Core-added mixing pile bearing capacity arrangement method and system suitable for soft soil reinforcement

Abstract

The invention discloses a cored mixing pile bearing capacity arrangement method and system suitable for soft soil reinforcement, and the method comprises the steps: generating and obtaining first data corresponding to a cored mixing pile to be arranged in the soft soil reinforcement, and generating corresponding second data according to the first data; respectively and sequentially generating third data and fourth data according to the second data in combination with the first data; based on the fourth data, the core pile penetration process is simulated in real time, and fifth data corresponding to the core pile penetration process is generated; creating a finite element model corresponding to the cored mixing pile, and simulating step-by-step loading; meanwhile, in combination with the fifth data, sixth data corresponding to the to-be-arranged cored mixing pile in soft soil reinforcement is generated; the design method and application of the cored mixing pile are expanded, the cored mixing pile can be adopted to replace a common cement mixing pile according to actual conditions, and the engineering problems that the cement mixing pile is insufficient in strength and poor in soft soil reinforcement effect are effectively solved.

Description

Technical Field

[0001] The invention belongs to the technical field of geotechnical engineering and foundation treatment, and particularly relates to a bearing capacity arrangement method and system of core mixing piles suitable for soft soil reinforcement. Background Art

[0002] Soft soil foundation is generally composed of weak clay, loose sand, organic soil, etc., and usually has the characteristics of low bearing capacity, low shear strength, high compressibility, high water content, etc. Due to the high water content and compressibility of soft soil, and the difficulty of consolidation and drainage, soft soil foundation has the disadvantages of poor stability, which has a great impact on the stability of engineering structures.

[0003] As the most commonly used foundation reinforcement method, composite foundation has the advantages of high safety factor and good economic benefits. Cement soil piles and concrete piles are usually used to reinforce the foundation in engineering, but the strength of cement mixing piles is low, which limits the improvement of single pile bearing capacity; at the same time, the pile body has low stiffness and large compression, which is controlled by the effective pile length, and the load transfer depth is limited. Concrete precast piles and bored piles have high bearing capacity, but when they are used as friction piles on soft soil layers, the lateral friction resistance provided by the soil around the pile is low. When a large part of the strength of the pile body material has not yet been exerted, the bearing capacity of the soil layer around the pile has reached its limit. The pile foundation settles too much and cannot continue to bear the load, resulting in a waste of pile body materials, which is not economical. In addition, precast piles have a soil squeezing effect, and bored piles have mud pollution problems, which have a greater impact on the environment.

[0004] In addition, the engineering community has not yet reached a clear consensus on issues such as the load transfer mechanism, bearing capacity design calculation, and settlement calculation of core-mixed piles, which are still issues that need to be urgently resolved.

[0005] Therefore, in view of the above-mentioned technical problems and defects, it is urgent to design and develop a bearing capacity arrangement method and system for core mixing piles suitable for soft soil reinforcement. Summary of the invention

[0006] In order to overcome the shortcomings and difficulties of the above-mentioned prior art, the purpose of the present invention is to provide a method and system for arranging the bearing capacity of core-mixed piles suitable for soft soil reinforcement; provide a design basis for core-mixed piles according to the ultimate bearing capacity of the pile foundation and the pile-soil stress ratio results, and arrange core-mixed piles in the soft soil layer for reinforcement.

[0007] The first object of the present invention is to provide a method for arranging the bearing capacity of core-mixed piles suitable for soft soil reinforcement; the second object of the present invention is to provide a system for arranging the bearing capacity of core-mixed piles suitable for soft soil reinforcement.

[0008] The first object of the present invention is achieved in that the method comprises the following steps:

[0009] Generate and obtain first data corresponding to the core-mixed piles to be arranged in the soft soil reinforcement, and generate corresponding second data according to the first data; wherein the first data is the original parameter data corresponding to the core-mixed piles to be arranged and located in the soft soil reinforcement; the second data is the mechanical parameter data corresponding to the first data;

[0010] According to the second data and in combination with the first data, third data and fourth data are generated in sequence respectively; wherein the third data are the elastic-plastic boundary position data generated in the cement soil under the initial confining pressure state and the radial and tangential stress data of the core pile-cement soil contact surface; the fourth data are the cement soil-pile surrounding soil boundary displacement data and the radial and tangential stress data of the contact surface between the two, as well as the elastic-plastic boundary data in the pile surrounding soil;

[0011] Based on the fourth data, the core pile penetration process is simulated in real time, and fifth data corresponding to the core pile penetration process is generated; wherein the fifth data is stress-strain response data of cement soil and soil around the pile caused by the core pile penetration obtained through numerical iteration;

[0012] A finite element model corresponding to the core-mixed mixing pile is created, and step-by-step loading is simulated; at the same time, the sixth data corresponding to the core-mixed mixing pile to be arranged in the soft soil reinforcement is generated in combination with the fifth data; wherein the sixth data is the bearing capacity arrangement data of the core-mixed mixing pile, and the bearing capacity arrangement data includes: pile end bearing capacity data, side friction resistance data and pile surrounding soil stress data.

[0013] Further, the generating and acquiring of first data corresponding to the cored mixing piles to be arranged in the soft soil reinforcement, and generating corresponding second data according to the first data, further includes:

[0014] The cement soil radius and depth data, the radius and depth data of the soil around the pile, the mechanical parameter data of the soil and the outer boundary confining pressure data of the soil around the pile corresponding to the core mixing pile to be arranged in the soft soil reinforcement are generated and obtained respectively.

[0015] Further, the generating of the third data and the fourth data in sequence according to the second data and in combination with the first data also includes:

[0016] Based on the third data and in combination with the theoretical equilibrium relationship of pore expansion, it is determined in real time whether the following equation is satisfied. If so, the next step is executed; otherwise, the data is acquired again and determined; wherein the equation is:

[0017] σ r -h=K p (σ θ -h) (1)

[0018] Where: r , σθ are radial and tangential stresses respectively; K p is the friction coefficient;

[0019] The position data of the elastic-plastic boundary theory solution in cement soil corresponding to the core mixing piles to be arranged in the soft soil reinforcement are generated in real time.

[0020] Further, the generating of the third data and the fourth data in sequence according to the second data and in combination with the first data also includes:

[0021] Calculate and generate radial stress data of the core pile-cement soil mixing pile contact surface; the calculation formula is as follows:

[0022]

[0023] Where: p0 is the initial confining pressure of the input parameter; f(m) is the stress attenuation function from the elastic-plastic boundary, and its expression is:

[0024]

[0025] Where: C BD The value varies with the boundary conditions.

[0026] Further, the generating of the third data and the fourth data in sequence according to the second data and in combination with the first data also includes:

[0027] Generate and obtain squeezed data corresponding to the core pile penetrating into cement soil, and calculate and generate corresponding cement soil-pile surrounding soil boundary displacement and initial boundary ratio data in real time based on the squeezed data; wherein the calculation formula is:

[0028]

[0029] Where: radial stress σ on the elastic-plastic boundary R for:

[0030] σ R =-h+(h+σ c )f(m) (18)

[0031] Where: c It is the boundary pressure.

[0032] Furthermore, the real-time simulation of the core pile penetration process based on the fourth data and the generation of fifth data corresponding to the core pile penetration process also includes:

[0033] Calculate and generate radial stress data and tangential stress data corresponding to cement soil or soil around piles respectively; wherein: the radial stress data includes radial stress data in plastic region and radial stress data in elastic region; the tangential stress data includes tangential stress data in plastic region and tangential stress data in elastic region;

[0034] According to the radial stress data and the tangential stress data, the displacement and stress distribution curves of the cement soil and the soil around the pile after the core pile is penetrated are drawn.

[0035] Further, the creation of a finite element model corresponding to the cored mixing piles and simulation of step-by-step loading; and combining the fifth data to generate sixth data corresponding to the cored mixing piles to be arranged in the soft soil reinforcement, also includes:

[0036] According to the sixth data, seventh data corresponding to the core mixing piles to be arranged in the soft soil reinforcement is generated; wherein the seventh data is the updated cement soil-pile surrounding soil contact surface displacement data.

[0037] The second object of the present invention is achieved in this way: the system is applied to the bearing capacity arrangement method of the core mixing pile suitable for soft soil reinforcement, and the system comprises:

[0038] A first data generating unit is used to generate and obtain first data corresponding to the core mixing piles to be arranged in the soft soil reinforcement, and generate corresponding second data according to the first data; wherein the first data is original parameter data corresponding to the core mixing piles to be arranged and located in the soft soil reinforcement; the second data is mechanical parameter data corresponding to the first data;

[0039] The second data generating unit is used to generate third data and fourth data in sequence according to the second data and in combination with the first data; wherein the third data is the elastic-plastic boundary position data generated in the cement soil under the initial confining pressure state and the radial and tangential stress data of the core pile-cement soil contact surface; the fourth data is the cement soil-pile surrounding soil boundary displacement data and the radial and tangential stress data of the contact surface between the two, as well as the elastic-plastic boundary data in the pile surrounding soil;

[0040] A third data generating unit is used to simulate the core pile penetration process in real time based on the fourth data, and generate fifth data corresponding to the core pile penetration process; wherein the fifth data is stress-strain response data of cement soil and soil around the pile caused by the core pile penetration obtained through numerical iteration;

[0041] The fourth data generating unit is used to create a finite element model corresponding to the core-mixed mixing piles and simulate step-by-step loading; at the same time, combined with the fifth data, the sixth data corresponding to the core-mixed mixing piles to be arranged in the soft soil reinforcement is generated; wherein the sixth data is the bearing capacity arrangement data of the core-mixed mixing piles, and the bearing capacity arrangement data includes: pile end bearing capacity data, side friction resistance data and pile surrounding soil stress data.

[0042] Furthermore, the first data generating unit further includes:

[0043] The first data generation module is used to respectively generate and obtain the cement soil radius and depth data, the radius and depth data of the soil around the pile, the mechanical parameter data of the soil and the outer boundary confining pressure data of the soil around the pile corresponding to the core mixing pile to be arranged in the soft soil reinforcement;

[0044] And / or, the second data generating unit further includes:

[0045] The first data determination module is used to determine in real time whether the following equation is satisfied based on the third data and in combination with the theoretical equilibrium relationship of pore expansion; wherein the equation is:

[0046] σ r -h=K p (σ θ -h) (1)

[0047] Where: r , σ θ are radial and tangential stresses respectively; K p is the friction coefficient;

[0048] The second data generation module is used to generate in real time the position data of the elastic-plastic boundary theory solution in cement soil corresponding to the core mixing piles to be arranged in the soft soil reinforcement;

[0049] And / or, the third data generating unit further includes:

[0050] The third data generation module is used to calculate and generate radial stress data and tangential stress data corresponding to cement soil or soil around piles, respectively; wherein: the radial stress data includes radial stress data in the plastic region and radial stress data in the elastic region; the tangential stress data includes tangential stress data in the plastic region and tangential stress data in the elastic region;

[0051] A fourth data generation module is used to draw and generate displacement and stress distribution curves of cement soil and soil around the pile after the core pile is penetrated according to the radial stress data and the tangential stress data;

[0052] And / or, the fourth data generating unit further includes:

[0053] The fifth data generation module is used to generate seventh data corresponding to the core mixing piles to be arranged in the soft soil reinforcement according to the sixth data; wherein the seventh data is the updated cement soil-pile surrounding soil contact surface displacement data.

[0054] Furthermore, the second data generating unit further includes:

[0055] The first calculation generation module is used to calculate and generate radial stress data of the core pile-cement soil mixing pile contact surface; wherein the calculation formula is as follows:

[0056]

[0057] Where: p0 is the initial confining pressure of the input parameter; f(m) is the stress attenuation function from the elastic-plastic boundary, and its expression is:

[0058]

[0059] Where: C BD The value varies with different boundary conditions;

[0060] And / or, the second data generating unit further includes:

[0061] The second calculation and generation module is used to generate and obtain the squeezed data corresponding to the core pile penetrating the cement soil, and to calculate and generate the corresponding cement soil-pile surrounding soil boundary displacement and initial boundary ratio data in real time based on the squeezed data; wherein the calculation formula is:

[0062]

[0063] Where: radial stress σ on the elastic-plastic boundary R for:

[0064] σ R =-h+(h+σ c )f(m) (18)

[0065] Where: c It is the boundary pressure.

[0066] The present invention generates and obtains first data corresponding to the core mixing piles to be arranged in the soft soil reinforcement through a method, and generates corresponding second data according to the first data; wherein the first data is the original parameter data corresponding to the core mixing piles to be arranged and located in the soft soil reinforcement; the second data is the mechanical parameter data corresponding to the first data; according to the second data and in combination with the first data, third data and fourth data are generated in sequence respectively; wherein the third data is the elastic-plastic boundary position data generated in the cement soil under the initial confining pressure state and the radial and tangential stress data of the core pile-cement soil contact surface; the fourth data is the cement soil-pile surrounding soil boundary displacement data and the radial and tangential stress data of the contact surface between the two, as well as the elastic-plastic boundary data in the soil surrounding the pile; based on the fourth data, the core pile penetration process is simulated in real time, and the fifth data corresponding to the core pile penetration process is generated; wherein the fifth data is the cement soil and pile surrounding soil stresses caused by the core pile penetration obtained through numerical iteration. strain response data; create a finite element model corresponding to the cored mixing pile, and simulate step-by-step loading; at the same time, combine the fifth data to generate the sixth data corresponding to the cored mixing pile to be arranged in the soft soil reinforcement; wherein the sixth data is the bearing capacity arrangement data of the cored mixing pile, and the bearing capacity arrangement data includes: pile end bearing capacity data, side friction resistance data and pile surrounding soil stress data, as well as a system corresponding to the method, to realize the separation of the core pile and the cement soil pile in the cored mixing pile, and to consider the interaction and deformation characteristics between the core pile-cement pile-pile surrounding soil by combining the small hole expansion theory and the Mohr-Coulomb constitutive model; restore the whole process of the cored mixing pile, extract the stress-strain response of the cement pile area and the pile surrounding soil area, and the obtained boundary deformation provides support for the establishment of the finite element model; expand the design method and application of the cored mixing pile, and can use the cored mixing pile instead of the ordinary cement mixing pile according to the actual situation, effectively solving the engineering problem of insufficient strength of the cement mixing pile and poor soft soil reinforcement effect. BRIEF DESCRIPTION OF THE DRAWINGS

[0067] In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the following briefly introduces the drawings required for use in the description of the embodiments. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0068] Figure 1 A schematic flow chart of a method for designing the bearing capacity of a cored mixing pile provided in accordance with an embodiment of the present invention, which is suitable for arranging the bearing capacity of a cored mixing pile for reinforcing soft soil;

[0069] Figure 2 It is a schematic diagram of a finite element model for testing the bearing capacity of a core-mixed pile according to an embodiment of the present invention, which is suitable for arranging the bearing capacity of a core-mixed pile for soft soil reinforcement;

[0070] Figure 3 It is a schematic flow chart of a method for arranging the bearing capacity of a core-mixed pile suitable for reinforcing soft soil in the present invention;

[0071] Figure 4 This is a schematic diagram of the bearing capacity arrangement system architecture of a core-mixed pile suitable for soft soil reinforcement according to the present invention;

[0072] In the figure:

[0073] 1-core pile; 2-cement soil pile; 3-soil around pile; 4-step loading method.

[0074] The purpose, features and advantages of the present invention will be further described with reference to the accompanying drawings in conjunction with the embodiments. DETAILED DESCRIPTION

[0075] In order to better understand the purpose, technical solutions and advantages of the present invention, the present invention is further described below in conjunction with the accompanying drawings and specific implementation methods. Those skilled in the art can easily understand other advantages and effects of the present invention from the contents disclosed in this specification.

[0076] The present invention may also be implemented or applied through other different specific examples, and the details in this specification may also be modified and changed in various ways based on different viewpoints and applications without departing from the spirit of the present invention.

[0077] It should be noted that if the embodiments of the present invention involve directional indications (such as up, down, left, right, front, back, etc.), the directional indications are only used to explain the relative position relationship, movement status, etc. between the components under a certain specific posture (as shown in the accompanying drawings). If the specific posture changes, the directional indication will also change accordingly.

[0078] In addition, if there are descriptions involving "first", "second", etc. in the embodiments of the present invention, the descriptions of "first", "second", etc. are only used for descriptive purposes and cannot be understood as indicating or suggesting their relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include at least one of the features. Secondly, the technical solutions between the various embodiments can be combined with each other, but they must be based on the ability of ordinary technicians in the field to implement them. When the combination of technical solutions is contradictory or cannot be implemented, it should be deemed that such a combination of technical solutions does not exist and is not within the scope of protection required by the present invention.

[0079] like Figure 1-Figure 3 As shown, the present invention provides a bearing capacity arrangement method for core mixing piles suitable for soft soil reinforcement, and the method comprises the following steps:

[0080] S01, generating and acquiring first data corresponding to the core-mixed piles to be arranged in the soft soil reinforcement, and generating corresponding second data according to the first data; wherein the first data is original parameter data corresponding to the core-mixed piles to be arranged and located in the soft soil reinforcement; the second data is mechanical parameter data corresponding to the first data;

[0081] S02, according to the second data, and in combination with the first data, respectively and sequentially generate third data and fourth data; wherein the third data is the elastic-plastic boundary position data generated in the cement soil under the initial confining pressure state and the radial and tangential stress data of the core pile-cement soil contact surface; the fourth data is the cement soil-pile surrounding soil boundary displacement data and the radial and tangential stress data of the contact surface between the two, as well as the elastic-plastic boundary data in the pile surrounding soil;

[0082] S03, based on the fourth data, simulating the core pile penetration process in real time, and generating fifth data corresponding to the core pile penetration process; wherein the fifth data is stress-strain response data of cement soil and soil around the pile caused by the core pile penetration obtained through numerical iteration;

[0083] S04. Create a finite element model corresponding to the core-mixed mixing piles and simulate step-by-step loading; and combine the fifth data to generate sixth data corresponding to the core-mixed mixing piles to be arranged in soft soil reinforcement; wherein the sixth data is the bearing capacity arrangement data of the core-mixed mixing piles, and the bearing capacity arrangement data includes: pile end bearing capacity data, side friction resistance data and pile surrounding soil stress data.

[0084] The method of generating and acquiring first data corresponding to the core mixing piles to be arranged in the soft soil reinforcement, and generating corresponding second data according to the first data, further includes:

[0085] S011. Generate and obtain the cement soil radius and depth data, pile surrounding soil radius and depth data, soil mechanical parameter data and pile surrounding soil outer boundary confining pressure data corresponding to the core mixing piles to be arranged in soft soil reinforcement.

[0086] The method of generating third data and fourth data in sequence according to the second data and in combination with the first data further includes:

[0087] S021. Based on the third data and in combination with the theoretical equilibrium relationship of pore expansion, determine in real time whether the following equation is satisfied. If satisfied, execute the next step; otherwise, reacquire data and determine; wherein the equation is:

[0088] σ r -h=K p (σ θ -h) (1)

[0089] Where: r , σ θ are radial and tangential stresses respectively; K p is the friction coefficient;

[0090] S022. Generate in real time the position data of the elastoplastic boundary theory solution in cement soil corresponding to the core mixing piles to be arranged in the soft soil reinforcement.

[0091] The method of generating third data and fourth data in sequence according to the second data and in combination with the first data further includes:

[0092] S023. Calculate and generate radial stress data of the contact surface between the core pile and cement soil mixing pile; the specific calculation formula is as follows:

[0093]

[0094] Where: p0 is the initial confining pressure of the input parameter; f(m) is the stress attenuation function from the elastic-plastic boundary, and its expression is:

[0095]

[0096] Where: C BD The value varies with the boundary conditions.

[0097] The method of generating third data and fourth data in sequence according to the second data and in combination with the first data further includes:

[0098] S024, generating and acquiring squeezed data corresponding to the core pile penetrating into cement soil, and generating corresponding cement soil-pile surrounding soil boundary displacement and initial boundary ratio data in real time based on the squeezed data; wherein the calculation formula is:

[0099]

[0100] Where: radial stress σ on the elastic-plastic boundary R for:

[0101] σ R =-h+(h+σ c )f(m) (18)

[0102] Where: c It is the boundary pressure.

[0103] The method of simulating the core pile penetration process in real time based on the fourth data and generating fifth data corresponding to the core pile penetration process further includes:

[0104] S031, respectively calculating and generating radial stress data and tangential stress data corresponding to cement soil or soil around piles; wherein: the radial stress data includes radial stress data in plastic region and radial stress data in elastic region; the tangential stress data includes tangential stress data in plastic region and tangential stress data in elastic region;

[0105] S032. Draw, based on the radial stress data and the tangential stress data, a displacement and stress distribution curve of the cement soil and the soil around the pile after the core pile is penetrated.

[0106] The method of creating a finite element model corresponding to the cored mixing piles and simulating step-by-step loading, and combining the fifth data to generate sixth data corresponding to the cored mixing piles to be arranged in the soft soil reinforcement, also includes:

[0107] S041. Generate seventh data corresponding to the core mixing piles to be arranged in the soft soil reinforcement according to the sixth data; wherein the seventh data is the updated displacement data of the cement soil-pile surrounding soil contact surface.

[0108] Specifically, in an embodiment of the present invention, a method and system for designing the bearing capacity of a cored mixing pile are provided, which are characterized by comprising the following steps:

[0109] Step S1, designing a core-mixed pile, including a core pile and a cement-mixed pile, wherein the inner core pile is embedded in the outer cement-mixed pile, and the outer cement-mixed pile forms a rough contact surface with the soil around the pile through the core pile compaction and expansion, and the pile-soil interaction forms a composite pile foundation; the core-mixed pile design includes the diameter and length of the core pile and the cement-mixed pile, the mechanical parameters of the soil around the pile, and the influence of the boundary confining pressure is considered;

[0110] Step S2, calculating the elastic-plastic boundary position generated in the cement soil under the initial confining pressure state and the radial and tangential stresses at the core pile-cement soil contact surface;

[0111] Step S3, calculating the boundary displacement between cement soil and soil around the pile and the radial and tangential stresses at the contact surface between the two, as well as the elastic-plastic boundary in the soil around the pile;

[0112] Step S4, updating the obtained cement soil-pile surrounding soil contact surface stress to the initial confining pressure of the cement soil, setting the cement soil pore expansion parameter to simulate the core pile penetration process; obtaining the stress-strain response of the cement soil and the pile surrounding soil caused by the core pile penetration through numerical iteration;

[0113] Step S5, extract the displacement field of cement soil and soil around the pile caused by the penetration of the core pile, create a finite element model to simulate step-by-step loading, analyze and extract the pile end bearing capacity, lateral friction resistance, and stress distribution of the soil around the pile; design according to the bearing capacity of the core-mixed pile and the pile-soil stress ratio as reference indicators.

[0114] As a preferred embodiment of the present invention, in step S1, the input parameters include: radius and depth of cement soil, radius and depth of soil around pile, mechanical parameters of soil and outer boundary confining pressure of soil around pile. The effect of restoring soil around pile as infinite medium can be achieved by setting a sufficiently large radius of soil around pile; setting outer boundary confining pressure can restore the error caused by size effect of small-scale indoor test. This design method and system can complete the simulation of concentric small hole expansion of two different media under boundary conditions of zero displacement or constant confining pressure.

[0115] As a preferred embodiment of the present invention, the solution of the elastoplastic boundary of cement soil in step S2 needs to be combined with the equilibrium equation of the pore expansion theory, that is, equation (1):

[0116] σ r -h=K p (σ θ -h) (1)

[0117] In formula (1): r , σ θ are radial and tangential stresses respectively; K p is the friction coefficient, and its calculation formula is shown in formula (2):

[0118]

[0119] In formula (2), φ is the friction angle; in formula (1), h is the strength parameter of the soil. The calculation formula is shown in formula (3):

[0120]

[0121] In formula (3): uni is the uniaxial compressive strength, calculated as follows:

[0122]

[0123] In formula (4), c is the soil cohesion.

[0124] The non-associated flow criterion formula (5) combined with the Mohr-Coulomb model is:

[0125]

[0126] In formula (5): are radial and tangential plastic strain increments respectively; k is the theoretical calculation parameter of small hole expansion. For spherical small hole expansion, k is 2, and for cylindrical expansion, k is 1; K d is the expansion coefficient, and its calculation formula is shown in formula (6):

[0127]

[0128] In formula (6), ψ is the expansion angle.

[0129] The tangential and radial strain increments are calculated by formula (7):

[0130]

[0131] In formula (7): are the tangential and radial strain increments respectively; v is the radial displacement velocity.

[0132] Combining equations (5) and (7) with Hooke's law, the yield surface equation is:

[0133]

[0134] In formula (8), G is the shear modulus, and the calculation formula is shown in formula (9):

[0135]

[0136] In formula (9): E is Young's modulus.

[0137] In formula (8), ξ is the ratio of the elastic-plastic yield surface position of the soil to the aperture a; λ is a dimensionless parameter, and its expression is:

[0138]

[0139] In formula (10), μ is the Poisson’s ratio of soil.

[0140] By solving the nonhomogeneous equation (8), the location of the theoretical solution of the elastic-plastic boundary in cement soil is determined.

[0141] As a preferred embodiment of the present invention, the radial stress σ of the contact surface between the core pile and the cement soil mixing pile in step S2 is rA The calculation method is as follows:

[0142]

[0143] In formula (11), p0 is the initial confining pressure of the input parameter; f(m) is the stress attenuation function from the elastic-plastic boundary, which is expressed as formula (12):

[0144]

[0145] In formula 11: C BD The value varies with different boundary conditions, specifically, formula (13) and (14):

[0146] Under constant confining pressure:

[0147] C BD =-1 (13)

[0148] In the case of zero boundary displacement:

[0149]

[0150] In formula (11), m is the size effect parameter, and its calculation formula is formula (15):

[0151]

[0152] In formula (10), β is the stress index in the plastic zone, and its calculation formula is formula (16):

[0153]

[0154] As a preferred embodiment of the present invention, in step S3, as the core pile penetrates the cement soil and is squeezed, the ratio of the displacement of the cement soil-pile soil boundary to the initial boundary b / b0 is calculated as follows:

[0155]

[0156] In formula (17): the radial stress σ on the elastic-plastic boundary R for:

[0157] σ R =-h+(h+σ c )f(m) (18)

[0158] In formula (18): c It is the boundary pressure.

[0159] When the core pile diameter is relatively large, there is a situation of full plasticity in the cement soil area during the penetration process. The ratio of the displacement of the cement soil-pile soil boundary to the initial boundary is b / b0, which is calculated as follows:

[0160]

[0161] The calculation formula of γ is shown in formula (20):

[0162]

[0163] As a preferred embodiment of the present invention, in step S4, the updated σ c and b. using the calculation method described in claim 3 to obtain the elastic-plastic boundary in the soil around the pile, and using the calculation method of claim 4 to obtain the stress at the cement soil-pile soil contact surface, and updating the stress numerical result to the confining pressure on the cement soil for cyclic iterative calculation.

[0164] As a preferred embodiment of the present invention, in step S4, the stress distribution calculation formula in cement soil and soil around piles is as follows:

[0165] Plastic region radial stress and tangential stress The expression is shown in formula (21):

[0166]

[0167] Elastic region radial stress and tangential stress The expression is shown in formula (22):

[0168]

[0169] According to equations (21) and (22), the displacement and stress distribution curves of cement soil and soil around the pile after the core pile is penetrated can be extracted and plotted.

[0170] As a preferred embodiment of the present invention, in step S5, the cement soil size in the finite element model parameters of the core pile foundation bearing capacity is designed using the design method described in any one of claims 3-8 and the cement soil-pile surrounding soil contact surface displacement is extracted as the new contact surface.

[0171] In a second aspect, an embodiment of the present invention further provides a design system for the bearing capacity of a cored mixing pile, the system comprising: a structural design module and a parameter design module; wherein:

[0172] The core mixing pile geometric structure model constructed by the structural design module includes core piles and cement soil piles, wherein the cross section of the core pile can be designed to be cylindrical, wedge-shaped, or square, and the core pile can be a reinforced concrete pile, an open pipe pile, or a closed pipe pile;

[0173] The parameter design module includes: cement soil elastic-plastic boundary calculation submodule, core pile-cement soil contact surface stress calculation submodule, cement soil-pile surrounding soil contact surface displacement calculation submodule, cement soil-pile surrounding soil contact surface stress calculation submodule, pile surrounding soil elastic-plastic boundary calculation submodule, cement soil and pile surrounding soil stress and strain distribution calculation submodule, core mixing pile bearing capacity finite element analysis submodule and parameter output submodule; wherein,

[0174] The cement-soil elastic-plastic boundary calculation submodule is used to calculate the location where the cement-soil region elastic-plastic boundary appears ξ aR ;

[0175] The core pile-cement soil contact surface stress calculation submodule is used to calculate the stress of the cement soil area according to the elastic-plastic boundary ξ aR Calculate the radial stress σ at the core pile-cement soil interface (plastic zone) ra and the tangential stress σ θa ;

[0176] The cement soil-pile surrounding soil contact surface displacement calculation submodule is used to calculate the cement soil-pile surrounding soil boundary displacement caused by the core pile penetration process and the initial boundary ratio b / b0, and send the result to the core mixing pile bearing capacity finite element analysis submodule;

[0177] The cement soil-pile surrounding soil contact surface stress calculation submodule is used to calculate the radial stress σ of the cement soil-pile surrounding soil contact surface rb and the tangential stress σ θb , and sending the result to the core pile-cement soil contact surface stress calculation submodule;

[0178] The pile surrounding soil elastic-plastic boundary calculation submodule is used to calculate the location of the pile surrounding soil elastic-plastic boundary according to the boundary compression displacement as the beginning of another group of small hole expansion. bR ;

[0179] The cement soil and pile surrounding soil stress and strain distribution calculation submodule is used to calculate the full range radial stress σ of the cement soil and pile surrounding soil. r and the tangential stress σ θ size;

[0180] The core-mixed pile bearing capacity finite element analysis submodule is used to establish a more accurate core-mixed pile structure and size after the core pile is penetrated, simulate the pile foundation bearing capacity test to load the pile top step by step after the ground stress is balanced, analyze the load-settlement results, analyze the ultimate bearing capacity of the pile foundation and the pile-soil stress ratio to evaluate whether the pile-soil interaction is optimal, and send the parameters to the parameter output submodule;

[0181] The parameter output submodule is used to output the ultimate bearing capacity of the designed core-mixed pile and the pile-soil stress ratio results.

[0182] That is to say, the scheme of the present invention is based on how to widely use core-mixed piles in the prior art for foundation reinforcement of deep soft soil layers. An embodiment of the present invention provides a design calculation for the bearing capacity of core-mixed piles, which comprehensively considers two materials: cement soil and soil around the pile, and calculates the stress-strain response of the soil area around the pile and the cement soil area based on the small hole expansion theory and the Mohr-Coulomb failure criterion. The effect of core pile penetration on the reinforcement mechanism of core-mixed piles is determined based on the movement of the contact surface between the two media, and a finite element model is established to update the area ratio of core piles and cement-mixed piles for bearing capacity testing and analysis.

[0183] like Figure 1-2 As shown, the bearing capacity design method of the core-mixed pile includes the following steps:

[0184] Step S1, design as Figure 2The core-mixed pile structure shown includes a core pile 1, a cement pile 2 and soil around the pile 3, wherein the inner core pile is embedded in the outer cement-mixed pile, and the outer cement-mixed pile forms a rough contact surface with the soil around the pile through the compaction and expansion of the core pile, and the pile-soil interacts to form a composite pile foundation; the design of the core-mixed pile includes the diameter and length of the core pile and the cement-mixed pile, the mechanical parameters of the soil around the pile, and the influence of the boundary confining pressure is considered.

[0185] Step S2, calculating the elastic-plastic boundary position generated in the cement soil under the initial confining pressure state and the radial and tangential stresses at the core pile-cement soil contact surface.

[0186] In this step, the pore expansion theory and the Mohr-Coulomb failure criterion are used to calculate the elastic-plastic boundary R generated by the core pile penetration in the cement soil part. A According to the location of the elastic-plastic boundary, the elastic-plastic boundary attenuation function is introduced to calculate the stress magnitude of the cement-soil pile-core pile contact surface.

[0187] Specifically, the elastic-plastic boundary position of the cement-soil region is calculated according to formulas (1) to (10):

[0188] The solution of the elastic-plastic boundary of cement soil needs to be combined with the equilibrium equation of the small hole expansion theory, that is, formula (1):

[0189] σ r -h=K p (σ θ -h) (1)

[0190] In formula (1): r , σ θ are radial and tangential stresses respectively; K p is the friction coefficient, and its calculation formula is shown in formula (2):

[0191]

[0192] In formula (2): is the friction angle; in formula (1), h is the strength parameter of the soil, and the calculation formula is shown in formula (3):

[0193]

[0194] In formula (3): uni is the uniaxial compressive strength, calculated as follows:

[0195]

[0196] In formula (4), c is the soil cohesion.

[0197] The non-associated flow criterion formula (5) combined with the Mohr-Coulomb model is:

[0198]

[0199] In formula (5): are radial and tangential plastic strain increments respectively; k is the theoretical calculation parameter of small hole expansion. For spherical small hole expansion, k is 2, and for cylindrical expansion, k is 1; K d is the expansion coefficient, and its calculation formula is shown in formula (6):

[0200]

[0201] In formula (6): is the expansion angle.

[0202] The tangential and radial strain increments are calculated by formula (7):

[0203]

[0204] In formula (7): are the tangential and radial strain increments respectively; v is the radial displacement velocity.

[0205] Combining equations (5) and (7) with Hooke's law, the yield surface equation is:

[0206]

[0207] In formula (8), G is the shear modulus, and the calculation formula is shown in formula (9):

[0208]

[0209] In formula (9): E is Young's modulus.

[0210] In formula (8), ξ is the ratio of the elastic-plastic yield surface position of the soil to the aperture a; λ is a dimensionless parameter, and its expression is:

[0211]

[0212] In formula (10), μ is the Poisson’s ratio of soil.

[0213] By solving the nonhomogeneous equation (8), the location of the theoretical solution of the elastic-plastic boundary in cement soil is determined.

[0214] The radial stress σ of the contact surface between the core pile and the cement soil mixing pile in step S2 rA The calculation method is as follows:

[0215]

[0216] In formula (11), p0 is the initial confining pressure of the input parameter; f(m) is the stress attenuation function from the elastic-plastic boundary, which is expressed as formula (12):

[0217]

[0218] In formula 11: C BD The value varies with different boundary conditions, specifically, formula (13) and (14):

[0219] Under constant confining pressure:

[0220] C BD =-1 (13)

[0221] In the case of zero boundary displacement:

[0222]

[0223] In formula (11), m is the size effect parameter, and its calculation formula is formula (15):

[0224]

[0225] In formula (10), β is the stress index in the plastic zone, and its calculation formula is formula (16):

[0226]

[0227] Step S3, calculating the boundary displacement between cement soil and soil around the pile and the radial and tangential stresses at the contact surface between the two; and the elastic-plastic boundary in the soil around the pile.

[0228] In this step, the displacement of the cement soil-pile soil boundary caused by the core pile penetrating into the cement soil is compared with the initial boundary by the ratio b / b0, which is calculated as follows:

[0229]

[0230] In formula (17): the radial stress σ on the elastic-plastic boundary R for:

[0231] σ R =-h+(h+σ c )f(m) (18)

[0232] In formula (18): c It is the boundary pressure.

[0233] When the core pile diameter is relatively large, there is a situation of full plasticity in the cement soil area during the penetration process. The ratio of the displacement of the cement soil-pile soil boundary to the initial boundary is b / b0, which is calculated as follows:

[0234]

[0235] The calculation formula of γ is shown in formula (20):

[0236]

[0237] Step S4, updating the obtained cement soil-pile surrounding soil contact surface stress to the initial confining pressure of the cement soil, setting the cement soil pore expansion parameters to simulate the core pile penetration process; and obtaining the stress-strain response of the cement soil and the pile surrounding soil caused by the core pile penetration through numerical iteration.

[0238] In this step, the stress distribution in cement soil and soil around piles is calculated as follows:

[0239] Plastic region radial stress and tangential stress The expression is shown in formula (21):

[0240]

[0241] Elastic region radial stress and tangential stress The expression is shown in formula (22):

[0242]

[0243] According to equations (21) and (22), the displacement and stress distribution curves of cement soil and soil around the pile after the core pile is penetrated can be extracted and plotted.

[0244] Step S5, extract the displacement field of cement soil and soil around the pile caused by the penetration of the core pile, create a finite element model to simulate step-by-step loading, analyze and extract the pile end bearing capacity, lateral friction resistance, and stress distribution of the soil around the pile; design according to the bearing capacity of the core-mixed pile and the pile-soil stress ratio as reference indicators.

[0245] In addition, an embodiment of the present invention further provides a design system for the bearing capacity of a cored mixing pile, the system comprising: a structural design module and a parameter design module; wherein:

[0246] The core mixing pile geometric structure model constructed by the structural design module includes core piles and cement soil piles, wherein the cross section of the core pile can be designed to be cylindrical, wedge-shaped, or square, and the core pile can be a reinforced concrete pile, an open pipe pile, or a closed pipe pile;

[0247] The parameter design module includes: cement soil elastic-plastic boundary calculation submodule, core pile-cement soil contact surface stress calculation submodule, cement soil-pile surrounding soil contact surface displacement calculation submodule, cement soil-pile surrounding soil contact surface stress calculation submodule, pile surrounding soil elastic-plastic boundary calculation submodule, cement soil and pile surrounding soil stress and strain distribution calculation submodule, core mixing pile bearing capacity finite element analysis submodule and parameter output submodule; wherein,

[0248] The cement-soil elastic-plastic boundary calculation submodule is used to calculate the location where the cement-soil region elastic-plastic boundary appears ξaR ;

[0249] The core pile-cement soil contact surface stress calculation submodule is used to calculate the stress of the cement soil area according to the elastic-plastic boundary ξ aR Calculate the radial stress σ at the core pile-cement soil interface (plastic zone) ra and the tangential stress σ θa ;

[0250] The cement soil-pile surrounding soil contact surface displacement calculation submodule is used to calculate the cement soil-pile surrounding soil boundary displacement caused by the core pile penetration process and the initial boundary ratio b / b0, and send the result to the core mixing pile bearing capacity finite element analysis submodule;

[0251] The cement soil-pile surrounding soil contact surface stress calculation submodule is used to calculate the radial stress σ of the cement soil-pile surrounding soil contact surface rb and the tangential stress σ θb , and sending the result to the core pile-cement soil contact surface stress calculation submodule;

[0252] The pile surrounding soil elastic-plastic boundary calculation submodule is used to calculate the location of the pile surrounding soil elastic-plastic boundary according to the boundary compression displacement as the beginning of another group of small hole expansion. bR ;

[0253] The cement soil and pile surrounding soil stress and strain distribution calculation submodule is used to calculate the full range radial stress σ of the cement soil and pile surrounding soil. r and the tangential stress σ θ size;

[0254] The core-mixed pile bearing capacity finite element analysis submodule is used to establish a more accurate core-mixed pile structure and size after the core pile is penetrated, simulate the pile foundation bearing capacity test to load the pile top step by step after the ground stress is balanced, analyze the load-settlement results, analyze the ultimate bearing capacity of the pile foundation and the pile-soil stress ratio to evaluate whether the pile-soil interaction is optimal, and send the parameters to the parameter output submodule;

[0255] The parameter output submodule is used to output the ultimate bearing capacity of the designed core-mixed pile and the pile-soil stress ratio results.

[0256] To achieve the above object, the present invention also provides a bearing capacity arrangement system for cored mixing piles suitable for soft soil reinforcement, wherein the system is applied to the bearing capacity arrangement method for cored mixing piles suitable for soft soil reinforcement, such as Figure 4 As shown, the system specifically includes:

[0257] A first data generating unit is used to generate and obtain first data corresponding to the core mixing piles to be arranged in the soft soil reinforcement, and generate corresponding second data according to the first data; wherein the first data is original parameter data corresponding to the core mixing piles to be arranged and located in the soft soil reinforcement; the second data is mechanical parameter data corresponding to the first data;

[0258] The second data generating unit is used to generate third data and fourth data in sequence according to the second data and in combination with the first data; wherein the third data is the elastic-plastic boundary position data generated in the cement soil under the initial confining pressure state and the radial and tangential stress data of the core pile-cement soil contact surface; the fourth data is the cement soil-pile surrounding soil boundary displacement data and the radial and tangential stress data of the contact surface between the two, as well as the elastic-plastic boundary data in the pile surrounding soil;

[0259] A third data generating unit is used to simulate the core pile penetration process in real time based on the fourth data, and generate fifth data corresponding to the core pile penetration process; wherein the fifth data is stress-strain response data of cement soil and soil around the pile caused by the core pile penetration obtained through numerical iteration;

[0260] The fourth data generating unit is used to create a finite element model corresponding to the core-mixed mixing piles and simulate step-by-step loading; at the same time, combined with the fifth data, the sixth data corresponding to the core-mixed mixing piles to be arranged in the soft soil reinforcement is generated; wherein the sixth data is the bearing capacity arrangement data of the core-mixed mixing piles, and the bearing capacity arrangement data includes: pile end bearing capacity data, side friction resistance data and pile surrounding soil stress data.

[0261] The first data generating unit further includes:

[0262] The first data generation module is used to respectively generate and obtain the cement soil radius and depth data, the radius and depth data of the soil around the pile, the mechanical parameter data of the soil and the outer boundary confining pressure data of the soil around the pile corresponding to the core mixing pile to be arranged in the soft soil reinforcement;

[0263] And / or, the second data generating unit further includes:

[0264] The first data determination module is used to determine in real time whether the following equation is satisfied based on the third data and in combination with the theoretical equilibrium relationship of pore expansion; wherein the equation is:

[0265] σ r -h=K p (σ θ -h) (1)

[0266] Where: r , σ θ are radial and tangential stresses respectively; Kp is the friction coefficient;

[0267] The second data generation module is used to generate in real time the position data of the elastic-plastic boundary theory solution in cement soil corresponding to the core mixing piles to be arranged in the soft soil reinforcement;

[0268] And / or, the third data generating unit further includes:

[0269] The third data generation module is used to calculate and generate radial stress data and tangential stress data corresponding to cement soil or soil around piles, respectively; wherein: the radial stress data includes radial stress data in the plastic region and radial stress data in the elastic region; the tangential stress data includes tangential stress data in the plastic region and tangential stress data in the elastic region;

[0270] A fourth data generation module is used to draw and generate displacement and stress distribution curves of cement soil and soil around the pile after the core pile is penetrated according to the radial stress data and the tangential stress data;

[0271] And / or, the fourth data generating unit further includes:

[0272] The fifth data generation module is used to generate seventh data corresponding to the core mixing piles to be arranged in the soft soil reinforcement according to the sixth data; wherein the seventh data is the updated cement soil-pile surrounding soil contact surface displacement data.

[0273] The second data generating unit further includes:

[0274] The first calculation generation module is used to calculate and generate radial stress data of the core pile-cement soil mixing pile contact surface; wherein the calculation formula is as follows:

[0275]

[0276] Where: p0 is the initial confining pressure of the input parameter; f(m) is the stress attenuation function from the elastic-plastic boundary, and its expression is:

[0277]

[0278] Where: C BD The value varies with different boundary conditions;

[0279] And / or, the second data generating unit further includes:

[0280] The second calculation and generation module is used to generate and obtain the squeezed data corresponding to the core pile penetrating the cement soil, and to calculate and generate the corresponding cement soil-pile surrounding soil boundary displacement and initial boundary ratio data in real time based on the squeezed data; wherein the calculation formula is:

[0281]

[0282] Where: radial stress σ on the elastic-plastic boundary R for:

[0283] σ R =-h+(h+σ c )f(m) (18)

[0284] Where: c It is the boundary pressure.

[0285] In the system solution embodiment of the present invention, the method steps involved in the bearing capacity arrangement of the core-mixed piles suitable for soft soil reinforcement have been described above in detail, that is, the functional modules in the system are used to implement the steps or sub-steps in the above method embodiment, which will not be repeated here.

[0286] The present invention generates and obtains first data corresponding to the core mixing piles to be arranged in the soft soil reinforcement through a method, and generates corresponding second data according to the first data; wherein the first data is the original parameter data corresponding to the core mixing piles to be arranged and located in the soft soil reinforcement; the second data is the mechanical parameter data corresponding to the first data; according to the second data and in combination with the first data, third data and fourth data are generated in sequence respectively; wherein the third data is the elastic-plastic boundary position data generated in the cement soil under the initial confining pressure state and the radial and tangential stress data of the core pile-cement soil contact surface; the fourth data is the cement soil-pile surrounding soil boundary displacement data and the radial and tangential stress data of the contact surface between the two, as well as the elastic-plastic boundary data in the soil surrounding the pile; based on the fourth data, the core pile penetration process is simulated in real time, and the fifth data corresponding to the core pile penetration process is generated; wherein the fifth data is the cement soil and pile surrounding soil stresses caused by the core pile penetration obtained through numerical iteration. strain response data; create a finite element model corresponding to the cored mixing pile, and simulate step-by-step loading; at the same time, combine the fifth data to generate the sixth data corresponding to the cored mixing pile to be arranged in the soft soil reinforcement; wherein the sixth data is the bearing capacity arrangement data of the cored mixing pile, and the bearing capacity arrangement data includes: pile end bearing capacity data, side friction resistance data and pile surrounding soil stress data, as well as a system corresponding to the method, to realize the separation of the core pile and the cement soil pile in the cored mixing pile, and to consider the interaction and deformation characteristics between the core pile-cement pile-pile surrounding soil by combining the small hole expansion theory and the Mohr-Coulomb constitutive model; restore the whole process of the cored mixing pile, extract the stress-strain response of the cement pile area and the pile surrounding soil area, and the obtained boundary deformation provides support for the establishment of the finite element model; expand the design method and application of the cored mixing pile, and can use the cored mixing pile instead of the ordinary cement mixing pile according to the actual situation, effectively solving the engineering problem of insufficient strength of the cement mixing pile and poor soft soil reinforcement effect.

[0287] In other words, core-added mixing piles are an improved construction method of ordinary cement mixing piles. After the construction of cement mixing piles is completed, a prefabricated core pile (concrete pile or pipe pile) is inserted to form a composite pile type. The design concept of combining rigidity and flexibility is adopted to combine mixing piles with prefabricated piles. The bearing capacity is stronger than that of cement mixing piles, and the cost is saved compared to rigid piles. From the reinforcement mechanism point of view, before the initial solidification of the cement piles, the high-strength core-added piles are pressed into the mixing piles, in which the core piles bear the vertical load, and the larger diameter outer piles formed by the cement-soil structure bear the lateral friction resistance. In the case of small settlement, greater bearing capacity can be achieved by exerting the structural strength of the high-strength core piles. The core piles in the structure mainly bear the load force in the vertical direction, and transfer the force to the external mixing piles, and then transmit it to the surrounding soil through the mixing piles, thereby increasing the bearing capacity of the single pile.

[0288] In other words, the present invention provides a core-mixed pile bearing capacity design method and system, wherein the design method first designs the core-mixed pile structural parameters, including core length ratio, core content ratio, and area replacement ratio; then, according to the small hole expansion concentric circle theory, the stress-strain response of cement soil and soil around the pile caused by the core pile penetrating the mixing pile is calculated; finally, the displacement field after the core pile is penetrated in the previous step is extracted to establish a finite element model, analyze the core-mixed pile bearing capacity and pile-soil stress ratio, and design the core-mixed pile based on these two indicators. The present invention expands the application of core-mixed piles in the field of soft soil reinforcement.

[0289] The above-mentioned embodiments only express several implementation methods of the present invention, and the description thereof is relatively specific and detailed, but it cannot be understood as limiting the scope of the patent of the present invention. It should be pointed out that, for ordinary technicians in this field, several variations and improvements can be made without departing from the concept of the present invention, which all belong to the protection scope of the present invention. Therefore, the protection scope of the patent of the present invention shall be subject to the attached claims.

Claims

1. A method for arranging the bearing capacity of core-mixed piles suitable for soft soil reinforcement, characterized in that: The method comprises the steps of: Generate and obtain first data corresponding to the core-mixed piles to be arranged in the soft soil reinforcement, and generate corresponding second data according to the first data; wherein the first data is the original parameter data corresponding to the core-mixed piles to be arranged and located in the soft soil reinforcement; the second data is the mechanical parameter data corresponding to the first data; According to the second data and in combination with the first data, third data and fourth data are generated in sequence respectively; wherein the third data are the elastic-plastic boundary position data generated in the cement soil under the initial confining pressure state and the radial and tangential stress data of the core pile-cement soil contact surface; the fourth data are the cement soil-pile surrounding soil boundary displacement data and the radial and tangential stress data of the contact surface between the two, as well as the elastic-plastic boundary data in the pile surrounding soil; Based on the fourth data, the core pile penetration process is simulated in real time, and fifth data corresponding to the core pile penetration process is generated; wherein the fifth data is stress-strain response data of cement soil and soil around the pile caused by the core pile penetration obtained through numerical iteration; A finite element model corresponding to the core-mixed mixing pile is created, and step-by-step loading is simulated; at the same time, the sixth data corresponding to the core-mixed mixing pile to be arranged in the soft soil reinforcement is generated in combination with the fifth data; wherein the sixth data is the bearing capacity arrangement data of the core-mixed mixing pile, and the bearing capacity arrangement data includes: pile end bearing capacity data, side friction resistance data and pile surrounding soil stress data.

2. A method for arranging the bearing capacity of core-mixed piles suitable for soft soil reinforcement according to claim 1, characterized in that: The method of generating and acquiring first data corresponding to the core mixing piles to be arranged in the soft soil reinforcement, and generating corresponding second data according to the first data, further includes: The cement soil radius and depth data, the radius and depth data of the soil around the pile, the mechanical parameter data of the soil and the outer boundary confining pressure data of the soil around the pile corresponding to the core mixing pile to be arranged in the soft soil reinforcement are generated and obtained respectively.

3. A method for arranging the bearing capacity of core-mixed piles for soft soil reinforcement according to claim 1, characterized in that: The method of generating third data and fourth data in sequence according to the second data and in combination with the first data further includes: Based on the third data and in combination with the theoretical equilibrium relationship of pore expansion, it is determined in real time whether the following equation is satisfied. If so, the next step is executed; otherwise, the data is acquired again and determined; wherein the equation is: s r -h=K p (s θ -h) (1) Where: r , σ θ are radial and tangential stresses respectively; K p is the friction coefficient; The position data of the elastic-plastic boundary theory solution in cement soil corresponding to the core mixing piles to be arranged in the soft soil reinforcement are generated in real time.

4. A method for arranging the bearing capacity of core-mixed piles suitable for soft soil reinforcement according to claim 1 or 3, characterized in that: The method of generating third data and fourth data in sequence according to the second data and in combination with the first data further includes: Calculate and generate radial stress data of the core pile-cement soil mixing pile contact surface; the calculation formula is as follows: Where: p0 is the initial confining pressure of the input parameter; f(m) is the stress attenuation function from the elastic-plastic boundary, and its expression is: Where: C BD The value varies with the boundary conditions.

5. A method for arranging the bearing capacity of core-mixed piles for soft soil reinforcement according to claim 4, characterized in that: The method of generating third data and fourth data in sequence according to the second data and in combination with the first data further includes: Generate and obtain squeezed data corresponding to the core pile penetrating into cement soil, and calculate and generate corresponding cement soil-pile surrounding soil boundary displacement and initial boundary ratio data in real time based on the squeezed data; wherein the calculation formula is: Where: radial stress σ on the elastic-plastic boundary R for: s R =-h+(h+σ c )f(m) (18) Where: c It is the boundary pressure.

6. The method for arranging the bearing capacity of core-mixed piles for soft soil reinforcement according to claim 1, characterized in that: The method of simulating the core pile penetration process in real time based on the fourth data and generating fifth data corresponding to the core pile penetration process further includes: Calculate and generate radial stress data and tangential stress data corresponding to cement soil or soil around piles respectively; wherein: the radial stress data includes radial stress data in plastic region and radial stress data in elastic region; the tangential stress data includes tangential stress data in plastic region and tangential stress data in elastic region; According to the radial stress data and the tangential stress data, the displacement and stress distribution curves of the cement soil and the soil around the pile after the core pile is penetrated are drawn.

7. The method for arranging the bearing capacity of core-mixed piles for soft soil reinforcement according to claim 1, characterized in that: The method of creating a finite element model corresponding to the cored mixing piles and simulating step-by-step loading, and combining the fifth data to generate sixth data corresponding to the cored mixing piles to be arranged in the soft soil reinforcement, also includes: According to the sixth data, seventh data corresponding to the core mixing piles to be arranged in the soft soil reinforcement is generated; wherein the seventh data is the updated cement soil-pile surrounding soil contact surface displacement data.

8. A bearing capacity arrangement system for core mixing piles suitable for soft soil reinforcement, characterized in that: The system is applied to the bearing capacity arrangement method of core-mixed piles suitable for soft soil reinforcement as claimed in any one of claims 1 to 7, and the system comprises: A first data generating unit is used to generate and obtain first data corresponding to the core mixing piles to be arranged in the soft soil reinforcement, and generate corresponding second data according to the first data; wherein the first data is original parameter data corresponding to the core mixing piles to be arranged and located in the soft soil reinforcement; the second data is mechanical parameter data corresponding to the first data; The second data generating unit is used to generate third data and fourth data in sequence according to the second data and in combination with the first data; wherein the third data is the elastic-plastic boundary position data generated in the cement soil under the initial confining pressure state and the radial and tangential stress data of the core pile-cement soil contact surface; the fourth data is the cement soil-pile surrounding soil boundary displacement data and the radial and tangential stress data of the contact surface between the two, as well as the elastic-plastic boundary data in the pile surrounding soil; A third data generating unit is used to simulate the core pile penetration process in real time based on the fourth data, and generate fifth data corresponding to the core pile penetration process; wherein the fifth data is stress-strain response data of cement soil and soil around the pile caused by the core pile penetration obtained through numerical iteration; The fourth data generating unit is used to create a finite element model corresponding to the core-mixed mixing piles and simulate step-by-step loading; at the same time, combined with the fifth data, the sixth data corresponding to the core-mixed mixing piles to be arranged in the soft soil reinforcement is generated; wherein the sixth data is the bearing capacity arrangement data of the core-mixed mixing piles, and the bearing capacity arrangement data includes: pile end bearing capacity data, side friction resistance data and pile surrounding soil stress data.

9. A core-mixed pile bearing capacity arrangement system suitable for soft soil reinforcement according to claim 8, characterized in that: The first data generating unit further includes: The first data generation module is used to respectively generate and obtain the cement soil radius and depth data, the radius and depth data of the soil around the pile, the mechanical parameter data of the soil and the outer boundary confining pressure data of the soil around the pile corresponding to the core mixing pile to be arranged in the soft soil reinforcement; And / or, the second data generating unit further includes: The first data determination module is used to determine in real time whether the following equation is satisfied based on the third data and in combination with the theoretical equilibrium relationship of pore expansion; wherein the equation is: s r -h=K p (s θ -h) (1) Where: r , σ θ are radial and tangential stresses respectively; K p is the friction coefficient; The second data generation module is used to generate in real time the position data of the elastic-plastic boundary theory solution in cement soil corresponding to the core mixing piles to be arranged in the soft soil reinforcement; And / or, the third data generating unit further includes: The third data generation module is used to calculate and generate radial stress data and tangential stress data corresponding to cement soil or soil around piles, respectively; wherein: the radial stress data includes radial stress data in the plastic region and radial stress data in the elastic region; the tangential stress data includes tangential stress data in the plastic region and tangential stress data in the elastic region; A fourth data generation module is used to draw and generate displacement and stress distribution curves of cement soil and soil around the pile after the core pile is penetrated according to the radial stress data and the tangential stress data; And / or, the fourth data generating unit further includes: The fifth data generation module is used to generate seventh data corresponding to the core mixing piles to be arranged in the soft soil reinforcement according to the sixth data; wherein the seventh data is the updated cement soil-pile surrounding soil contact surface displacement data.

10. A core mixing pile bearing capacity arrangement system suitable for soft soil reinforcement according to claim 8 or 9, characterized in that: The second data generating unit further includes: The first calculation generation module is used to calculate and generate radial stress data of the core pile-cement soil mixing pile contact surface; wherein the calculation formula is as follows: Where: p0 is the initial confining pressure of the input parameter; f(m) is the stress attenuation function from the elastic-plastic boundary, and its expression is: Where: C BD The value varies with different boundary conditions; And / or, the second data generating unit further includes: The second calculation and generation module is used to generate and obtain the squeezed data corresponding to the core pile penetrating the cement soil, and to calculate and generate the corresponding cement soil-pile surrounding soil boundary displacement and initial boundary ratio data in real time based on the squeezed data; wherein the calculation formula is: Where: radial stress σ on the elastic-plastic boundary R for: s R =-h+(h+σ c )f(m) (18) Where: c It is the boundary pressure.

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