A pile foundation structure analysis method for soft and hard rock complex stratum and related equipment

Abstract

The application discloses a pile foundation structure analysis method for soft and hard rock complex stratum and related equipment, and relates to the technical field of foundation building construction. The method comprises the following steps: analyzing the rock composition of the inner side wall of a foundation pit, dividing the foundation pit into multiple layers of soft and hard rock structure according to the rock composition, and analyzing the deformation and failure mechanism of each layer of rock mass and the alternating rock mass under the condition of considering the multiphase medium mutation effect of the soft and hard rock transition zone; obtaining the cylindrical pile structure data of the pile foundation to construct a pile-rock coupling model, and performing dynamic response analysis, analyzing the load transfer path, and calculating the bearing value of the pile foundation structure in the soft and hard rock hierarchical structure according to the load transfer path. The method solves the problem that the analysis of the pile foundation structure for the soft and hard rock complex stratum only stays in simple correlation analysis, lacks the analysis of the influence of the mechanical characteristics and failure mechanism of the soft and hard rock complex stratum on the pile foundation structure, and makes the pile foundation structure still have the problems of uneven stress and instability.

Description

Technical Field

[0001] The present invention relates to the technical field of foundation building construction, and in particular to a pile foundation structure analysis method for soft and hard rock complex strata and related equipment. Background Art

[0002] In building construction, the stability of the foundation is crucial to ensuring the overall stability of the building. Traditionally, to enhance the foundation's strength and earthquake resistance, a significant number of concrete piles are driven into the foundation. This large number of columnar piles beneath the building plays a positive role in enhancing the building's stability and earthquake resistance. This improves the building's robustness, enabling it to better withstand the weight of the superstructure and various loads, while also resisting a certain degree of seismic force.

[0003] However, with the continuous advancement of urban development and the large-scale implementation of construction projects, construction projects inevitably face the challenge of high-stress soft rock areas. Under these special geological conditions, the stratum structure is complex and varied, often with alternating soft and hard rock, interspersed with strongly weathered layers or soft rock strata. When using columnar piles to traverse these soft rock deformation sections, the stress state of the columnar piles in the complex strata becomes extremely complex due to the significant differences in the physical and mechanical properties of the soft and hard rock strata, which can easily lead to excessive stress on the columnar pile foundation, either overall or locally. This uneven and excessive stress situation seriously threatens the overall stability of the building project, increasing the risk of safety accidents such as settlement, tilting, and even collapse during use, posing potential risks to people's lives and property, and also severely testing the quality and reliability of the construction project.

[0004] Referring to the patent document entitled "A Method and Apparatus for Optimizing Pile Foundation Structures Based on Grey Correlation Analysis" (Patent Publication No. CN119150407A), current analysis and optimization of pile foundation structures is limited to analyzing the correlation between influencing factors and pile foundation structure selection to obtain an optimization solution for the pile foundation structure. However, strata are complex and variable, often with alternating soft and hard rock. In such cases, complex strata with different structural characteristics have different mechanical characteristics and failure mechanisms. Optimizing the pile foundation structure by simply analyzing the correlation between stratum components and pile foundation structure can easily lead to uneven stress on the entire or local columnar pile foundation.

[0005] In summary, the current analysis of pile foundation structures in complex soft and hard rock formations is limited to simple correlation analysis, and lacks analysis of the impact of the mechanical characteristics and failure mechanisms of complex soft and hard rock formations on pile foundation structures, resulting in uneven force and instability in pile foundation structures. Summary of the Invention

[0006] Based on the problems raised by the above background technology, the purpose of the present invention is to provide a pile foundation structure analysis method and related equipment for complex soft and hard rock formations, which solves the problem that the current analysis of pile foundation structures in complex soft and hard rock formations only stays at a simple correlation analysis, lacks analysis of the mechanical characteristics of complex soft and hard rock formations and the impact of the failure mechanism on the pile foundation structure, resulting in uneven force and instability in the pile foundation structure.

[0007] The present invention is achieved through the following technical solutions:

[0008] A first aspect of the present invention provides a method for analyzing pile foundation structures for complex soft and hard rock formations, comprising the following steps:

[0009] Acquiring data of the inner wall of the foundation pit, performing rock mass identification on the inner wall of the foundation pit, and obtaining rock mass composition;

[0010] Dividing the foundation pit into layers according to the rock mass composition to obtain a soft and hard rock hierarchical structure;

[0011] Analyze the deformation and failure mechanism of several soft and hard rock layers to obtain the deformation and failure mechanism of rock layers and the deformation and failure mechanism between rock layers;

[0012] Acquiring cylindrical pile structure data, and performing coupling modeling on the cylindrical pile structure data and several layers of soft and hard rock to obtain a pile-rock coupling model;

[0013] Based on the deformation mechanism of rock formations and the deformation mechanism between rock formations, the dynamic response analysis of the pile-rock coupling model is performed to obtain the load transfer path;

[0014] The bearing value of the pile foundation structure in the soft and hard rock hierarchy is calculated according to the load transfer path, and the pile foundation structure is structurally optimized according to the bearing value.

[0015] In the above technical solution, the rock composition of the inner wall of the foundation pit is analyzed and the foundation pit is divided into multiple layers of soft and hard rock structures according to the rock composition, with each layer representing a rock mass of a different composition. Taking into account the multiphase medium mutation effect in the soft-hard rock transition zone, the deformation and failure mechanism of each rock layer and the rock mass transition point are analyzed to avoid local stress analysis errors. The columnar pile structure data of the pile foundation is obtained to construct a pile-rock coupling model. The dynamic response analysis of the pile-rock coupling model is performed based on the deformation mechanism of the rock layer and the deformation mechanism between rock layers to analyze the load transfer path of the pile foundation based on the rock mass failure mechanism. The bearing capacity of the pile foundation structure in the soft and hard rock layer structure is calculated based on the load transfer path. The bearing capacity of the pile foundation structure in the soft and hard rock layer structure under the dynamic mechanical environment is determined by dynamically simulating the time-varying mechanical environment. The bearing capacity indicates the bearing capacity of the pile foundation section under the stress of the rock mass. Based on this bearing capacity, the corresponding position of the pile foundation structure is reinforced or adjusted to adapt to the stress changes caused by the dynamic superposition effect of the stress field caused by subsequent adjacent engineering activities.

[0016] In an optional embodiment, deformation and failure mechanism analysis of several soft and hard rock layers is performed, including the following steps:

[0017] Obtaining the layer inclination angle and the soft-hard layer thickness ratio of the soft and hard rock layers, and calculating the crack distribution characteristics of the soft and hard rock layers under the influence of the layer inclination angle and the soft-hard layer thickness ratio;

[0018] Obtaining a stress change curve of the soft and hard rock layers, extracting characteristic points from the stress change curve, and obtaining stress characteristic points;

[0019] Associating the stress characteristic points with the crack distribution characteristics to obtain crack evolution characteristics;

[0020] Performing stress analysis on the soft and hard rock layers and the adjacent surfaces of the soft and hard rock layers to obtain the stress state of the rock layers and the stress state between the layers;

[0021] The crack evolution characteristics are analyzed based on the stress state of the rock formation and the stress state between the layers to obtain the deformation and failure mechanism of the rock formation and the deformation and failure mechanism between the rock layers.

[0022] In an optional embodiment, coupling modeling of the columnar pile structure data and several layers of soft and hard rock layers is performed, including the following steps:

[0023] Establishing several layers of soft and hard rock as a rock formation model;

[0024] Establishing the columnar pile structure data into a pile body model corresponding to the rock formation model according to the hierarchical structure of the rock formation model;

[0025] Setting the pile top boundary condition, pile bottom boundary condition and interlayer interface continuity condition of the pile model;

[0026] Acquiring a contact interface between the rock formation model and the pile model, and setting a contact interface condition of the contact interface;

[0027] The rock layer model and the pile body model are coupled according to the interlayer interface continuity condition and the contact interface condition to obtain a pile-rock coupling model.

[0028] In an optional embodiment, a dynamic response analysis of the pile-rock coupling model is performed based on the rock formation deformation mechanism and the inter-rock formation deformation mechanism, including the following steps:

[0029] The stress state of the rock layer and the stress state between layers are decomposed along the crack evolution direction to obtain the pile-rock interaction stress in each crack evolution direction.

[0030] performing dynamic response calculation on the pile model in the pile-rock coupling model based on the pile-rock interaction stress in each crack evolution direction, and obtaining the top load and pile displacement of each segment of the pile in the pile model;

[0031] Curve fitting is performed based on the top load and the pile displacement to obtain load-settlement curves in each crack evolution direction.

[0032] In an optional embodiment, calculating the bearing value of the pile foundation structure in the soft and hard rock hierarchy according to the load transfer path, and optimizing the pile foundation structure according to the bearing value comprises the following steps:

[0033] The load-settlement curve in each crack evolution direction is used to calculate the bearing capacity using the slope tangent method to obtain the ultimate bearing capacity.

[0034] Obtaining a correction factor, and correcting the ultimate bearing capacity using the correction factor to obtain a corrected ultimate bearing capacity;

[0035] A structural reliability calculation is performed on the modified ultimate bearing capacity to obtain a structural reliability value.

[0036] In an optional embodiment, performing structural reliability calculation on the modified ultimate bearing capacity includes:

[0037] ;

[0038] In the above formula, Indicates horizontal The structural reliability value on Indicates vertical The structural reliability value on Indicates the The modified ultimate bearing capacity of the crack in the transverse direction The projection value on Indicates the The modified ultimate bearing capacity of the crack in the longitudinal direction The projection value on Indicates the number of cracks, represents the correction factor, Indicates horizontal The upper limit of allowable settlement, Indicates vertical The upper limit of allowable settlement, and represents the first fitting parameter and the second fitting parameter; Indicates the safety factor.

[0039] In an optional embodiment, performing structural optimization on the pile foundation structure according to the bearing value includes:

[0040] Obtaining a transverse reliability threshold and a longitudinal reliability threshold; wherein the transverse reliability threshold and the longitudinal reliability threshold are both negative values;

[0041] The horizontal The structural reliability value on the horizontal axis is judged by the horizontal reliability threshold. If the structural reliability value on the lateral reinforcement is less than the lateral reliability threshold, the lateral reinforcement value is calculated using the modified ultimate bearing capacity;

[0042] The vertical The structural reliability value on the vertical reliability threshold is judged. If the vertical If the structural reliability value on is less than the longitudinal reliability threshold, the longitudinal reinforcement value is calculated using the modified ultimate bearing capacity;

[0043] The transverse reinforcement value and the longitudinal reinforcement value are comprehensively calculated to determine the reinforcement bearing capacity value and the reinforcement direction.

[0044] A second aspect of the present invention provides a pile foundation structure analysis system for complex soft and hard rock formations, comprising:

[0045] A rock mass identification module is used to obtain data of the inner wall of the foundation pit, perform rock mass identification on the inner wall of the foundation pit, and obtain rock mass composition;

[0046] A hierarchical division module is used to divide the foundation pit into layers according to the rock mass composition to obtain a soft and hard rock hierarchical structure;

[0047] The failure mechanism analysis module is used to analyze the deformation and failure mechanisms of several layers of soft and hard rock to obtain the deformation and failure mechanisms of rock layers and the deformation and failure mechanisms between rock layers;

[0048] A modeling coupling module is used to obtain columnar pile structure data, and perform coupling modeling on the columnar pile structure data and several layers of soft and hard rock to obtain a pile-rock coupling model;

[0049] A path analysis module is used to perform a dynamic response analysis on the pile-rock coupling model based on the deformation mechanism of the rock layer and the deformation mechanism between rock layers to obtain a load transfer path;

[0050] The structural optimization module is used to calculate the bearing value of the pile foundation structure in the soft and hard rock hierarchy according to the load transfer path, and perform structural optimization on the pile foundation structure according to the bearing value.

[0051] A third aspect of the present invention provides an electronic device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein when the processor executes the computer program, a method for analyzing pile foundation structures for complex soft and hard rock formations is implemented.

[0052] A fourth aspect of the present invention provides a computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements a pile foundation structure analysis method for complex soft and hard rock formations.

[0053] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0054] 1. The present invention analyzes the deformation and failure mechanism of each rock layer and the rock mass alternation while taking into account the multiphase medium mutation effect in the soft-hard rock transition zone, thus avoiding errors in local force analysis.

[0055] 2. The bearing capacity of the pile foundation structure in each layer of soft and hard rock structure under the dynamic mechanical environment is determined by dynamic simulation of the time-varying mechanical environment. The corresponding position of the pile foundation structure is reinforced or adjusted based on the bearing capacity to adapt to the stress changes caused by the dynamic superposition effect of the stress field caused by subsequent adjacent engineering activities. BRIEF DESCRIPTION OF THE DRAWINGS

[0056] In order to more clearly illustrate the technical solutions of the exemplary embodiments of the present invention, the following briefly introduces the drawings required for use in the examples. It should be understood that the following drawings only illustrate certain embodiments of the present invention and should not be considered as limiting the scope. A person of ordinary skill in the art can also derive other relevant drawings based on these drawings without inventive effort. In the drawings:

[0057] Figure 1 A schematic flow chart of a pile foundation structure analysis method for soft and hard rock complex formations provided in Example 1 of the present invention;

[0058] Figure 2A schematic structural diagram of a pile foundation structure analysis system for complex soft and hard rock formations provided in Example 2 of the present invention;

[0059] Figure 3 This is a structural diagram of an electronic device provided in Example 2 of the present invention. DETAILED DESCRIPTION

[0060] In order to make the objectives, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with examples and drawings. The exemplary embodiments of the present invention and their descriptions are only used to explain the present invention and are not intended to limit the present invention.

[0061] Example 1 of the present invention provides a pile foundation structure analysis method for complex soft and hard rock formations, such as Figure 1 As shown, a pile foundation structure analysis method for complex soft and hard rock formations includes the following steps:

[0062] Acquiring data of the inner wall of the foundation pit, performing rock mass identification on the inner wall of the foundation pit, and obtaining rock mass composition;

[0063] Dividing the foundation pit into layers according to the rock mass composition to obtain a soft and hard rock hierarchical structure;

[0064] Analyze the deformation and failure mechanism of several soft and hard rock layers to obtain the deformation and failure mechanism of rock layers and the deformation and failure mechanism between rock layers;

[0065] Acquiring cylindrical pile structure data, and performing coupling modeling on the cylindrical pile structure data and several layers of soft and hard rock to obtain a pile-rock coupling model;

[0066] Based on the deformation mechanism of rock formations and the deformation mechanism between rock formations, the dynamic response analysis of the pile-rock coupling model is performed to obtain the load transfer path;

[0067] The bearing value of the pile foundation structure in the soft and hard rock hierarchy is calculated according to the load transfer path, and the pile foundation structure is structurally optimized according to the bearing value.

[0068] It should be noted that under complex geological conditions, alternating soft and hard rock formations exhibit significant heterogeneity, and their multi-scale coupling effect leads to significant differences in the mechanical responses at the interfaces of different rock groups. The control variable method currently used in pile foundation optimization design has theoretical limitations: the method system of optimizing bearing capacity by screening the main control mechanical parameters through correlation analysis is difficult to accurately characterize the actual mechanical environment of the soft and hard interbedded formations. The existing technology for pile foundation structure analysis has the following defects:

[0069] (1) The parameter correlation model established based on the overall bearing theory ignores the multiphase media mutation effect in the soft-hard rock transition zone. This interface mutation triggers stress redistribution, which causes a systematic deviation between the actual contact pressure and shear slip mode at the pile-soil interface and the theoretical calculation, resulting in inaccurate prediction of the development of the local plastic zone.

[0070] (2) Existing parameter optimization models simplify the rock and soil into a static medium and fail to establish a constitutive relationship for pile-rock synergistic deformation. Particularly in densely constructed urban environments, the dynamic superposition effect of stress fields caused by subsequent adjacent engineering activities can significantly alter the load transfer path of existing pile foundations. The static optimal parameter set obtained by the control variable method cannot adapt to this time-varying mechanical environment, leading to the risk of cumulative deformation during the service life of the structure.

[0071] Based on the above-mentioned defects, this embodiment proposes a pile foundation structure analysis method for complex soft and hard rock formations. By analyzing the rock composition of the inner wall of the foundation pit, the foundation pit is divided into multiple layers of soft and hard rock structures according to the rock composition, and each layer represents a rock mass of a certain composition. Under the condition of considering the multiphase medium mutation effect of the soft and hard rock transition zone, the deformation and failure mechanism of each layer of rock mass and the alternation of rock masses are analyzed to avoid local force analysis errors. The columnar pile structure data of the pile foundation is obtained to construct a pile-rock coupling model. The pile-rock coupling model is analyzed based on the deformation mechanism of the rock stratum and the deformation mechanism between rock strata. A dynamic response analysis is performed using a combined model to analyze the load transfer path of the pile foundation based on the rock failure mechanism. The bearing value of the pile foundation structure in the soft and hard rock hierarchy is calculated based on the load transfer path. The bearing value of the pile foundation structure in each layer of soft and hard rock structure under the dynamic mechanical environment is determined by dynamically simulating the time-varying mechanical environment. The bearing value indicates the bearing capacity of the pile foundation section under the stress of the rock mass. The corresponding position of the pile foundation structure is reinforced or adjusted based on the bearing capacity to adapt to the stress changes brought about by the dynamic superposition effect of the stress field caused by subsequent adjacent engineering activities.

[0072] In an optional embodiment, deformation and failure mechanism analysis of several soft and hard rock layers is performed, including the following steps:

[0073] Obtaining the layer inclination angle and the soft-hard layer thickness ratio of the soft and hard rock layers, and calculating the crack distribution characteristics of the soft and hard rock layers under the influence of the layer inclination angle and the soft-hard layer thickness ratio;

[0074] Obtaining a stress change curve of the soft and hard rock layers, extracting characteristic points from the stress change curve, and obtaining stress characteristic points;

[0075] Associating the stress characteristic points with the crack distribution characteristics to obtain crack evolution characteristics;

[0076] Performing stress analysis on the soft and hard rock layers and the adjacent surfaces of the soft and hard rock layers to obtain the stress state of the rock layers and the stress state between the layers;

[0077] The crack evolution characteristics are analyzed based on the stress state of the rock formation and the stress state between the layers to obtain the deformation and failure mechanism of the rock formation and the deformation and failure mechanism between the rock layers.

[0078] It should be noted that the boundary between rock layers is a key location influencing pile stress. At the interface between soft and hard rock, the mechanical characteristics of the pile, such as lateral pressure, normal pressure, and shear force, may change significantly. When a pile passes through the interface, due to the significant difference in mechanical properties between soft and hard rock, deformation in the hard rock region is relatively small, while deformation in the soft rock region is large, which can easily lead to stress concentration at the interface. In the hard rock section, the pile primarily bears significant normal pressure, while in the soft rock section, in addition to normal pressure, the pile may also be subject to greater lateral pressure. Furthermore, at the interface between soft and hard rock, pile deformation may be discontinuous, exhibiting sudden or uneven deformation. Therefore, adjusting the pile foundation based on the "optimal pile foundation adjustment parameters" obtained by ignoring the stress analysis at the soft and hard rock interface can actually cause local deformation of the pile foundation due to uneven stress, leading to subsequent collapse of the pile foundation.

[0079] At present, traditional analysis methods mainly focus on the stress conditions of the pile foundation under the rock mass, while ignoring the evolution of microscopic cracks and complex interactions between rock layers. This will lead to changes in the stress conditions between layers during subsequent urban construction, and changes in the stress on the pile foundation, which will lead to collapse. This step calculates the crack distribution characteristics by obtaining the layer inclination angles and the thickness ratio of the soft and hard rock layers; extracts stress characteristic points and correlates them with the crack distribution characteristics to obtain crack evolution characteristics; analyzes the stress of the rock layer and between layers, and conducts a comprehensive analysis based on the crack evolution characteristics to obtain the deformation and failure mechanism of the rock layer. By studying the deformation and failure mechanism of the rock layer, the pile foundation structure can be adjusted or the sections where stress changes may occur in the future can be reinforced. This method can cope with the impact of frequent urban construction on pile foundations.

[0080] The stress state of the rock layer adopts the existing stress analysis of a single rock mass. One of the core points of this embodiment is the analysis and construction of the stress state of the layer.

[0081] In this embodiment, the interlayer stress state is as follows:

[0082] ;

[0083] In the above formula, represents the shear stress function, represents the axial stress, represents the interlayer friction, represents the interlayer cohesion, Indicates the shear strength value.

[0084] Among them, the forces between the two rock layers are equal in magnitude and opposite in direction.

[0085] In an optional embodiment, coupling modeling of the columnar pile structure data and several layers of soft and hard rock layers is performed, including the following steps:

[0086] Establishing several layers of soft and hard rock as a rock formation model;

[0087] Establishing the columnar pile structure data into a pile body model corresponding to the rock formation model according to the hierarchical structure of the rock formation model;

[0088] Setting the pile top boundary condition, pile bottom boundary condition and interlayer interface continuity condition of the pile model;

[0089] Acquiring a contact interface between the rock formation model and the pile model, and setting a contact interface condition of the contact interface;

[0090] The rock layer model and the pile body model are coupled according to the interlayer interface continuity condition and the contact interface condition to obtain a pile-rock coupling model.

[0091] It should be noted that the boundary points between rock layers are the key locations where the properties of different rock layers change. In a cylindrical pile structure, these boundary points will cause the mechanical properties of the pile body to change. One of the core points of this method is to analyze the mechanical characteristics of the boundary points between rock layers in order to obtain the stress and deformation conditions of the pile foundation at the boundary between soft and hard rock layers. Therefore, when constructing the pile model, this embodiment establishes a corresponding pile model according to the hierarchical structure of the rock layer model, wherein the pile model is divided into several sections, each section corresponding to a layer of soft and hard rock layers. Compared with the current model that only analyzes the pile side friction and pile end resistance between piles and rocks, this embodiment focuses more on the junction. Based on this, this embodiment sets the layer interface continuity conditions of each section of the pile model, and combines them with the contact interface conditions of the contact interface, thereby completing the coupling between the rock layer model and the pile model.

[0092] The pile top boundary condition, pile bottom boundary condition, and pile-rock contact interface condition all adopt the existing constraints for pile foundation and rock layer. In this implementation, the interlayer interface continuity condition is set as follows:

[0093] Displacement continuity condition:

[0094] ;

[0095] In the above formula, Indicates the first Horizontal displacement of the pile segment, Indicates the vertical position of the pile. Indicates the first The length of the pile segment.

[0096] The displacement continuity condition indicates that the displacement continuity condition is the first Segment pile and The horizontal displacement of the segment pile is continuous, which ensures the geometric continuity of the pile at the junction.

[0097] Slope continuity condition:

[0098] ;

[0099] Among them, the slope continuity condition means that the slope of the pile body at the interface is continuous, that is, the first-order derivative of the horizontal displacement with respect to the depth is continuous, which ensures that the bending degree of the pile body at the interface is continuous and ensures a smooth transition of the pile body at the interface, which meets the requirements for the connection of each section of the pile foundation.

[0100] Bending moment equilibrium condition:

[0101] ;

[0102] In the above formula, Indicates the first The elastic modulus of the pile segment, Indicates the first Section moment of inertia of the pile segment.

[0103] Among them, the elastic modulus is related to the material selected for the pile foundation and is determined by the material; the section inertia moment is related to the cross-sectional shape and size of the pile body and represents the ability of the section to resist bending deformation. The above two parameters can be determined by the material selected for the specific project. The moment equilibrium condition represents the first The bending moment transmitted from the pile to the interface The bending moments generated at the interface of the segment pile are equal in magnitude and opposite in direction, and the overall balance of the pile is ensured by the bending moment equilibrium condition.

[0104] Shear equilibrium conditions:

[0105] ;

[0106] Among them, the shear equilibrium condition ensures the shear balance of the pile body at the interface, thereby ensuring that the pile body will not undergo shear mutation at the interface, thereby maintaining the overall mechanical balance.

[0107] In an optional embodiment, a dynamic response analysis of the pile-rock coupling model is performed based on the rock formation deformation mechanism and the inter-rock formation deformation mechanism, including the following steps:

[0108] The stress state of the rock layer and the stress state between layers are decomposed along the crack evolution direction to obtain the pile-rock interaction stress in each crack evolution direction.

[0109] performing dynamic response calculation on the pile model in the pile-rock coupling model based on the pile-rock interaction stress in each crack evolution direction, and obtaining the top load and pile displacement of each segment of the pile in the pile model;

[0110] Curve fitting is performed based on the top load and the pile displacement to obtain load-settlement curves in each crack evolution direction.

[0111] It should be noted that in the pile-rock coupling system, the forces acting on the rock layer itself and the interaction forces between rock layers (interlayers) are complex. Since cracks may exist in the rock layer, and the cracks will evolve (such as expansion, penetration, etc.) with factors such as force, the direction of the cracks has a key influence on the transmission and distribution of stress. The forces acting on the rock layer and its interlayers are decomposed along the direction of crack evolution in order to accurately analyze the interaction forces between the pile and the rock layer in different crack directions. This embodiment uses a numerical method to solve the pile model based on the dynamic equation. Based on the pile-rock interaction stress in each crack evolution direction, the boundary conditions of the external forces acting on different parts of the pile body are determined. As the calculation proceeds, the top load of each section of the pile body under dynamic action and the displacement of each layer of the pile body in the pile body model can be obtained.

[0112] In an optional embodiment, calculating the bearing value of the pile foundation structure in the soft and hard rock hierarchy according to the load transfer path, and optimizing the pile foundation structure according to the bearing value comprises the following steps:

[0113] The load-settlement curve in each crack evolution direction is used to calculate the bearing capacity using the slope tangent method to obtain the ultimate bearing capacity.

[0114] Obtaining a correction factor, and correcting the ultimate bearing capacity using the correction factor to obtain a corrected ultimate bearing capacity;

[0115] A structural reliability calculation is performed on the modified ultimate bearing capacity to obtain a structural reliability value.

[0116] In an optional embodiment, performing structural reliability calculation on the modified ultimate bearing capacity includes:

[0117] ;

[0118] In the above formula, Indicates horizontal The structural reliability value on Indicates vertical The structural reliability value on Indicates the The modified ultimate bearing capacity of the crack in the transverse direction The projection value on Indicates the The modified ultimate bearing capacity of the crack in the longitudinal direction The projection value on Indicates the number of cracks, represents the correction factor, Indicates horizontal The upper limit of allowable settlement, Indicates vertical The upper limit of allowable settlement, and represents the first fitting parameter and the second fitting parameter; Indicates the safety factor.

[0119] It should be noted that since each crack has its own direction, in this embodiment, each crack is projected horizontally and vertically to calculate its impact on the structural reliability value. At the same time, a construction safety factor is added to the reliability calculation to make a safety correction to the modified ultimate bearing capacity. The first and second fitting parameters are obtained when the load-settlement curve is calculated. A positive structural reliability value indicates that the pile foundation structure is reliable; a negative value indicates that there is a risk; based on this, the pile foundation structure is subsequently optimized.

[0120] In an optional embodiment, performing structural optimization on the pile foundation structure according to the bearing value includes:

[0121] Obtaining a transverse reliability threshold and a longitudinal reliability threshold; wherein the transverse reliability threshold and the longitudinal reliability threshold are both negative values;

[0122] The horizontal The structural reliability value on the horizontal axis is judged by the horizontal reliability threshold. If the structural reliability value on the lateral reinforcement is less than the lateral reliability threshold, the lateral reinforcement value is calculated using the modified ultimate bearing capacity;

[0123] The vertical The structural reliability value on the vertical reliability threshold is judged. If the vertical If the structural reliability value on is less than the longitudinal reliability threshold, the longitudinal reinforcement value is calculated using the modified ultimate bearing capacity;

[0124] The transverse reinforcement value and the longitudinal reinforcement value are comprehensively calculated to determine the reinforcement bearing capacity value and the reinforcement direction.

[0125] It should be noted that the reinforcement of pile foundation structures includes longitudinal reinforcement, simple reinforcement and diagonal reinforcement. Therefore, it is necessary to calculate the transverse reinforcement value and the longitudinal reinforcement value separately to determine the reinforcement bearing capacity value and the reinforcement direction, and fix the structure with the corresponding reinforcement bearing capacity value in the reinforcement direction to increase the bearing capacity of the pile foundation structure.

[0126] Example 2 of the present invention provides a pile foundation structure analysis system for complex soft and hard rock formations, such as Figure 2 As shown, a pile foundation structure analysis system for complex soft and hard rock formations includes:

[0127] A rock mass identification module is used to obtain data of the inner wall of the foundation pit, perform rock mass identification on the inner wall of the foundation pit, and obtain rock mass composition;

[0128] A hierarchical division module is used to divide the foundation pit into layers according to the rock mass composition to obtain a soft and hard rock hierarchical structure;

[0129] The failure mechanism analysis module is used to analyze the deformation and failure mechanisms of several layers of soft and hard rock to obtain the deformation and failure mechanisms of rock layers and the deformation and failure mechanisms between rock layers;

[0130] A modeling coupling module is used to obtain columnar pile structure data, and perform coupling modeling on the columnar pile structure data and several layers of soft and hard rock to obtain a pile-rock coupling model;

[0131] A path analysis module is used to perform a dynamic response analysis on the pile-rock coupling model based on the deformation mechanism of the rock layer and the deformation mechanism between rock layers to obtain a load transfer path;

[0132] The structural optimization module is used to calculate the bearing value of the pile foundation structure in the soft and hard rock hierarchy according to the load transfer path, and perform structural optimization on the pile foundation structure according to the bearing value.

[0133] Embodiment 3 of the present invention provides an electronic device, such as Figure 3 As shown, the electronic device includes a processor 21, a memory 22, an input device 23 and an output device 24; the number of processors 21 in the computer device can be one or more. Figure 3 In the figure, a processor 21 is taken as an example; the processor 21, memory 22, input device 23 and output device 24 in the electronic device can be connected by a bus or other means. Figure 3 The bus connection is taken as an example.

[0134] Memory 22, as a computer-readable storage medium, can be used to store software programs, computer-executable programs, and modules. Processor 21 executes the software programs, instructions, and modules stored in memory 22 to perform various functional applications and data processing of the electronic device, thereby implementing the pile foundation structure analysis method for complex soft and hard rock formations in Example 1.

[0135] The memory 22 may primarily include a program storage area and a data storage area. The program storage area may store an operating system and at least one application required for a function; the data storage area may store data created based on the use of the terminal, etc. Furthermore, the memory 22 may include high-speed random access memory and may also include non-volatile memory, such as at least one disk storage device, flash memory device, or other non-volatile solid-state memory device. In some instances, the memory 22 may further include a memory remotely located relative to the processor 21, and these remote memories may be connected to the electronic device via a network. Examples of the aforementioned networks include, but are not limited to, the Internet, an intranet, a local area network, a mobile communication network, and combinations thereof.

[0136] The input device 23 can be used to receive the ID and password input by the user. The output device 24 is used to output the network configuration page.

[0137] Embodiment 4 of the present invention further provides a computer-readable storage medium, wherein the computer-executable instructions, when executed by a computer processor, are used to implement a pile foundation structure analysis method for complex soft and hard rock formations as provided in embodiment 1.

[0138] An embodiment of the present invention provides a storage medium containing computer-executable instructions, and its computer-executable instructions are not limited to the method operations provided in Example 1, but can also execute related operations in a pile foundation structure analysis method for complex soft and hard rock formations provided in any embodiment of the present invention.

[0139] The specific implementation methods described above further illustrate the objectives, technical solutions and beneficial effects of the present invention in detail. It should be understood that the above description is only a specific implementation method of the present invention and is not intended to limit the scope of protection of the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. A pile foundation structure analysis method for complex soft and hard rock formations, characterized in that: The steps include: Acquiring data of the inner wall of the foundation pit, performing rock mass identification on the inner wall of the foundation pit, and obtaining rock mass composition; Dividing the foundation pit into layers according to the rock mass composition to obtain a soft and hard rock hierarchical structure; Analyze the deformation and failure mechanism of several soft and hard rock layers to obtain the deformation and failure mechanism of rock layers and the deformation and failure mechanism between rock layers; Acquiring cylindrical pile structure data, and performing coupling modeling on the cylindrical pile structure data and several layers of soft and hard rock to obtain a pile-rock coupling model; The rock stratum stress state and the interlayer stress state are subjected to stress decomposition along the crack evolution direction to obtain the pile-rock interaction stress in each crack evolution direction; based on the pile-rock interaction stress in each crack evolution direction, the dynamic response of the pile model in the pile-rock coupling model is calculated to obtain the top load and pile displacement of each section of the pile in the pile model; curve fitting is performed based on the top load and the pile displacement to obtain the load-settlement curve in each crack evolution direction; The load-settlement curve in each crack evolution direction is used to calculate the bearing capacity using the slope tangent method to obtain the ultimate bearing capacity. Obtaining a correction factor, and correcting the ultimate bearing capacity using the correction factor to obtain a corrected ultimate bearing capacity; Structural reliability calculation is performed on the modified ultimate bearing capacity to obtain a structural reliability value, and structural optimization is performed on the pile foundation structure according to the structural reliability value.

2. A pile foundation structure analysis method for complex soft and hard rock formations according to claim 1, characterized in that: The deformation and failure mechanism analysis of several soft and hard rock layers includes the following steps: Obtaining the layer inclination angle and the soft-hard layer thickness ratio of the soft and hard rock layers, and calculating the crack distribution characteristics of the soft and hard rock layers under the influence of the layer inclination angle and the soft-hard layer thickness ratio; Obtaining a stress change curve of the soft and hard rock layers, extracting characteristic points from the stress change curve, and obtaining stress characteristic points; Associating the stress characteristic points with the crack distribution characteristics to obtain crack evolution characteristics; Performing stress analysis on the soft and hard rock layers and the adjacent surfaces of the soft and hard rock layers to obtain the stress state of the rock layers and the stress state between the layers; The crack evolution characteristics are analyzed based on the stress state of the rock formation and the stress state between the layers to obtain the deformation and failure mechanism of the rock formation and the deformation and failure mechanism between the rock layers.

3. The pile foundation structure analysis method for complex soft and hard rock formations according to claim 1 is characterized in that: The coupling modeling of the columnar pile structure data and several layers of soft and hard rock layers includes the following steps: Establishing several layers of soft and hard rock as a rock formation model; Establishing the columnar pile structure data into a pile body model corresponding to the rock formation model according to the hierarchical structure of the rock formation model; Setting the pile top boundary condition, pile bottom boundary condition and interlayer interface continuity condition of the pile model; Acquiring a contact interface between the rock formation model and the pile model, and setting a contact interface condition of the contact interface; The rock layer model and the pile body model are coupled according to the interlayer interface continuity condition and the contact interface condition to obtain a pile-rock coupling model.

4. The pile foundation structure analysis method for complex soft and hard rock formations according to claim 1 is characterized in that: Performing structural reliability calculation on the modified ultimate bearing capacity includes: In the above formula, Z x Represents the structural reliability value in the horizontal direction x, Z y Represents the structural reliability value in the longitudinal direction y, (R i ) x represents the projection value of the modified ultimate bearing capacity of the i-th crack in the transverse direction x, (R i ) y represents the projection value of the modified ultimate bearing capacity of the i-th crack in the longitudinal direction y, n represents the number of cracks, θ represents the correction factor, S x Indicates the maximum allowable settlement in the transverse direction x, S y represents the maximum allowable settlement in the longitudinal direction y, λ1 and λ2 represent the first fitting parameter and the second fitting parameter; F represents the safety factor.

5. The pile foundation structure analysis method for complex soft and hard rock formations according to claim 4 is characterized in that: The pile foundation structure is structurally optimized according to the structural reliability value, including: Obtaining a transverse reliability threshold and a longitudinal reliability threshold; wherein the transverse reliability threshold and the longitudinal reliability threshold are both negative values; The structural reliability value in the transverse direction is compared with the transverse reliability threshold value, and if the structural reliability value in the transverse direction is less than the transverse reliability threshold value, the transverse reinforcement value is calculated using the modified ultimate bearing capacity; The longitudinal structural reliability value is compared with the longitudinal reliability threshold value, and if the longitudinal structural reliability value is less than the longitudinal reliability threshold value, the longitudinal reinforcement value is calculated using the modified ultimate bearing capacity; The transverse reinforcement value and the longitudinal reinforcement value are comprehensively calculated to determine the reinforcement bearing capacity value and the reinforcement direction.

6. A pile foundation structure analysis system for complex soft and hard rock formations, characterized by: include: A rock mass identification module is used to obtain data of the inner wall of the foundation pit, perform rock mass identification on the inner wall of the foundation pit, and obtain rock mass composition; A hierarchical division module is used to divide the foundation pit into layers according to the rock mass composition to obtain a soft and hard rock hierarchical structure; The failure mechanism analysis module is used to analyze the deformation and failure mechanisms of several layers of soft and hard rock to obtain the deformation and failure mechanisms of rock layers and the deformation and failure mechanisms between rock layers; A modeling coupling module is used to obtain columnar pile structure data, and perform coupling modeling on the columnar pile structure data and several layers of soft and hard rock to obtain a pile-rock coupling model; A path analysis module is used to decompose the stress state of the rock layer and the stress state between layers along the crack evolution direction to obtain the pile-rock interaction stress in each crack evolution direction; based on the pile-rock interaction stress in each crack evolution direction, a dynamic response calculation is performed on the pile model in the pile-rock coupling model to obtain the top load and pile displacement of each pile segment in the pile model; and curve fitting is performed based on the top load and the pile displacement to obtain the load-settlement curve in each crack evolution direction; Structural optimization module, used to calculate the bearing capacity of the load-settlement curve in each crack evolution direction using the slope tangent method to obtain the ultimate bearing capacity; Obtaining a correction factor, and correcting the ultimate bearing capacity using the correction factor to obtain a corrected ultimate bearing capacity; A structural reliability calculation is performed on the modified ultimate bearing capacity to obtain a structural reliability value, and the structural reliability value is used to perform structural optimization on the pile foundation structure.

7. An electronic device, characterized in that: The method comprises a memory, a processor and a computer program stored in the memory and executable on the processor, wherein when the processor executes the computer program, the method for analyzing pile foundation structures for complex soft and hard rock formations as claimed in any one of claims 1 to 5 is implemented.

8. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by a processor, the method for analyzing pile foundation structures for complex soft and hard rock formations as claimed in any one of claims 1 to 5 is implemented.

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