A core-adding mixing pile bearing capacity arrangement method and system suitable for soft soil reinforcement

Abstract

The application discloses a kind of core mixing pile bearing capacity arrangement method and system suitable for soft soil reinforcement, the first data corresponding to the soft soil reinforcement to be arranged in the core mixing pile is generated and obtained in the application, and the second data corresponding to the first data is generated according 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;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;Create the finite element model corresponding to the core mixing pile, and simulate step-by-step loading;While in combination with the fifth data, the sixth data corresponding to the soft soil reinforcement to be arranged in the core mixing pile is generated;The core mixing pile design method and application are expanded, and the core mixing pile can be used instead of ordinary cement mixing pile according to actual situation, effectively solve the engineering problem that cement mixing pile strength is insufficient, soft soil reinforcement effect is poor.

Description

Technical Field

[0001] This invention belongs to the fields of geotechnical engineering and foundation treatment technology, and specifically relates to a method and system for arranging the bearing capacity of cored mixing piles suitable for soft soil reinforcement. Background Technology

[0002] Soft soil foundations are generally composed of weak clay, loose sand, and organic soil, and typically have characteristics such as low bearing capacity, low shear strength, high compressibility, and high water content. Due to the high water content and compressibility of soft soil, and the difficulty in consolidation and drainage, soft soil foundations suffer from poor stability, which has a significant impact on the stability of engineering structures.

[0003] Composite foundations, as one of the most commonly used foundation reinforcement methods, offer advantages such as high safety factors and good economic benefits. Cement-soil piles and concrete piles are typically used in engineering to reinforce foundations. However, cement-mixed piles have low pile strength, limiting the increase in single pile bearing capacity; simultaneously, they have low pile stiffness, large compression, and are limited by the effective pile length, resulting in a limited load transfer depth. Precast concrete piles and bored piles have higher bearing capacity, but when used as friction piles in soft soil layers, the low lateral friction provided by the surrounding soil means that the soil's bearing capacity reaches its limit before a significant portion of the pile material's strength has been utilized, leading to excessive pile settlement and inability to continue bearing loads, resulting in wasted pile material and uneconomical practices. Furthermore, precast piles exhibit a soil squeezing effect, and bored piles pose a mud pollution problem, causing significant environmental impact.

[0004] Furthermore, 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 remain urgent problems to be solved.

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

[0006] To overcome the shortcomings and difficulties of the existing technology, the purpose of this invention is to provide a method and system for arranging the bearing capacity of core-mixed piles suitable for soft soil reinforcement; to provide a design basis for core-mixed piles based on the ultimate bearing capacity of the pile foundation and the pile-soil stress ratio, and to install core-mixed piles for reinforcement in soft soil layers.

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

[0008] The first objective of this invention is achieved as follows: the method comprises the following steps:

[0009] Generate and acquire first data corresponding to the core-mixing piles to be installed in soft soil reinforcement, and generate corresponding second data based on the first data; wherein, the first data is the original parameter data corresponding to the core-mixing piles to be installed and located in soft soil reinforcement; the second data is the mechanical parameter data corresponding to the first data;

[0010] Based on the second data and combined with the first data, the third data and the fourth data are generated sequentially. The third data consists of the location data of the elastoplastic boundary 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 consists of the displacement data of the cement-soil-pile-surrounding soil boundary and the radial and tangential stress data of the contact surface between the two, as well as the elastoplastic boundary data in the surrounding soil.

[0011] 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 stress-strain response data of cement soil and surrounding soil caused by core pile penetration obtained through numerical iteration.

[0012] A finite element model corresponding to the core-mixed soil pile is created, and the progressive loading is simulated. At the same time, combined with the fifth data, a sixth data corresponding to the core-mixed soil pile to be placed in the soft soil reinforcement is generated. The sixth data is the bearing capacity arrangement data of the core-mixed soil pile, which includes: pile end bearing capacity data, side friction data, and soil stress data around the pile.

[0013] Furthermore, the step of generating and acquiring first data corresponding to the core-mixing piles to be deployed in soft soil reinforcement, and generating corresponding second data based on the first data, further includes:

[0014] Generate and acquire data on the radius and depth of the cement-soil, the radius and depth of the soil around the pile, the mechanical parameters of the soil, and the confining pressure of the soil around the pile, respectively, corresponding to the core-mixing piles to be installed in the soft soil reinforcement.

[0015] Furthermore, the step of generating the third and fourth data sequentially based on the second data and in combination with the first data also includes:

[0016] Based on the aforementioned third data and in conjunction with the equilibrium relationship of the orifice expansion theory, it is determined in real time whether the following equation is satisfied. If satisfied, the next step is executed; otherwise, data is acquired again and the determination is repeated. The equation is as follows:

[0017] σ r -h=K p (σ θ -h) (1)

[0018] Where: σ r σθ Radial and tangential stresses, respectively; K p The coefficient of friction;

[0019] Real-time generation of the corresponding cement-soil elastoplastic boundary theory solution location data corresponding to the core-mixing piles to be installed in soft soil reinforcement.

[0020] Furthermore, the step of generating the third and fourth data sequentially based on the second data and in combination with the first data also includes:

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

[0022]

[0023] In the formula: p0 is the initial confining pressure input parameter; f(m) is the stress-to-elastic boundary attenuation function, and its expression is:

[0024]

[0025] In the formula: C BD The value varies depending on the boundary conditions.

[0026] Furthermore, the step of generating the third and fourth data sequentially based on the second data and in combination with the first data also includes:

[0027] Generate and acquire the compression data corresponding to the core pile penetration into the cement-soil mixture. Based on the compression data, calculate in real time the ratio of the displacement of the cement-soil-pile perimeter boundary to the initial boundary; wherein the calculation formula is:

[0028]

[0029] Where: σ is the radial stress on the elastoplastic boundary. R for:

[0030] σ R =-h+(h+σ c f(m) (18)

[0031] Where: σ c For boundary confinement.

[0032] Furthermore, the step 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 also includes:

[0033] Radial stress data and tangential stress data corresponding to cement-soil or pile-surrounding soil are calculated and generated respectively; wherein: the radial stress data includes radial stress data of the plastic region and radial stress data of the elastic region; the tangential stress data includes tangential stress data of the plastic region and tangential stress data of the elastic region;

[0034] Based on the radial stress data and the tangential stress data, displacement and stress distribution curves of the cement-soil and surrounding soil after the core pile is driven are plotted.

[0035] Furthermore, the creation of a finite element model corresponding to the core-mixing pile and the simulation of progressive loading, along with the generation of a sixth set of data corresponding to the core-mixing pile to be deployed in soft soil reinforcement, also includes:

[0036] Based on the sixth data, a seventh data corresponding to the core-mixing piles to be installed in the soft soil reinforcement is generated; wherein, the seventh data is the updated displacement data of the cement-soil-pile-surround soil contact surface.

[0037] The second objective of this invention is achieved as follows: the system is applied to the bearing capacity arrangement method of core-mixed piles suitable for soft soil reinforcement, the system comprising:

[0038] The first data generation unit is used to generate and acquire first data corresponding to the core-mixing piles to be arranged in the soft soil reinforcement, and to generate corresponding second data based on 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;

[0039] The second data generation unit is used to generate third data and fourth data sequentially based on the second data and the first data. The third data consists of the location data of the elastoplastic boundary 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 consists of the displacement data of the cement-soil-pile-surrounding soil boundary and the radial and tangential stress data of the contact surface between the two, as well as the elastoplastic boundary data in the surrounding soil.

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

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

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

[0043] The first data generation module is used to generate and acquire the cement-soil radius and depth data, pile perimeter soil radius and depth data, soil mechanical parameter data, and pile perimeter soil outer boundary confining pressure data corresponding to the core-mixed piles to be arranged in the soft soil reinforcement.

[0044] And / or, the second data generation 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 the equilibrium relationship of the orifice expansion theory; wherein the equation is:

[0046] σ r -h=K p (σ θ -h) (1)

[0047] Where: σ r σ θ Radial and tangential stresses, respectively; K p The coefficient of friction;

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

[0049] And / or, the third data generation 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 pile-surrounding soil, respectively; wherein: the radial stress data includes radial stress data of the plastic region and radial stress data of the elastic region; the tangential stress data includes tangential stress data of the plastic region and tangential stress data of the elastic region;

[0051] The fourth data generation module is used to draw and generate displacement and stress distribution curves of cement-soil and surrounding soil after core pile penetration based on the radial stress data and the tangential stress data.

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

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

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

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

[0056]

[0057] In the formula: p0 is the initial confining pressure input parameter; f(m) is the stress-to-elastic boundary attenuation function, and its expression is:

[0058]

[0059] In the formula: C BD The value varies depending on the boundary conditions;

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

[0061] The second calculation and generation module is used to generate and acquire the compression data corresponding to the core pile's penetration into the cement-soil mixture, and to calculate in real time the ratio of the displacement of the cement-soil-pile perimeter boundary to the initial boundary based on the compression data; wherein, the calculation formula is:

[0062]

[0063] Where: σ is the radial stress on the elastoplastic boundary. R for:

[0064] σ R =-h+(h+σ c f(m) (18)

[0065] Where: σ c For boundary confinement.

[0066] This invention generates and acquires first data corresponding to the core-mixed soil piles to be installed in soft soil reinforcement, and generates corresponding second data based on the first data. The first data consists of original parameter data corresponding to the core-mixed soil piles and located in the soft soil reinforcement process. The second data consists of mechanical parameter data corresponding to the first data. Based on the second data and combined with the first data, third and fourth data are generated sequentially. The third data consists of the location data of the elasto-plastic boundary in the cement-soil under initial confining pressure and the radial and tangential stress data of the core pile-cement-soil contact surface. The fourth data consists of the displacement data of the cement-soil-soil boundary and the radial and tangential stress data of their contact surface, as well as the elasto-plastic boundary data in the soil around the pile. 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. The fifth data consists of the stresses in the cement-soil and soil around the pile caused by core pile penetration, obtained through numerical iteration. Strain response data; creating a finite element model corresponding to the core-mixed soil pile and simulating progressive loading; simultaneously, combining the fifth data, generating a sixth data corresponding to the core-mixed soil pile to be arranged in soft soil reinforcement; wherein, the sixth data is the bearing capacity arrangement data of the core-mixed soil pile, which includes: pile end bearing capacity data, side friction data, and pile surrounding soil stress data, as well as a system corresponding to the method, realizing the separate consideration of the core pile and cement-soil pile in the core-mixed soil pile, and considering the interaction and deformation characteristics between the core pile, cement pile, and pile surrounding soil by combining the small hole expansion theory and the Mohr-Coulomb constitutive model; reconstructing the entire process of core-mixed soil pile formation, extracting 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; expanding the design method and application of core-mixed soil piles, core-mixed soil piles can be used to replace ordinary cement mixing piles according to actual conditions, effectively solving the engineering problems of insufficient strength of cement mixing piles and poor soft soil reinforcement effect. Attached Figure Description

[0067] To more clearly illustrate the technical solutions in the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0068] Figure 1 This is a schematic diagram of the bearing capacity design method for core-mixed piles provided in an embodiment of the present invention, which is applicable to the bearing capacity arrangement method of core-mixed piles for soft soil reinforcement.

[0069] Figure 2 This is a schematic diagram of the finite element model for testing the bearing capacity of core-mixed piles, as described in an embodiment of the bearing capacity arrangement method for core-mixed piles applicable to soft soil reinforcement according to the present invention.

[0070] Figure 3 This is a schematic flowchart of a method for arranging the bearing capacity of core-mixed piles suitable for soft soil reinforcement according to 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 picture:

[0073] 1-Core pile; 2-Cement-soil pile; 3-Soil around the pile; 4-Gradual loading method.

[0074] The objectives, features, and advantages of this invention will be further explained in conjunction with the embodiments and with reference to the accompanying drawings. Detailed Implementation

[0075] To facilitate a clearer understanding of the objectives, technical solutions, and advantages of this invention, the invention will be further described below in conjunction with the accompanying drawings and specific embodiments. Those skilled in the art can easily understand other advantages and effects of this invention from the content disclosed in this specification.

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

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

[0078] Furthermore, if the embodiments of this invention involve descriptions such as "first" or "second," these descriptions are for descriptive purposes only and should not be construed as indicating or implying their relative importance or implicitly specifying the number of technical features indicated. Therefore, a feature defined with "first" or "second" may explicitly or implicitly include at least one of those features. Secondly, the technical solutions of the various embodiments can be combined with each other, but this must be based on the ability of those skilled in the art to implement them. When the combination of technical solutions is contradictory or impossible to implement, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection claimed by this invention.

[0079] like Figures 1-3 As shown, the present invention provides a method for arranging the bearing capacity of cored mixing piles suitable for soft soil reinforcement. The method includes the following steps:

[0080] S01. Generate and acquire first data corresponding to the core-mixing piles to be arranged in the soft soil reinforcement, and generate corresponding second data based on 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;

[0081] S02. Based on the second data and combined with the first data, generate the third data and the fourth data in sequence; wherein, the third data is the location data of the elastoplastic boundary 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 displacement data of the cement-soil-pile-surrounding soil boundary and the radial and tangential stress data of the contact surface between the two, as well as the elastoplastic boundary data in the pile-surrounding soil.

[0082] S03. 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 the stress-strain response data of cement soil and surrounding soil caused by core pile penetration obtained through numerical iteration.

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

[0084] The process of generating and acquiring first data corresponding to the core-mixing piles to be installed in soft soil reinforcement, and generating corresponding second data based on the first data, further includes:

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

[0086] The step of generating third and fourth data sequentially based on the second data and in combination with the first data also includes:

[0087] S021. Based on the third data and combined with the equilibrium relationship of the orifice expansion theory, determine in real time whether the following equation is satisfied. If satisfied, proceed to the next step; otherwise, reacquire data and determine again. The equation is:

[0088] σ r -h=K p (σ θ -h) (1)

[0089] Where: σ r σ θ Radial and tangential stresses, respectively; K p The coefficient of friction;

[0090] S022. Real-time generation of the corresponding cement-soil elastoplastic boundary theory solution location data corresponding to the core-mixing piles to be arranged in soft soil reinforcement.

[0091] The step of generating third and fourth data sequentially based on the second data and in combination with the first data also includes:

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

[0093]

[0094] In the formula: p0 is the initial confining pressure input parameter; f(m) is the stress-to-elastic boundary attenuation function, and its expression is:

[0095]

[0096] In the formula: C BD The value varies depending on the boundary conditions.

[0097] The step of generating third and fourth data sequentially based on the second data and in combination with the first data also includes:

[0098] S024. Generate and acquire the compression data corresponding to the core pile penetration into the cement-soil mixture, and calculate in real time the ratio of the displacement of the cement-soil-pile perimeter boundary to the initial boundary based on the compression data; wherein, the calculation formula is:

[0099]

[0100] Where: σ is the radial stress on the elastoplastic boundary. R for:

[0101] σ R =-h+(h+σ c f(m) (18)

[0102] Where: σ c For boundary confinement.

[0103] The process 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 also includes:

[0104] S031. Calculate and generate radial stress data and tangential stress data corresponding to cement-soil or pile-surrounding soil respectively; wherein: the radial stress data includes radial stress data of the plastic region and radial stress data of the elastic region; the tangential stress data includes tangential stress data of the plastic region and tangential stress data of the elastic region;

[0105] S032. Based on the radial stress data and the tangential stress data, plot the displacement and stress distribution curves of the cement-soil and the surrounding soil after the core pile is driven into the pile.

[0106] The process of creating a finite element model corresponding to the core-mixing pile and simulating progressive loading, while simultaneously generating a sixth set of data corresponding to the core-mixing piles to be deployed in soft soil reinforcement, in conjunction with the fifth set of data, also includes:

[0107] S041. Based on the sixth data, generate the seventh data corresponding to the core-mixing piles to be arranged in the soft soil reinforcement; wherein, the seventh data is the updated displacement data of the cement-soil-pile-surround soil contact surface.

[0108] Specifically, in this embodiment of the invention, a method and system for designing the bearing capacity of core-reinforced mixing piles are provided, characterized by comprising the following steps:

[0109] Step S1: Design a core-mixed soil pile, including a core pile and a cement mixing pile, wherein the inner core pile is embedded in the outer cement mixing pile, and the outer cement mixing pile forms a rough contact surface with the surrounding soil through the compaction and expansion of the core pile, and the pile and soil interact to form a composite pile foundation; the design of the core-mixed soil pile includes the diameter and length of the core pile and the cement mixing pile, the mechanical parameters of the surrounding soil, and considers the influence of boundary confining pressure;

[0110] Step S2: Calculate the location of the elastoplastic boundary and the radial and tangential stresses at the core pile-cement-soil contact surface under the initial confining pressure.

[0111] Step S3: Calculate the boundary displacement of the cement-soil-pile-surround soil and the radial and tangential stresses at their contact surface; as well as the elastic-plastic boundary in the pile-surround soil.

[0112] Step S4: Update the obtained stress at the cement-soil-pile-surround soil contact surface to the initial confining pressure on the cement-soil, and set the cement-soil hole expansion parameters to simulate the core pile penetration process; obtain the stress-strain response of the cement-soil and pile-surround soil caused by 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 the progressive loading, and analyze and extract the bearing capacity of the pile end, the side friction, and the 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] In a preferred embodiment of the present invention, the input parameters in step S1 include: the radius and depth of the cement-soil mixture, the radius and depth of the soil surrounding the pile, the mechanical parameters of the soil, and the confining pressure at the outer boundary of the soil surrounding the pile. By setting a sufficiently large radius of the soil surrounding the pile, the effect of restoring the soil surrounding the pile as an infinite medium can be achieved; setting the outer boundary confining pressure can restore the errors caused by the size effect in small-scale indoor tests. This design method and system can simulate the expansion of concentric small holes in two different media under boundary conditions of zero boundary displacement or constant confining pressure.

[0115] In a preferred embodiment of the present invention, the solution of the elastoplastic boundary of the cement-soil in step S2 needs to be combined with the equilibrium equation of the small hole expansion theory, namely equation (1):

[0116] σ r -h=K p (σ θ -h) (1)

[0117] In equation (1): σ r σ θ Radial and tangential stresses, respectively; K p The coefficient of friction is given by equation (2):

[0118]

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

[0120]

[0121] In equation (3): σ uni The uniaxial compressive strength is calculated using formula (4):

[0122]

[0123] In equation (4): c is the soil cohesion.

[0124] Combining the non-associated flow criterion of the Moore-Coulomb model (5):

[0125]

[0126] In equation (5): These represent the radial and tangential plastic strain increments, respectively; k is a theoretical calculation parameter for orifice expansion, where k is 2 for spherical orifice expansion and 1 for cylindrical expansion; K d The coefficient of thermal expansion is given by equation (6):

[0127]

[0128] In equation (6): ψ is the expansion angle.

[0129] The tangential and radial strain increments are obtained from equation (7):

[0130]

[0131] In equation (7): denoted as 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 equation (8): G is the shear modulus, and its calculation formula is shown in equation (9):

[0135]

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

[0137] In equation (8): ξ is the ratio of the location of the soil's elastic-plastic yield surface to the aperture a; λ is a dimensionless parameter, expressed as:

[0138]

[0139] In equation (10): μ is the Poisson's ratio of the soil.

[0140] The location of the theoretical solution for the elastoplastic boundary in cement-soil is determined by solving the non-homogeneous equation (8).

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

[0142]

[0143] In equation (11): p0 is the initial confining pressure of the input parameter; f(m) is the stress-to-elastic boundary attenuation function, and its expression is equation (12):

[0144]

[0145] In Equation 11: C BD The values ​​vary depending on the boundary conditions, as shown in equations (13) and (14):

[0146] Under constant confining pressure:

[0147] C BD =-1 (13)

[0148] In the case of zero displacement at the boundary:

[0149]

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

[0151]

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

[0153]

[0154] In a preferred embodiment of the present invention, the ratio of the displacement of the cement-soil-pile perimeter soil boundary caused by the core pile penetration and compression to the initial boundary in step S3 is calculated as shown in formula (17):

[0155]

[0156] In equation (17): the radial stress σ on the elastoplastic boundary R for:

[0157] σ R =-h+(h+σ c f(m) (18)

[0158] In equation (18): σ c For boundary confinement.

[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 perimeter boundary to the initial boundary, b / b0, is calculated by formula (19):

[0160]

[0161] The formula for calculating γ is shown in equation (20):

[0162]

[0163] In a preferred embodiment of the present invention, in step S4, the updated σ c b uses the calculation method described in claim 3 to obtain the elastoplastic boundary in the soil around the pile, and the calculation method described in claim 4 to obtain the stress at the cement-soil-soil contact surface. This stress value is then updated to the confining pressure on the cement-soil for iterative calculation.

[0164] In a preferred embodiment of the present invention, the stress distribution calculation formula in the cement-soil and pile-surrounding soil in step S4 is as follows:

[0165] Radial stress in the plastic region With tangential stress The expression is shown in equation (21):

[0166]

[0167] radial stress in elastic region With tangential stress The expression is shown in equation (22):

[0168]

[0169] Based on equations (21) and (22), the displacement and stress distribution curves of the cement soil and the surrounding soil after the core pile is driven can be extracted and plotted.

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

[0171] Secondly, embodiments of the present invention also provide a design system for the bearing capacity of core-reinforced mixing piles, the system comprising: a structural design module and a parameter design module; wherein:

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

[0173] The parameter design module includes: a submodule for calculating the elasto-plastic boundary of cement-soil, a submodule for calculating the stress at the core pile-cement-soil contact surface, a submodule for calculating the displacement at the cement-soil-pile-surrounding soil contact surface, a submodule for calculating the stress at the cement-soil-pile-surrounding soil contact surface, a submodule for calculating the elasto-plastic boundary of the pile-surrounding soil, a submodule for calculating the stress-strain distribution of cement-soil and pile-surrounding soil, a submodule for finite element analysis of the bearing capacity of the core-mixed pile, and a parameter output submodule; among which...

[0174] The cement-soil elasto-plastic boundary calculation submodule is used to calculate the location ξ of the elasto-plastic boundary in the cement-soil region. aR ;

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

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

[0177] The cement-soil-pile-surround soil contact surface stress calculation submodule is used to calculate the radial stress σ at the cement-soil-pile-surround soil contact surface. rb With tangential stress σ θb The results are sent to the core pile-cement-soil contact surface stress calculation submodule.

[0178] The submodule for calculating the elastic-plastic boundary of the soil around the pile is used to calculate the location ξ of the elastic-plastic boundary in the soil around the pile, based on the boundary compressive displacement being considered as the start of another set of small hole expansions. bR ;

[0179] The submodule for calculating the stress-strain distribution of cement-soil and pile-surrounding soil is used to calculate the radial stress σ across the entire range of cement-soil and pile-surrounding soil. r With tangential stress σ θ size;

[0180] The finite element analysis submodule for the bearing capacity of the core-mixed pile is used to establish a more accurate structure and dimensions of the core-mixed pile after the core pile is driven in. It simulates the pile bearing capacity test under the stepwise loading of the pile top after the ground stress balance, analyzes the load-settlement results, analyzes the ultimate bearing capacity of the pile foundation and the pile-soil stress ratio to evaluate whether the pile-soil interaction is optimal, and sends 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.

[0182] In other words, the present invention is based on the existing technology of widely applying core-mixed soil piles to the foundation reinforcement of deep soft soil layers. The present invention provides a design calculation of the bearing capacity of core-mixed soil piles, which comprehensively considers two materials: cement-soil and surrounding soil. The stress-strain response of the surrounding soil region and cement-soil region is calculated according to the small hole expansion theory and the Mohr-Coulomb failure criterion. The effect of core pile penetration on the reinforcement mechanism of core-mixed soil pile is determined according to the movement of the contact surface between the two media. A finite element model is established to update the area ratio of core pile to cement-mixed soil pile, and the bearing capacity test is conducted and analyzed.

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

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

[0185] Step S2: Calculate the location of the elastoplastic boundary generated in the cement-soil under the initial confining pressure and the radial and tangential stresses at the core pile-cement-soil contact surface.

[0186] In this step, the small hole expansion theory and the Mohr-Coulomb failure criterion are used to calculate the elastoplastic boundary R generated by the penetration of the core pile in the cement-soil section. A The stress at the cement-soil pile-core pile contact surface is calculated by introducing an elastic-plastic boundary attenuation function based on the location of the elastic-plastic boundary.

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

[0188] The solution for the elastoplastic boundary of cement-soil requires the equilibrium equations of the small-hole expansion theory to be satisfied, namely, equation (1):

[0189] σ r -h=K p (σ θ -h) (1)

[0190] In equation (1): σ r σ θ Radial and tangential stresses, respectively; K p The coefficient of friction is given by equation (2):

[0191]

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

[0193]

[0194] In equation (3): σ uni The uniaxial compressive strength is calculated using formula (4):

[0195]

[0196] In equation (4): c is the soil cohesion.

[0197] Combining the non-associated flow criterion of the Moore-Coulomb model (5):

[0198]

[0199] In equation (5): These represent the radial and tangential plastic strain increments, respectively; k is a theoretical calculation parameter for orifice expansion, where k is 2 for spherical orifice expansion and 1 for cylindrical expansion; K d The coefficient of thermal expansion is given by equation (6):

[0200]

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

[0202] The tangential and radial strain increments are obtained from equation (7):

[0203]

[0204] In equation (7): denoted as 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 equation (8): G is the shear modulus, and its calculation formula is shown in equation (9):

[0208]

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

[0210] In equation (8): ξ is the ratio of the location of the soil's elastic-plastic yield surface to the aperture a; λ is a dimensionless parameter, expressed as:

[0211]

[0212] In equation (10): μ is the Poisson's ratio of the soil.

[0213] The location of the theoretical solution for the elastoplastic boundary in cement-soil is determined by solving the non-homogeneous equation (8).

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

[0215]

[0216] In equation (11): p0 is the initial confining pressure of the input parameter; f(m) is the stress-to-elastic boundary attenuation function, and its expression is equation (12):

[0217]

[0218] In Equation 11: C BD The values ​​vary depending on the boundary conditions, as shown in equations (13) and (14):

[0219] Under constant confining pressure:

[0220] C BD =-1 (13)

[0221] In the case of zero displacement at the boundary:

[0222]

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

[0224]

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

[0226]

[0227] Step S3: Calculate the boundary displacement of the cement-soil-pile-surround soil and the radial and tangential stresses at their contact surface; as well as the elastoplastic boundary in the pile-surround soil.

[0228] In this step, the ratio of the displacement of the cement-soil-soil boundary to the initial boundary, b / b0, caused by the core pile penetrating and being squeezed into the cement-soil, is calculated using the formula (17):

[0229]

[0230] In equation (17): the radial stress σ on the elastoplastic boundary R for:

[0231] σ R =-h+(h+σ c f(m) (18)

[0232] In equation (18): σ c For boundary confinement.

[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 perimeter boundary to the initial boundary, b / b0, is calculated by formula (19):

[0234]

[0235] The formula for calculating γ is shown in equation (20):

[0236]

[0237] Step S4: Update the obtained stress at the cement-soil-pile-surround soil contact surface to the initial confining pressure on the cement-soil, and set the cement-soil hole expansion parameters to simulate the core pile penetration process; obtain the stress-strain response of the cement-soil and pile-surround soil caused by core pile penetration through numerical iteration.

[0238] In this step, the stress distribution calculation formulas in the cement-soil and pile-surrounding soil are as follows:

[0239] Radial stress in the plastic region With tangential stress The expression is shown in equation (21):

[0240]

[0241] radial stress in elastic region With tangential stress The expression is shown in equation (22):

[0242]

[0243] Based on equations (21) and (22), the displacement and stress distribution curves of the cement soil and the surrounding soil after the core pile is driven 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 the progressive loading, and analyze and extract the bearing capacity of the pile end, the side friction, and the 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, this invention also provides a design system for the bearing capacity of core-reinforced mixing piles, the system comprising: a structural design module and a parameter design module; wherein:

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

[0247] The parameter design module includes: a submodule for calculating the elasto-plastic boundary of cement-soil, a submodule for calculating the stress at the core pile-cement-soil contact surface, a submodule for calculating the displacement at the cement-soil-pile-surrounding soil contact surface, a submodule for calculating the stress at the cement-soil-pile-surrounding soil contact surface, a submodule for calculating the elasto-plastic boundary of the pile-surrounding soil, a submodule for calculating the stress-strain distribution of cement-soil and pile-surrounding soil, a submodule for finite element analysis of the bearing capacity of the core-mixed pile, and a parameter output submodule; among which...

[0248] The cement-soil elasto-plastic boundary calculation submodule is used to calculate the location ξ of the elasto-plastic boundary in the cement-soil region.aR ;

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

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

[0251] The cement-soil-pile-surround soil contact surface stress calculation submodule is used to calculate the radial stress σ at the cement-soil-pile-surround soil contact surface. rb With tangential stress σ θb The results are sent to the core pile-cement-soil contact surface stress calculation submodule.

[0252] The submodule for calculating the elastic-plastic boundary of the soil around the pile is used to calculate the location ξ of the elastic-plastic boundary in the soil around the pile, based on the boundary compressive displacement being considered as the start of another set of small hole expansions. bR ;

[0253] The submodule for calculating the stress-strain distribution of cement-soil and pile-surrounding soil is used to calculate the radial stress σ across the entire range of cement-soil and pile-surrounding soil. r With tangential stress σ θ size;

[0254] The finite element analysis submodule for the bearing capacity of the core-mixed pile is used to establish a more accurate structure and dimensions of the core-mixed pile after the core pile is driven in. It simulates the pile bearing capacity test under the stepwise loading of the pile top after the ground stress balance, analyzes the load-settlement results, analyzes the ultimate bearing capacity of the pile foundation and the pile-soil stress ratio to evaluate whether the pile-soil interaction is optimal, and sends 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.

[0256] To achieve the above objectives, the present invention also provides a bearing capacity arrangement system for core-mixed piles suitable for soft soil reinforcement. This system is applied to the aforementioned bearing capacity arrangement method for core-mixed piles suitable for soft soil reinforcement, such as... Figure 4 As shown, the system specifically includes:

[0257] The first data generation unit is used to generate and acquire first data corresponding to the core-mixing piles to be arranged in the soft soil reinforcement, and to generate corresponding second data based on 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;

[0258] The second data generation unit is used to generate third data and fourth data sequentially based on the second data and the first data. The third data consists of the location data of the elastoplastic boundary 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 consists of the displacement data of the cement-soil-pile-surrounding soil boundary and the radial and tangential stress data of the contact surface between the two, as well as the elastoplastic boundary data in the surrounding soil.

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

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

[0261] The first data generation unit further includes:

[0262] The first data generation module is used to generate and acquire the cement-soil radius and depth data, pile perimeter soil radius and depth data, soil mechanical parameter data, and pile perimeter soil outer boundary confining pressure data corresponding to the core-mixed piles to be arranged in the soft soil reinforcement.

[0263] And / or, the second data generation 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 the equilibrium relationship of the orifice expansion theory; wherein the equation is:

[0265] σ r -h=K p (σ θ -h) (1)

[0266] Where: σ r σ θ Radial and tangential stresses, respectively; Kp The coefficient of friction;

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

[0268] And / or, the third data generation 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 pile-surrounding soil, respectively; wherein: the radial stress data includes radial stress data of the plastic region and radial stress data of the elastic region; the tangential stress data includes tangential stress data of the plastic region and tangential stress data of the elastic region;

[0270] The fourth data generation module is used to draw and generate displacement and stress distribution curves of cement-soil and surrounding soil after core pile penetration based on the radial stress data and the tangential stress data.

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

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

[0273] The second data generation unit further includes:

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

[0275]

[0276] In the formula: p0 is the initial confining pressure input parameter; f(m) is the stress-to-elastic boundary attenuation function, and its expression is:

[0277]

[0278] In the formula: C BD The value varies depending on the boundary conditions;

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

[0280] The second calculation and generation module is used to generate and acquire the compression data corresponding to the core pile's penetration into the cement-soil mixture, and to calculate in real time the ratio of the displacement of the cement-soil-pile perimeter boundary to the initial boundary based on the compression data; wherein, the calculation formula is:

[0281]

[0282] Where: σ is the radial stress on the elastoplastic boundary. R for:

[0283] σ R =-h+(h+σ c f(m) (18)

[0284] Where: σ c For boundary confinement.

[0285] In the system embodiment of the present invention, the specific details of the method steps involved in the bearing capacity arrangement of cored mixing piles suitable for soft soil reinforcement have been described above. That is to say, 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] This invention generates and acquires first data corresponding to the core-mixed soil piles to be installed in soft soil reinforcement, and generates corresponding second data based on the first data. The first data consists of original parameter data corresponding to the core-mixed soil piles and located in the soft soil reinforcement process. The second data consists of mechanical parameter data corresponding to the first data. Based on the second data and combined with the first data, third and fourth data are generated sequentially. The third data consists of the location data of the elasto-plastic boundary in the cement-soil under initial confining pressure and the radial and tangential stress data of the core pile-cement-soil contact surface. The fourth data consists of the displacement data of the cement-soil-soil boundary and the radial and tangential stress data of their contact surface, as well as the elasto-plastic boundary data in the soil around the pile. 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. The fifth data consists of the stresses in the cement-soil and soil around the pile caused by core pile penetration, obtained through numerical iteration. Strain response data; creating a finite element model corresponding to the core-mixed soil pile and simulating progressive loading; simultaneously, combining the fifth data, generating a sixth data corresponding to the core-mixed soil pile to be arranged in soft soil reinforcement; wherein, the sixth data is the bearing capacity arrangement data of the core-mixed soil pile, which includes: pile end bearing capacity data, side friction data, and pile surrounding soil stress data, as well as a system corresponding to the method, realizing the separate consideration of the core pile and cement-soil pile in the core-mixed soil pile, and considering the interaction and deformation characteristics between the core pile, cement pile, and pile surrounding soil by combining the small hole expansion theory and the Mohr-Coulomb constitutive model; reconstructing the entire process of core-mixed soil pile formation, extracting 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; expanding the design method and application of core-mixed soil piles, core-mixed soil piles can be used to replace ordinary cement mixing piles according to actual conditions, effectively solving the engineering problems of insufficient strength of cement mixing piles and poor soft soil reinforcement effect.

[0287] In other words, core-reinforced mixing piles are an improved construction method of ordinary cement mixing piles. They are composite piles formed by inserting precast core piles (concrete piles or pipe piles) after the cement mixing piles are constructed. Employing a rigid-flexible design concept, combining mixing piles with precast piles, they offer stronger bearing capacity than cement mixing piles while saving costs compared to rigid piles. From a reinforcement mechanism perspective, before the cement piles initially solidify, high-strength core piles are pressed into the mixing piles. The core pile bears the vertical load, while the larger-diameter outer piles formed by the cement-soil structure bear the lateral friction. With minimal settlement, greater bearing capacity can be achieved by leveraging the structural strength of the high-strength core piles. The core pile in the structure primarily bears the vertical load and transfers the force to the external mixing piles, which in turn transmit it to the surrounding soil, thus increasing the bearing capacity of a single pile.

[0288] In other words, this invention provides a method and system for designing the bearing capacity of core-mixed soil mixing piles. The method first designs the structural parameters of the core-mixed soil mixing pile, including the core length ratio, core content, and area replacement ratio. Then, based on the concentric circle theory of small-hole expansion, it calculates the stress-strain responses of the cement-soil and surrounding soil caused by the core pile's penetration into the mixing pile. Finally, it extracts the displacement field after the core pile penetration in the previous step, establishes a finite element model, analyzes the bearing capacity of the core-mixed soil mixing pile and the pile-soil stress ratio, and designs the core-mixed soil mixing pile based on these two indicators. This invention expands the application of core-mixed soil mixing piles in the field of soft soil reinforcement.

[0289] The embodiments described above are merely illustrative of several implementations of the present invention, and while the descriptions are specific and detailed, they should not be construed as limiting the scope of the present invention. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of the present invention, and these modifications and improvements all fall within the scope of protection of the present invention. Therefore, the scope of protection of this patent should be determined by the appended claims.

Claims

1. A method for arranging the bearing capacity of core-mixed piles suitable for soft soil reinforcement, characterized in that, The method includes the following steps: Generate and acquire first data corresponding to the core-mixing piles to be installed in soft soil reinforcement, and generate corresponding second data based on the first data; wherein, the first data is the original parameter data corresponding to the core-mixing piles to be installed and located in soft soil reinforcement; the second data is the mechanical parameter data corresponding to the first data; Based on the second data and combined with the first data, third and fourth data are generated sequentially, respectively; the process also includes, based on the third data and combined with the equilibrium relationship of the orifice expansion theory, determining in real time whether the following equation is satisfied; if satisfied, proceeding to the next step; otherwise, acquiring data again and determining the equation again; wherein, the equation is: s r -h=K p (s θ -h) (1) Where: σ r σ θ Radial and tangential stresses, respectively; K p is the friction coefficient; h is the soil strength parameter; Real-time generation of theoretical solution location data for the elastoplastic boundary in cement-soil corresponding to the core-mixing piles to be installed in soft soil reinforcement; Calculate and generate radial stress data at the contact surface of the core pile and cement-soil mixing pile; the specific calculation formula is as follows: In the formula: p0 is the initial confining pressure input parameter; σ rA Radial stress at the contact surface of the core pile-cement-soil mixing pile; m is the size effect parameter; β is the stress exponent in the plastic zone; ξ R ξ is the radius of the dimensionless plastic region; B Let be the radius of the dimensionless finite-size elastic region; f(m) is the stress-to-elastic boundary attenuation function, whose expression is: In the formula: C BD The value varies depending on the boundary conditions; k is a parameter related to the shape of the hole, where k = 1 for cylindrical holes and k = 2 for spherical holes; The third data consists of the location data of the elastoplastic boundary 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 consists of the displacement data of the cement-soil-pile-surrounding soil boundary and the radial and tangential stress data of the contact surface between the two, as well as the elastoplastic boundary data in the surrounding soil. 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 stress-strain response data of cement soil and surrounding soil caused by core pile penetration obtained through numerical iteration. A finite element model corresponding to the core-mixed soil pile is created, and the progressive loading is simulated. At the same time, combined with the fifth data, a sixth data corresponding to the core-mixed soil pile to be placed in the soft soil reinforcement is generated. The sixth data is the bearing capacity arrangement data of the core-mixed soil pile, which includes: pile end bearing capacity data, side friction data, and soil stress data around the pile.

2. The method for arranging the bearing capacity of cored mixing piles suitable for soft soil reinforcement according to claim 1, characterized in that, The process of generating and acquiring first data corresponding to the core-mixing piles to be installed in soft soil reinforcement, and generating corresponding second data based on the first data, further includes: Generate and acquire data on the radius and depth of the cement-soil, the radius and depth of the soil around the pile, the mechanical parameters of the soil, and the confining pressure of the soil around the pile, respectively, corresponding to the core-mixing piles to be installed in the soft soil reinforcement.

3. The method for arranging the bearing capacity of cored mixing piles suitable for soft soil reinforcement according to claim 1, characterized in that, The step of generating third and fourth data sequentially based on the second data and in combination with the first data also includes: Generate and acquire the compression data corresponding to the core pile penetration into the cement-soil mixture. Based on the compression data, calculate in real time the ratio of the displacement of the cement-soil-pile perimeter boundary to the initial boundary; wherein the calculation formula is: Where: b is the displacement of the cement-soil-pile perimeter boundary; b0 is the initial boundary; G is the shear modulus; μ is the Poisson's ratio of the soil; σ c The boundary confining pressure; the radial stress σ on the elastoplastic boundary. R for: s R =-h+(h+σ c )f(m) (18) Where: σ c For boundary confinement.

4. The method for arranging the bearing capacity of cored mixing piles suitable for soft soil reinforcement according to claim 1, characterized in that, The process 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 also includes: Radial stress data and tangential stress data corresponding to cement-soil or pile-surrounding soil are calculated and generated respectively; wherein: the radial stress data includes radial stress data of the plastic region and radial stress data of the elastic region; the tangential stress data includes tangential stress data of the plastic region and tangential stress data of the elastic region; Based on the radial stress data and the tangential stress data, displacement and stress distribution curves of the cement-soil and surrounding soil after the core pile is driven are plotted.

5. The method for arranging the bearing capacity of cored mixing piles suitable for soft soil reinforcement according to claim 1, characterized in that, The process of creating a finite element model corresponding to the core-mixing pile and simulating progressive loading, while simultaneously generating a sixth set of data corresponding to the core-mixing piles to be deployed in soft soil reinforcement, in conjunction with the fifth set of data, also includes: Based on the sixth data, a seventh data corresponding to the core-mixing piles to be installed in the soft soil reinforcement is generated; wherein, the seventh data is the updated displacement data of the cement-soil-pile-surround soil contact surface.

6. A bearing capacity arrangement system for core-mixed piles suitable for soft soil reinforcement, characterized in that, The system is applied to the bearing capacity arrangement method of core-mixed piles for soft soil reinforcement as described in any one of claims 1-5, and the system comprises: The first data generation unit is used to generate and acquire first data corresponding to the core-mixing piles to be installed in the soft soil reinforcement, and to generate corresponding second data based on the first data; wherein, the first data is the original parameter data corresponding to the core-mixing piles to be installed and located in the soft soil reinforcement; the second data is the mechanical parameter data corresponding to the first data; The second data generation unit is used to generate third data and fourth data sequentially based on the second data and the first data. The third data consists of the location data of the elastoplastic boundary 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 consists of the displacement data of the cement-soil-pile-surrounding soil boundary and the radial and tangential stress data of the contact surface between the two, as well as the elastoplastic boundary data in the surrounding soil. The third data generation unit is used to simulate the core pile penetration process in real time based on the fourth data and generate the fifth data corresponding to the core pile penetration process; wherein, the fifth data is the stress-strain response data of cement soil and surrounding soil caused by core pile penetration obtained through numerical iteration. The fourth data generation unit is used to create a finite element model corresponding to the core-mixed pile and simulate the step-by-step loading; at the same time, combined with the fifth data, it generates a sixth data corresponding to the core-mixed pile to be arranged in the soft soil reinforcement; wherein, the sixth data is the bearing capacity arrangement data of the core-mixed pile, and the bearing capacity arrangement data includes: pile end bearing capacity data, side friction data and pile perimeter soil stress data.

7. The bearing capacity arrangement system for core-mixed piles suitable for soft soil reinforcement according to claim 6, characterized in that, The first data generation unit further includes: The first data generation module is used to generate and acquire the cement-soil radius and depth data, pile perimeter soil radius and depth data, soil mechanical parameter data, and pile perimeter soil outer boundary confining pressure data corresponding to the core-mixed piles to be arranged in the soft soil reinforcement. And / or, the second data generation 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 the equilibrium relationship of the orifice expansion theory; wherein the equation is: s r -h=K p (s θ -h) (1) Where: σ r σ θ Radial and tangential stresses, respectively; K p is the friction coefficient; h is the soil strength parameter; The second data generation module is used to generate in real time the location data of the elastoplastic boundary theory solution in cement-soil corresponding to the core mixing piles to be arranged in soft soil reinforcement. And / or, the third data generation 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 pile-surrounding soil, respectively; wherein: the radial stress data includes radial stress data of the plastic region and radial stress data of the elastic region; the tangential stress data includes tangential stress data of the plastic region and tangential stress data of the elastic region; The fourth data generation module is used to draw and generate displacement and stress distribution curves of cement-soil and surrounding soil after core pile penetration based on the radial stress data and the tangential stress data. And / or, the fourth data generation unit further includes: The fifth data generation module is used to generate a seventh data corresponding to the core-mixing piles to be arranged in the soft soil reinforcement based on the sixth data; wherein, the seventh data is the updated displacement data of the cement-soil-pile-surround soil contact surface.

8. A bearing capacity arrangement system for core-mixed piles suitable for soft soil reinforcement according to claim 6 or 7, characterized in that, The second data generation unit further includes: The first calculation and generation module is used to calculate and generate radial stress data at the contact surface of the core pile-cement-soil mixing pile; the specific calculation formula is as follows: In the formula: p0 is the initial confining pressure input parameter; σ rA Radial stress at the contact surface of the core pile-cement-soil mixing pile; m is the size effect parameter; β is the stress exponent in the plastic zone; ξ R ξ is the radius of the dimensionless plastic region; B Let be the radius of the dimensionless finite-size elastic region; f(m) is the stress-to-elastic boundary attenuation function, whose expression is: In the formula: C BD The value varies depending on the boundary conditions; k is a parameter related to the shape of the hole, where k = 1 for cylindrical holes and k = 2 for spherical holes; And / or, the second data generation unit further includes: The second calculation and generation module is used to generate and acquire the compression data corresponding to the core pile's penetration into the cement-soil mixture, and to calculate in real time the ratio of the displacement of the cement-soil-pile perimeter boundary to the initial boundary based on the compression data; wherein, the calculation formula is: Where: b is the displacement of the cement-soil-pile perimeter boundary; b0 is the initial boundary; G is the shear modulus; μ is the Poisson's ratio of the soil; σ c The boundary confining pressure; the radial stress σ on the elastoplastic boundary. R for: s R =-h+(h+σ c )f(m) (18) Where: σ c For boundary confinement.

Images