establish the expression of the slope group pile vertical stiffness model and the equal stiffness group pile design based on the spatial position relationship of the slope and the pile foundation and the equal stiffness principle, and obtain a basic model of the equal stiffness design method.

[0020] A fourth calculation module is configured to calculate the embedded section pile length of the pile foundation in the group pile based on the basic model of the equal stiffness design method, and construct a group pile design scheme in combination with the embedded section pile length and the free section pile length.

[0021] In a third aspect, the application further provides a high and steep slope unequal length group pile design device, which comprises:

[0022] A memory is configured to store a computer program.

[0023] A processor is configured to implement the steps of the high and steep slope unequal length group pile design method when the computer program is executed.

[0024] In a fourth aspect, the application further provides a medium, wherein the medium stores a computer program, and the computer program is executed by a processor to implement the steps of the high and steep slope unequal length group pile design method.

[0025] The application has the following beneficial effects:

[0026] The present application considers the different influences of the slope terrain on the stiffness of the embedded section and the free section of the pile foundation by constructing a slope single-pile vertical stiffness model, and can accurately calculate the pile length of each row of pile foundation of the slope pile group foundation, thereby optimizing the pile length design.

[0027] Other features and advantages of the present application will be set forth in the following description, and in part will become apparent to those skilled in the art upon examination of the following or can be learned by practice of the present application. The objects and other advantages of the present application can be realized and attained by the structure particularly pointed out in the written description and claims hereof as well as the appended drawings. BRIEF DESCRIPTION OF DRAWINGS

[0028] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the following will briefly introduce the drawings needed to be used in the embodiments. It should be understood that the following drawings only show some of the embodiments of the present application, and therefore should not be regarded as a limitation on the scope. For those skilled in the art, other related drawings can also be obtained without creative labor on the basis of these drawings.

[0029] Figure 1 The high and steep slope unequal length pile group design method flow chart described in the embodiments of the present application;

[0030] Figure 2 The principle block diagram of the equal stiffness design method of the mountain slope unequal length pile group foundation described in the embodiments of the present application;

[0031] Figure 3 The principle diagram of the integrated stiffness method for calculating single-pile vertical stiffness described in the embodiments of the present application;

[0032] Figure 4 The principle diagram of the slope single-pile vertical stiffness model for calculating single-pile vertical stiffness described in the embodiments of the present application;

[0033] Figure 5 The principle diagram of the equal stiffness design method of the slope pile group described in the embodiments of the present application;

[0034] Figure 6 The result example of the equal stiffness design method of the slope pile group described in Example 2 (i=3, 5, 7 rows);

[0035] Figure 7Figure for FLAC3D numerical verification model in Example 3;

[0036] Figure 8 Figure for settlement cloud in numerical verification in Example 3;

[0037] Figure 9 Figure for pile group axial force settlement normalization statistical curve in Example 3;

[0038] Figure 10 Figure for high steep slope unequal length pile group design equipment structure in the embodiment of the application.

[0039] In the figure, 800 is high steep slope unequal length pile group design equipment, 801 is a processor, 802 is a memory, 803 is a multimedia component, 804 is an I / O interface, and 805 is a communication component. DETAILED DESCRIPTION

[0040] In order to make the objects, technical solutions and advantages of the embodiments of the application clearer, the technical solutions in the embodiments of the application will be described clearly and completely below with reference to the drawings in the embodiments of the application. Obviously, the described embodiments are some but not all of the embodiments of the application. The components of the embodiments of the application described and shown in the drawings can be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of the application provided in the drawings is not intended to limit the scope of the claimed application, but only represents selected embodiments of the application. Based on the embodiments in the application, all other embodiments obtained by those of ordinary skill in the art without creative work fall within the scope of protection of the application.

[0041] It should be noted that similar reference numerals and letters indicate similar items in the following drawings, and therefore, once an item is defined in one drawing, it does not need to be further defined and explained in subsequent drawings. Meanwhile, in the description of the application, the terms "first", "second", and the like are only used to distinguish description, and cannot be understood as indicating or implying relative importance.

[0042] Embodiment 1

[0043] The embodiment provides a high steep slope unequal length pile group design method.

[0044] Referring to Figure 1 and Figure 2 , the method includes steps S1 to S6, including:

[0045] S1: obtaining pile foundation structure, soil layer parameters and slope terrain parameters;

[0046] In this step, the pile foundation structure parameters include: pile diameter, row number of pile group foundation, pile spacing of pile group foundation, and standard row pile foundation length, the standard row pile foundation length includes embedded section length and free section length.

[0047] The soil layer parameters include: foundation deformation modulus, Poisson's ratio, slope gradient, foundation bed coefficient, and pile-soil shear slip coefficient.

[0048] S2: Calculate the embedded layer stiffness based on the vertical compression stiffness of the flat single pile on the slope and the parameters of the pile foundation structure on the slope and the soil layer parameters, to obtain the embedded section pile foundation stiffness;

[0049] To clarify the specific way of obtaining the embedded section pile foundation stiffness, steps S21 to S26 are included in step S2, specifically:

[0050] S21: Define the high pile structure on the slope based on the vertical compression stiffness of the flat single pile, to obtain the slope pile foundation structure, the slope pile foundation structure includes the embedded section pile foundation and the free section pile foundation;

[0051] As shown in Figure 3 and Figure 4 , the slope high pile integrated stiffness method based on the basic principle of the vertical compression stiffness of the flat single pile is expanded, first, the high pile structure on the slope is defined to obtain the slope pile foundation structure, the slope pile foundation structure includes the embedded section pile foundation and the free section pile foundation, the embedded section pile foundation is a vertical pile foundation embedded in the slope, and the free section pile foundation is a structure with a long free section exposed on the ground surface.

[0052] S22: According to the foundation bed coefficient of the soil layer parameters and the cross-sectional area of the embedded section pile foundation, the embedded section pile end stiffness is constructed to obtain the embedded section pile end stiffness;

[0053] In this step, the expression of the embedded section pile end stiffness is:

[0054] (1);

[0055] In the above formula (1), is the pile end stiffness of the embedded section pile foundation, is the foundation bed coefficient, is the cross-sectional area of the pile foundation, is the foundation deformation modulus, is the pile diameter of the pile foundation, is the Poisson's ratio, is the moment of inertia.

[0056] Among them, the pile end stiffness of the embedded section pile foundation represents the vertical stiffness at the contact surface between the pile bottom end and the foundation soil body.

[0057] S23: constructing a slope slip coefficient according to a slip coefficient in the flat ground single pile integrated stiffness method and a reduction coefficient of the slope on the pile side stiffness;

[0058] In this step, the expression of the slope slip coefficient is:

[0059] (2);

[0060] In the above formula (2), is a slope pile soil shear slip coefficient, is a reduction coefficient, is a slip coefficient in the flat ground single pile integrated stiffness method;

[0061] Wherein, the slope pile soil shear slip coefficient is a slope slip coefficient, the reduction coefficient is the influence of the slope on the pile soil shear slip coefficient , the reduction coefficient is used to consider the reduction effect of the side friction of the slope on the pile foundation, the accurate solution of the vertical stiffness of the slope high pile, and the reduction amplitude of the side friction of the slope on the pile is given by the reduction coefficient.

[0062] S24: constructing an embedded section pile side stiffness based on the slope slip coefficient and a pile side area of the embedded section pile foundation;

[0063] In this step, the expression of the embedded section pile side stiffness is:

[0064] (3);

[0065] In the above formula (3), is an embedded section pile side stiffness, is a slope pile soil shear slip coefficient, is an embedded section pile side area, is a pile diameter of the pile foundation, is a circular constant, is an embedded section length.

[0066] S25: constructing an embedded section pile body stiffness based on a cross-sectional area of the embedded section pile foundation and a standard row pile foundation length of the pile foundation structure;

[0067] In this step, the expression of the embedded section pile body stiffness is:

[0068] (4);

[0069] In the above formula (4), is an embedded section pile body stiffness, is a pile foundation elastic modulus, is a cross-sectional area of the pile foundation, is an embedded section length.

[0070] wherein the pile foundation elastic modulus is a pile foundation material parameter.

[0071] S26: Combining the embedded segment pile tip stiffness, the embedded segment pile side stiffness and the embedded segment pile body stiffness, an embedded segment pile foundation stiffness is constructed.

[0072] In this step, the expression of the embedded segment pile foundation stiffness is:

[0073] (5);

[0074] In the above formula (5), is an embedded segment pile foundation stiffness, is an embedded segment pile tip stiffness, is an embedded segment pile body stiffness, is an embedded segment pile side stiffness.

[0075] S3: Deriving a slope pile foundation vertical stiffness according to a pile foundation structure, a preset free segment pile foundation length and the embedded segment pile foundation stiffness, to obtain a slope single pile vertical stiffness model;

[0076] To make clear the specific acquisition mode of the slope single pile vertical stiffness model, step S3 includes S31 to S33, and specifically has:

[0077] S31: Acquiring a pile foundation elastic modulus;

[0078] S32: Constructing according to a cross-sectional area of the embedded segment pile foundation in the pile foundation structure, the pile foundation elastic modulus and the preset free segment pile foundation length, to obtain a pile foundation free segment stiffness;

[0079] In this step, the expression of the pile foundation free segment stiffness is:

[0080] (6);

[0081] In the above formula (6), is a pile foundation free segment stiffness, is a free segment pile body stiffness, is a pile foundation elastic modulus, is a cross-sectional area of the pile foundation, is a free segment length.

[0082] wherein the pile foundation free segment stiffness is the stiffness to be contributed by the free segment when the whole single pile is coupled.

[0083] S33: Coupling based on the embedded segment pile foundation stiffness and the pile foundation free segment stiffness, to obtain a slope single pile compression stiffness, which is taken as the slope single pile vertical stiffness model.

[0084] In this step, the embedded segment pile foundation and the free segment pile foundation are each regarded as a whole pile segment for stiffness calculation. The vertical stiffness model of the slope single pile is:

[0085] (7);

[0086] In the above formula (7), is the compression stiffness of the high pile on the slope, is the stiffness to be contributed when the whole single pile is coupled, is the embedded segment pile foundation stiffness, is the subgrade base coefficient, is the cross-sectional area of the pile foundation, is the foundation deformation modulus, is the pile diameter of the pile foundation, is the Poisson's ratio, is the slope pile soil shear slip coefficient, is the embedded segment pile side area, is the circular constant, is the embedded segment length, is the free segment length, is the pile foundation elastic modulus.

[0087] As shown in Figure 4 and Figure 5 , another embodiment is to discretize the embedded segment pile foundation into a plurality of micro-pile segments, divide it into N layers, regard the pile segment micro-element at the bottom end of the pile in contact with the foundation soil as the pile segment micro-element of n=1, and up to the top end of the embedded segment pile segment micro-element as the pile segment micro-element of n=N. The integrated stiffness method for calculating the high pile of the number of layers N can be established. At this time, the vertical compression stiffness of the high pile on the slope can be gradually iterated from the stiffness of the lowest end pile segment to the top end of the pile foundation to obtain the vertical compression stiffness of the whole pile foundation. The vertical stiffness model of the slope single pile of this embodiment is represented as:

[0088] (8);

[0089] In the above formula (8), is the compression stiffness of the high pile on the slope, is the stiffness to be contributed when the whole single pile is coupled, is the embedded segment pile foundation stiffness, is the cross-sectional area of the pile foundation, is the pile foundation elastic modulus, is the free segment length, is the pile end stiffness of the top end of the embedded segment pile micro-element of the first segment, is the pile body stiffness of the top end of the embedded segment pile micro-element of the first segment, for the embedded segment Pile side stiffness of the top end of the micro-element of the pile foundation segment.

[0090] wherein the compression stiffness of the high pile of the slope comprises and ( ).

[0091] S4: calculating the free segment pile length according to the slope single pile vertical stiffness model and the slope terrain parameters, and constructing a slope group pile vertical stiffness model;

[0092] In this step, the slope group pile vertical stiffness model is simplified as a plane strain problem, and the lengths of the pile foundations in each row change only along the slope direction. The stiffness of the single pile in any row of the group pile can be calculated by the high pile integrated stiffness method. The bearing capacity and stability of each row of pile foundations under different slope conditions are accurately evaluated by the high pile integrated stiffness method, thereby providing a scientific basis for the design of the group pile foundation.

[0093] To clarify the specific acquisition method of the slope group pile vertical stiffness model, steps S41 to S45 are included in step S4, and specifically have:

[0094] S41: analyzing and constructing according to the slope single pile vertical stiffness model, the parameters of the pile foundation structure, and the shape in the slope terrain parameters to obtain the relationship between the slope shape and the length of the free segment of the pile foundation;

[0095] In this step, first, based on the slope single pile vertical stiffness model, the parameters of the pile foundation structure, and the shape in the slope terrain parameters, the structure of the group pile foundation is designed and optimized. The group pile foundation is supported in a homogeneous soil slope, and the pile foundations are arranged regularly, and each row of pile foundations has the same pile diameter and pile spacing , wherein the spacing of the pile foundations is . The pile foundations are sequentially recorded as the first row of pile foundations , and the length of each row of pile foundations is composed of an embedded segment and a free segment .

[0096] S42: calculating the length of each row of free segments of the group pile based on the relationship between the slope shape and the length of the free segment of the pile foundation, and calculating the length of each row of free segments of the pile foundation structure by the standard row of pile foundations, to obtain the length of each row of free segments of the pile foundation;

[0097] In this step, the expression of the length of each row of free segments of the pile foundation is:

[0098] (9);

[0099] In the above formula (9), the first row of piles, the free length of the pile foundation of the row of piles, the standard length of the row of pile foundations, the first row of piles, the row of piles, the spacing of the pile foundation, the slope gradient.

[0100] S43: calculating the stiffness of each row of embedded section piles based on the embedded section pile stiffness, to obtain the stiffness of each row of embedded section pile foundations;

[0101] In this step, the stiffness of each row of embedded section pile foundations includes the pile tip stiffness of each row of piles, the embedded section pile side area of each row of piles, the pile soil shear stiffness of each row of piles, the pile body material stiffness of the embedded section of each row of piles, the pile body material stiffness of the free section of each row of piles, and the embedded section stiffness of each row of piles;

[0102] The pile tip stiffness of each row of piles is:

[0103] (10);

[0104] In the above formula (10), the first row of piles, the pile tip stiffness of the row of piles, the pile tip stiffness of the embedded section pile foundation, the foundation bed coefficient, the cross-sectional area of the pile foundation, the deformation modulus of the foundation, the pile diameter of the pile foundation, the Poisson's ratio.

[0105] The expression of the embedded section pile side area of each row of piles is:

[0106] (11);

[0107] In the above formula (11), the first row of piles, the embedded section pile side area of the row of piles, the pile diameter of the pile foundation, the circular constant, the first row of piles, the preset embedded section length of the row of piles.

[0108] The expression of the pile soil shear stiffness of each row of piles is:

[0109] (12);

[0110] In the above formula (12), the first row of piles, the pile soil shear stiffness of the row of piles, the soil shear slip coefficient of the batter pile, the first the embedded segment side area of the row of piles, the pile diameter of the pile foundation, pi, the first the preset embedded segment length of the row of piles.

[0111] The expression of the pile body material rigidity of the embedded segment of the row of piles is:

[0112] (13);

[0113] In the above formula (13), the first the pile body material rigidity of the embedded segment of the row of piles, the pile foundation elastic modulus, the cross-sectional area of the pile foundation, the first the preset embedded segment length of the row of piles.

[0114] The expression of the pile body material rigidity of the free segment of the row of piles is:

[0115] (14);

[0116] In the above formula (14), the first the pile body material rigidity of the free segment of the row of piles, the pile foundation elastic modulus, the cross-sectional area of the pile foundation, the first the free segment length of the pile foundation of the row of piles.

[0117] The expression of the embedded segment rigidity of the row of piles is:

[0118] (15);

[0119] In the above formula (15), the first the embedded segment rigidity of the row of piles, the pile end rigidity of the embedded segment pile foundation, the first the pile body material rigidity of the embedded segment of the row of piles, the first the soil shear rigidity of the row of piles.

[0120] The expression of the free segment rigidity of the row of piles is:

[0121] (16);

[0122] In the above formula (16), is the stiffness of the free section of the pile, is the stiffness of the free section of the pile, is the stiffness of the free section of the pile, is the stiffness of the free section of the pile, is the elastic modulus of the pile foundation, is the cross-sectional area of the pile foundation, is the standard length of the pile foundation, is the spacing of the pile foundation, is the slope of the slope.

[0123] S44: Calculate the stiffness of each row of free section of the pile group according to the free section pile stiffness in the pile foundation structure, and obtain the pile foundation stiffness of each row of free section;

[0124] In this step, the expression of the pile foundation stiffness of each row of free section is:

[0125] (17);

[0126] In the above formula (17), is the stiffness of the free section of the pile, is the stiffness of the free section of the pile, is the stiffness of the free section of the pile, is the stiffness of the free section of the pile, is the elastic modulus of the pile foundation, is the cross-sectional area of the pile foundation, is the standard length of the pile foundation, is the spacing of the pile foundation, is the slope of the slope.

[0127] S45: Based on the pile length of each row of free section, the pile foundation stiffness of each row of embedded section, and the pile foundation stiffness of each row of free section, a vertical stiffness model of the slope pile group is constructed.

[0128] In this step, the expression of the vertical stiffness model of the slope pile group is:

[0129] (18);

[0130] In the above formula (18), is the stiffness of any row of pile in the slope pile group foundation, is the stiffness of the embedded section of the pile, is the stiffness of the embedded section of the pile, is the stiffness of the free section of the pile, is the stiffness of the embedded section of the pile, is the stiffness of the free section of the pile, is the stiffness of the embedded section of the pile, is the stiffness of the free section of the pile, is the stiffness of the free section of the pile, is the stiffness of the free section of the pile, is the stiffness of the pile end of the embedded section. is the first pile soil shear stiffness of the row of piles, is the foundation bed coefficient, is the pile foundation elastic modulus, is the cross-sectional area of the pile foundation, is the first preset embedded section length of the row of piles, is the slope pile soil shear slip coefficient, is the pile diameter of the pile foundation, is the circular constant, is the standard row of pile foundation length, is the spacing of the pile foundation, is the slope gradient.

[0131] S5: based on the spatial position relationship between the slope and the pile foundation and the equal stiffness principle, an expression of the vertical stiffness model of the slope group pile and the equal stiffness group pile design is established, and a basic model of the equal stiffness design method is obtained;

[0132] In order to clarify the specific acquisition method of the equal stiffness practical model, steps S51 to S54 are included in step S5, and specifically:

[0133] S51: based on the spatial position relationship between the slope and the pile foundation, the vertical stiffness model of the slope group pile is determined as a standard pile foundation, and a standard pile foundation vertical stiffness is obtained;

[0134] S52: according to the spatial position relationship between the slope and the pile foundation and the equal stiffness design principle, the stiffness value is constructed, and a unified vertical stiffness value is obtained;

[0135] In this step, according to the spatial position relationship between the slope and the pile foundation and the equal stiffness principle, the unified standard vertical stiffness value of each row of pile foundations in the slope group pile foundation is determined;

[0136] S53: the standard pile foundation vertical stiffness and the unified vertical stiffness value are constructed, and an equal vertical stiffness model is obtained;

[0137] In this step, the standard pile foundation vertical stiffness and the unified vertical stiffness value are established to express the equal stiffness of each row of pile foundations, and an equal vertical stiffness model is obtained.

[0138] The expression of the equal vertical stiffness model is:

[0139] (19);

[0140] In the above formula (19), is the standard pile foundation vertical stiffness, is the standard embedded section stiffness, is the standard free section stiffness, is the pile body material stiffness of the standard embedded section, For the standard free section of the pile material stiffness, For the pile tip stiffness of the embedded pile foundation, For standard pile-soil shear stiffness, To standardize the vertical stiffness value.

[0141] S54: Based on the equal stiffness vertical stiffness model, the vertical stiffness model of the slope pile group is adjusted to level the vertical stiffness of each row of piles in the steep slope pile group, so as to obtain the basic model of the equal stiffness design method.

[0142] In this step, based on the uniform vertical stiffness value And any first in a slope pile foundation To determine the stiffness of piles, a unified vertical stiffness value should be established. And any first in a slope pile foundation stiffness of piles By establishing equal relationships and adjusting the vertical stiffness of each row of piles in a steep slope pile group, a basic model of the equal stiffness design method is obtained. This model is used to solve the design problem of a slope pile group foundation under any soil layer, any pile foundation structural parameters, and any number of pile foundation calculation layers N.

[0143] The expression for the basic model of the equal stiffness design method is:

[0144] (20);

[0145] In the above formula (20), To standardize the vertical stiffness value, For any number of piles in a sloping pile group foundation The stiffness of the piles, For the first Stiffness of the embedded section of the pile, For the first Stiffness of the free section of the pile.

[0146] In actual pile foundation engineering, the calculation can be simplified when the number of layers N=1, yielding the basic model formula of the equal stiffness design method, which facilitates rapid design. The specific derivation process of the basic model of the equal stiffness design method is as follows:

[0147] (twenty one);

[0148] In the above formula (21), To standardize the vertical stiffness value, For any number of piles in a slope pile group foundation The stiffness of the piles, For the first Stiffness of the embedded section of the pile, For the first Stiffness of the free section of piles This is the subgrade coefficient. Let be the cross-sectional area of ​​the pile foundation. The elastic modulus of the pile foundation. For the first The preset embedment length of the pile group, The shear slip coefficient of the slope pile soil. For the first The lateral area of ​​the embedded section of the pile. For the first The length of the free section of a pile foundation. Pi This refers to the diameter of the pile foundation.

[0149] S6: Calculate the length of the embedded section of the pile foundation in the pile group according to the basic model of the equal stiffness design method, and construct the pile group design scheme by combining the length of the embedded section and the length of the free section.

[0150] To clarify the specific method for obtaining the pile group design scheme, step S6 includes S61 to S64, specifically:

[0151] S61: Based on the basic model of the equal stiffness design method, the equal stiffness leveling equation is listed. By rearranging the equal stiffness leveling equation into a quadratic equation, the equation for the length of the embedded section of the pile foundation in the pile group is obtained.

[0152] In this step, the formula is transformed according to Equation 19 of the basic model of the equal stiffness design method, and it can be seen that it is the length of the embedded section of each row of pile foundations. and row number The function yields the equal stiffness leveling equation as follows:

[0153] (twenty two);

[0154] In the above formula (22), For function, For the first The preset embedment length of the pile group.

[0155] The equal stiffness leveling equations have been reorganized. The equation for the length of the embedded section of a pile foundation in a pile group, expressed as a quadratic equation in one variable, is:

[0156] (twenty three);

[0157] In the above formula (23), For the first The preset embedment length of the pile group, The shear slip coefficient of the slope pile soil. Pi Where is the diameter of the pile foundation. This is the subgrade coefficient. The elastic modulus of the pile foundation. cross-sectional area of the pile foundation, unified vertical stiffness value, the free section length of the pile foundation of the first row of piles.

[0158] S62: Simplify the pile foundation equation discriminant factor of the equal stiffness basic model, judge the pile foundation equation discriminant factor by a preset adjustment threshold, and obtain an equal stiffness practical model when the pile foundation equation discriminant factor is greater than the preset adjustment threshold.

[0159] In this step, let and the pile section stiffness formula is known , the expression of the equal stiffness practical model is obtained .

[0160] The pile foundation equation discriminant factor is , used to determine the condition of the equation having a solution, and limit the maximum row number of the pile group;

[0161] The discriminant formula of the pile foundation equation discriminant factor is:

[0162] (24);

[0163] In the above formula (24), is the pile foundation equation discriminant factor, is the pile foundation elastic modulus, is the cross-sectional area of the pile foundation, is the unified vertical stiffness value, is the free section length of the pile foundation of the first row of piles.

[0164] If , the stiffness of the newly added pile foundation cannot be adjusted after increasing the pile row number. Therefore, the discriminant condition of the equal stiffness design equation having a solution is:

[0165] (25);

[0166] In the above formula (25), is the pile foundation equation discriminant factor, is the pile foundation elastic modulus, is the cross-sectional area of the pile foundation, is the unified vertical stiffness value, is the free section length of the pile foundation of the first row of piles.

[0167] S63: Calculate the pile length of the embedded section of the pile foundation in the pile group based on the equal stiffness practical model, and obtain the pile length of the embedded section of the pile foundation;

[0168] ​S64: constructing based on the pile foundation embedded segment pile length and free segment pile length, to obtain the group pile design scheme.

[0169] Embodiment 2:

[0170] The embodiment provides a high and steep slope unequal length group pile design device, the device comprises:

[0171] The acquisition module is used to acquire the pile foundation structure, the soil layer parameters and the slope terrain parameters;

[0172] The first calculation module is used to calculate the embedded layer stiffness based on the parameters of the pile foundation structure on the slope and the soil layer parameters, to obtain the embedded segment pile foundation stiffness;

[0173] The derivation module is used to derive the slope pile foundation vertical stiffness according to the pile foundation structure, the preset free segment pile foundation length and the embedded segment pile foundation stiffness, to obtain the slope single pile vertical stiffness model;

[0174] To clarify the specific acquisition method of the derivation module, specifically:

[0175] The acquisition unit is used to acquire the pile foundation elastic modulus;

[0176] The construction unit is used to construct according to the cross-sectional area of the embedded segment pile foundation in the pile foundation structure, the pile foundation elastic modulus and the preset free segment pile foundation length, to obtain the pile foundation free segment stiffness;

[0177] The coupling unit is used to couple based on the embedded segment pile foundation stiffness and the pile foundation free segment stiffness, to obtain the slope single pile compression stiffness, and the slope single pile compression stiffness is used as the slope single pile vertical stiffness model.

[0178] The second calculation module is used to calculate the free segment pile length according to the slope single pile vertical stiffness model and the slope terrain parameters, to construct the slope group pile vertical stiffness model;

[0179] To clarify the specific acquisition method of the second calculation module, specifically:

[0180] The analysis unit is used to analyze and construct according to the slope single pile vertical stiffness model, the parameters of the pile foundation structure and the shape in the slope terrain parameters, to obtain the relationship between the slope shape and the pile foundation free segment length;

[0181] The first calculation unit is used to calculate the free segment length of each row of group piles based on the relationship between the slope shape and the pile foundation free segment length, to obtain the free segment pile length of each row;

[0182] The second calculation unit is used to calculate the stiffness of the embedded segment of each row of group piles based on the embedded segment pile foundation stiffness, to obtain the embedded segment pile foundation stiffness of each row.

[0183] The third calculation unit is used to calculate the stiffness of each row of free sections of the pile group based on the stiffness of the free sections of the pile foundation in the pile foundation structure, and obtain the stiffness of each row of free sections of the pile foundation.

[0184] The first construction unit is used to construct a vertical stiffness model of the slope pile group based on the length of each row of free section piles, the stiffness of each row of embedded section piles, and the stiffness of each row of free section piles.

[0185] The third calculation module is used to establish the vertical stiffness model of the slope pile group and the expression of the equal stiffness pile group design based on the spatial positional relationship between the slope and the pile foundation and the principle of equal stiffness, so as to obtain the basic model of the equal stiffness design method.

[0186] The fourth calculation module is used to calculate the length of the embedded section of the pile foundation in the pile group according to the basic model of the equal stiffness design method, and to construct the pile group design scheme by combining the length of the embedded section and the length of the free section.

[0187] It should be noted that the specific manner in which each module performs its operation in the apparatus described in the above embodiments has been described in detail in the embodiments of the method, and will not be elaborated here.

[0188] Example 3:

[0189] like Figure 6 As shown below, the design of a group of 7 rows of piles of unequal lengths on a typical gravelly soil slope in the southwestern mountainous area is used as a case study. The complete design calculation process of the slope pile group equal stiffness design method proposed in this patent is carried out.

[0190] (1) First determine the slope gradient. =35°, elastic modulus of foundation soil Es=245MPa, Poisson's ratio =0.22, coefficient of foundation shape and stiffness =0.79, pile-soil shear slip coefficient =3MPa / m, reduction factor for tangential slip coefficient of slope =0.7, the pile diameter of each row of pile foundations =2m, pile spacing of the group of piles and the length of the first row of foundation piles =33.5m (including free section) =7m and embedded segment =26.5m).

[0191] 1. Calculate the vertical stiffness of the first row of piles, and assume that the stiffness of the first row of piles is the standard stiffness of all rows of piles. .

[0192] 1.1 Calculate the pile tip stiffness value of the first row of pile foundations. :

[0193] ;

[0194] 1.2 Calculate the pile side stiffness value of the embedded segment of the first row of piles :

[0195] ;

[0196] 1.3 Calculate the pile body stiffness value of the embedded segment of the first row of piles :

[0197] ;

[0198] 1.4 Calculate the compression stiffness value of the embedded segment of the first row of piles :

[0199] ;

[0200] 1.5 Calculate the compression stiffness of the free segment of the first row of piles :

[0201] ;

[0202] 1.6 Calculate the total vertical stiffness value of the first row of piles (i.e. each row of piles) :

[0203] ;

[0204] (2) Calculate the coefficients in the practical formula (21) of the slope group pile foundation stiffness method presented in this patent

[0205] ;

[0206] Wherein: ;

[0207] After calculation, the values of each coefficient when i=2, 3,..., 7 are calculated, and the pile length of each row of pile foundations is solved, as shown in Table 1.

[0208] Table 1: Practical formula coefficient calculation table

[0209]

[0210] (3) According to the pile length of each row of pile foundations (including the free segment length and the embedded segment length ) solved by Table 1, the corresponding length of the pile foundation can be selected according to the designed row number, i.e. the equal stiffness slope group pile foundation can be obtained. As shown in Figure 6 , it is the group pile design structure when i=3, 5, 7 rows.

[0211] Example 4:

[0212] As Figures 7 to 9 shown, in order to further illustrate the effectiveness of the uneven length group pile foundation equal rigidity design method for mountain slopes proposed by the present application, the modeling of the rock and soil engineering FLAC3D software is used to verify the effect of the group pile foundation settlement and good stress uniformity designed by the present application.

[0213] As Figure 7 shown in (a)-(c), the 1-column multi-row uneven length group pile foundation model of 1x3, 1x5 and 1x7 is based on the data support of Example 1. The pile diameter, pile spacing, length of the first row of pile foundation, and slope stratum parameters are the same as those of Example 1. The length, width and height of the slope are 176m x 6m x 120m, and the thickness of the pile cap is 2m. The top surface of the pile cap is loaded in stages until the center settlement of the pile cap is 40mm, and the settlement and axial force values of each pile are extracted.

[0214] As Figure 8 shown in the numerical simulation cloud chart and Figure 9 the normalized statistical chart of the axial force and settlement data of each pile foundation, taking the standard deviation Std as an example, the maximum settlement difference of each row of pile foundation is controlled within 3mm, and the maximum difference of axial force is controlled within 1MN. Taking the coefficient of variation CV as an example, the maximum coefficient of variation CV of axial force and settlement is controlled within 0.03. The settlement and axial force values of the group pile foundation of the three models all show good uniformity.

[0215] Example 5:

[0216] Corresponding to the above method embodiment, the present embodiment also provides a high and steep slope uneven length group pile design device. The high and steep slope uneven length group pile design device described below can be mutually corresponding and referred to with the high and steep slope uneven length group pile design method described above.

[0217] Figure 10 is a block diagram of a high and steep slope uneven length group pile design device 800 according to an example embodiment. As Figure 10 shown, the high and steep slope uneven length group pile design device 800 can include a processor 801, a memory 802. The high and steep slope uneven length group pile design device 800 can also include one or more of a multimedia component 803, an I / O interface 804, and a communication component 805.

[0218] The processor 801 is configured to control overall operation of the high and steep slope unequal length pile group design device 800 to complete all or part of the steps in the high and steep slope unequal length pile group design method described above. The memory 802 is configured to store various types of data to support the operation of the high and steep slope unequal length pile group design device 800, which can include, for example, instructions for any application or method operating on the high and steep slope unequal length pile group design device 800, and application-related data, such as contact data, sent and received messages, pictures, audio, video, and the like. The memory 802 can be implemented by any type of volatile or non-volatile storage device or a combination thereof, such as static random access memory (SRAM), electrically erasable programmable read-only memory (EEPROM), erasable programmable read-only memory (EPROM), programmable read-only memory (PROM), read-only memory (ROM), magnetic storage, flash memory, magnetic disk or optical disk. The multimedia component 803 can include a screen and an audio component. The screen can be, for example, a touch screen, and the audio component is configured to output and / or input audio signals. For example, the audio component can include a microphone configured to receive external audio signals. The received audio signals can be further stored in the memory 802 or transmitted through the communication component 805. The audio component also includes at least one speaker for outputting audio signals. The I / O interface 804 provides an interface between the processor 801 and other interface modules, which can be a keyboard, a mouse, a button, and the like. The buttons can be virtual buttons or physical buttons. The communication component 805 is configured to enable wired or wireless communication between the high and steep slope unequal length pile group design device 800 and other devices. Wireless communication, such as Wi-Fi, Bluetooth, near field communication (NFC), 2G, 3G or 4G, or one or more of them or a combination of them, so the corresponding communication component 805 can include a Wi-Fi module, a Bluetooth module, an NFC module.

[0219] In an exemplary embodiment, the high and steep slope unequal length pile group design device 800 may be implemented by one or more application specific integrated circuits (ASICs), digital signal processors (DSPs), digital signal processing devices (DSPDs), programmable logic devices (PLDs), field programmable gate arrays (FPGAs), controllers, microcontrollers, microprocessors, or other electronic components to perform the above-described high and steep slope unequal length pile group design method.

[0220] Example 6:

[0221] Corresponding to the above method embodiments, this embodiment also provides a medium. The medium described below can be referred to in relation to the design method of unequal-length pile groups on steep slopes described above.

[0222] A medium storing a computer program, which, when executed by a processor, implements the steps of the design method for unequal-length pile groups on steep slopes as described in the above method embodiments.

[0223] The medium can specifically be any medium capable of storing program code, such as a USB flash drive, external hard drive, read-only memory (ROM), random access memory (RAM), magnetic disk, or optical disk.

[0224] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

[0225] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in the present invention should be included within the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be determined by the scope of the claims.

Claims

1. A design method of unequal-length group piles for high steep slopes, characterized by, The method comprises the following steps: Obtain the pile foundation structure, soil layer parameters and slope terrain parameters; Calculate the embedded layer stiffness based on the vertical compression stiffness of the single pile on the flat ground and the parameters of the pile foundation structure and the soil layer parameters, to obtain the embedded segment pile foundation stiffness; Derive the vertical stiffness of the slope pile foundation based on the pile foundation structure, the preset free segment pile length and the embedded segment pile foundation stiffness, to obtain the vertical stiffness model of the single pile on the slope; Calculate the free segment pile length based on the vertical stiffness model of the single pile on the slope and the slope terrain parameters, to construct the vertical stiffness model of the slope group pile; Establish the expression of the vertical stiffness model of the slope group pile and the equal stiffness group pile design based on the spatial position relationship between the slope and the pile foundation and the equal stiffness principle, to obtain the basic model of the equal stiffness design method; Calculate the embedded segment pile length of the pile foundation in the group pile based on the basic model of the equal stiffness design method, and construct the group pile design scheme in combination with the embedded segment pile length and the free segment pile length.

2. The design method of high steep slope unequal length group pile according to claim 1, characterized in that, Derive the vertical stiffness of the slope pile foundation based on the pile foundation structure, the preset free segment pile length and the embedded segment pile foundation stiffness, to obtain the vertical stiffness model of the single pile on the slope, which comprises the following steps: Obtain the pile foundation elastic modulus; Construct based on the cross-sectional area of the embedded segment pile in the pile foundation structure, the pile foundation elastic modulus and the preset free segment pile length, to obtain the free segment stiffness of the pile foundation; Couple based on the embedded segment pile foundation stiffness and the free segment stiffness of the pile foundation, to obtain the compression stiffness of the single pile on the slope, which is used as the vertical stiffness model of the single pile on the slope.

3. The design method of high steep slope unequal length group pile according to claim 1, characterized in that, Calculate the free segment pile length based on the vertical stiffness model of the single pile on the slope and the slope terrain parameters, to construct the vertical stiffness model of the slope group pile, which comprises the following steps: Analyze and construct based on the vertical stiffness model of the single pile on the slope, the parameters of the pile foundation structure and the shape in the slope terrain parameters, to obtain the relationship between the slope shape and the free segment length of the pile foundation; Calculate the free segment length of each row of the group pile based on the relationship between the slope shape and the free segment length of the pile foundation, to obtain the free segment pile length of each row; Calculate the stiffness of the embedded segment of each row of the group pile based on the embedded segment pile foundation stiffness, to obtain the embedded segment pile foundation stiffness of each row; Calculate the stiffness of the free segment of each row of the group pile based on the free segment pile foundation stiffness in the pile foundation structure, to obtain the free segment pile foundation stiffness of each row; Construct based on the free segment pile length of each row, the embedded segment pile foundation stiffness of each row and the free segment pile foundation stiffness of each row, to obtain the vertical stiffness model of the slope group pile.

4. The design method of high steep slope unequal length group pile according to claim 1, characterized in that, Establish the expression of the vertical stiffness model of the slope group pile and the equal stiffness group pile design based on the spatial position relationship between the slope and the pile foundation and the equal stiffness principle, to obtain the basic model of the equal stiffness design method, which comprises the following steps: Determine the standard pile foundation based on the vertical stiffness model of the slope group pile and the spatial position relationship between the slope and the pile foundation, to obtain the vertical stiffness of the standard pile foundation; Construct the uniform vertical stiffness value based on the spatial position relationship between the slope and the pile foundation and the equal stiffness design principle, to obtain the uniform vertical stiffness value; Construct based on the vertical stiffness of the standard pile foundation and the uniform vertical stiffness value, to obtain the equal vertical stiffness model; Adjust the vertical stiffness of each row of the pile foundation of the steep slope group pile based on the vertical stiffness model of the slope group pile, to obtain the basic model of the equal stiffness design method.

5. The design method of high steep slope unequal length group pile according to claim 1, characterized in that, The embedded layer stiffness is calculated based on the vertical compression stiffness of a single pile on flat ground and parameters of the pile foundation structure on the slope, and the embedded section pile foundation stiffness is obtained, including: The embedded section pile foundation stiffness is calculated based on the vertical compression stiffness of a single pile on flat ground and parameters of the pile foundation structure on the slope, and the slope pile foundation structure is obtained, including the embedded section pile foundation and the free section pile foundation; The embedded section pile end stiffness is obtained according to the subgrade base coefficient of the soil layer parameter and the cross-sectional area of the embedded section pile foundation; The slope slip coefficient is constructed according to the slip coefficient in the integrated stiffness method of a single pile on flat ground and the reduction coefficient of the slope on the pile side stiffness; The embedded section pile side stiffness is constructed based on the slope slip coefficient and the pile side area of the embedded section pile foundation; The embedded section pile body stiffness is constructed based on the cross-sectional area of the embedded section pile foundation and the standard row pile foundation length of the pile foundation structure; The embedded section pile foundation stiffness is constructed by combining the embedded section pile end stiffness, the embedded section pile side stiffness and the embedded section pile body stiffness.

6. A high steep slope unequal length group pile design device, characterized in that, It includes: An acquisition module is configured to acquire a pile foundation structure, soil layer parameters and slope terrain parameters; A first calculation module is configured to calculate embedded layer stiffness based on the vertical compression stiffness of a single pile on flat ground and parameters of the pile foundation structure on the slope and the soil layer parameters, and obtain embedded section pile foundation stiffness; A derivation module is configured to derive slope pile vertical stiffness based on the pile foundation structure, a preset free section pile foundation length and the embedded section pile foundation stiffness, and obtain a slope single pile vertical stiffness model; A second calculation module is configured to calculate free section pile length based on the slope single pile vertical stiffness model and the slope terrain parameters, and construct a slope group pile vertical stiffness model; A third calculation module is configured to establish an expression of the slope group pile vertical stiffness model and an equal stiffness group pile design based on the spatial position relationship between the slope and the pile foundation and the equal stiffness principle, and obtain an equal stiffness design method basic model; A fourth calculation module is configured to calculate group pile embedded section pile length based on the equal stiffness design method basic model, and construct a group pile design scheme in combination with the embedded section pile length and the free section pile length.

7. The apparatus for designing unequal length group piles for high steep slope according to claim 6, wherein, The derivation module includes: An acquisition unit is configured to acquire pile foundation elastic modulus; A construction unit is configured to construct based on the cross-sectional area of the embedded section pile foundation in the pile foundation structure, the pile foundation elastic modulus and a preset free section pile foundation length, and obtain pile foundation free section stiffness; A coupling unit is configured to couple based on the embedded section pile foundation stiffness and the pile foundation free section stiffness, and obtain slope single pile compression stiffness, which is used as the slope single pile vertical stiffness model.

8. The apparatus for designing unequal length group piles for high steep slope according to claim 6, wherein, The second calculation module includes: An analysis unit is configured to analyze and construct based on the slope single pile vertical stiffness model, parameters of the pile foundation structure and shapes in the slope terrain parameters, and obtain the relationship between the slope shape and the pile foundation free section length; A first calculation unit is configured to calculate the free section length of each row of group piles based on the relationship between the slope shape and the pile foundation free section length and the standard row pile foundation length of the pile foundation structure, and obtain the free section pile length of each row; A second calculation unit is configured to calculate the stiffness of each row of embedded sections of group piles based on the embedded section pile foundation stiffness, and obtain the embedded section pile foundation stiffness of each row. The third computing unit is configured to calculate the stiffness of each row of free section of the group pile according to the free section pile stiffness in the pile foundation structure, and obtain the pile foundation stiffness of each row of free section; The first constructing unit is configured to construct based on the pile length of each row of free section, the pile foundation stiffness of each row of embedded section and the pile foundation stiffness of each row of free section, and obtain the vertical stiffness model of the slope group pile.

9. A high steep slope unequal length group pile design device, characterized in that, The computer program is stored in the memory and executed by the processor to implement the steps of the high and steep slope unequal length group pile design method according to any one of claims 1 to 5. The computer program is stored in the memory and executed by the processor to implement the steps of the high and steep slope unequal length group pile design method according to any one of claims 1 to 5. ​ 10. A medium characterized by ​

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