Method and device for determining the amount of arching in a deep excavation unloading cut in a high-iron micro-swelling mudstone foundation

Abstract

The application provides a high-speed rail micro-swelling mudstone foundation deep excavation unloading cut arching amount determination method and device, first, the vertical swelling force released from the balance state before the micro-swelling mudstone foundation deep excavation to the balance state after the deep excavation unloading is obtained, then the free arching amount of the cut is determined according to the vertical swelling force, then the cut constraint arching amount caused by the overlying load after the micro-swelling mudstone foundation deep excavation unloading, the cut constraint arching amount caused by the shear stress of the non-swelling mudstone on the swelling mudstone foundation and the cut constraint arching amount caused by the self weight of the micro-swelling mudstone foundation are determined, then the final arching amount of the cut is determined according to the cut free arching amount caused by the vertical swelling force, the cut constraint arching amount caused by the overlying load, the cut constraint arching amount caused by the shear stress of the non-swelling mudstone on the swelling mudstone foundation and the cut constraint arching amount caused by the self weight of the micro-swelling mudstone foundation. The application has the advantage that the high-speed rail micro-swelling mudstone foundation deep excavation unloading cut arching amount can be accurately determined.

Description

Technical Field

[0001] This application relates to the technical field of determining parameters of high-speed railway cuttings, and more specifically, to a method and apparatus for determining the arching amount of deep excavation and unloading cuttings in high-speed railway micro-expansion mudstone foundations. Background Technology

[0002] During high-speed railway construction, deep excavation of slightly expansive mudstone is unavoidable to ensure a smooth track. Due to natural limitations, water intrusion is also unavoidable. Deep excavation reduces the overburden load on the slightly expansive mudstone, leading to an energy imbalance in the mudstone foundation. According to the law of conservation of energy, the excavated slightly expansive mudstone foundation tends to move towards equilibrium. After a certain period, it will reach a new equilibrium. During this process of unloading and moving from imbalance to equilibrium, energy is released, primarily manifested as the upward arching of the slightly expansive mudstone foundation. This upward arching is further constrained by the self-weight of the structures above (fill material, base, support layer, track slab, rails, etc.), the self-weight of the slightly expansive mudstone foundation itself, and the frictional stress of non-expanding rock on expansive rock. Therefore, the upward arching of the slightly excavated mudstone foundation in high-speed railway cuttings is the final result of the superposition of free and constrained upward arching. However, there is currently no relevant calculation method for the arching of road cuts based on deep excavation and unloading of micro-expansion mudstone foundations.

[0003] In summary, existing technologies have the problem of being unable to determine the amount of arching in road cuts caused by deep excavation and unloading of micro-expanding mudstone. Summary of the Invention

[0004] The purpose of this application is to provide a method and apparatus for determining the camber of a road cut in a deep excavation and unloading process for a high-speed railway micro-expansion mudstone foundation, so as to solve the problem of the inability to determine the camber of a road cut in the prior art.

[0005] To achieve the above objectives, the technical solutions adopted in the embodiments of this application are as follows:

[0006] In a first aspect, embodiments of this application provide a method for determining the arching amount of a deep excavation and unloading road cut in a high-speed railway micro-expansion mudstone foundation, the method comprising:

[0007] The vertical expansion force released from the equilibrium state before deep excavation of the micro-expansion mudstone foundation to the equilibrium state after unloading during deep excavation is obtained;

[0008] The free arch of the road cut is determined based on the vertical expansion force released from the equilibrium state before deep excavation of the micro-expansion mudstone foundation to the equilibrium state after unloading from deep excavation.

[0009] The following determinations were made regarding the road cut constraint camber caused by the overlying load after deep excavation and unloading of the micro-expanding mudstone foundation, the road cut constraint camber caused by the shear stress of the non-expanding mudstone on the expansive mudstone foundation, and the road cut constraint camber caused by the self-weight of the micro-expanding mudstone foundation. The overlying load is the uniformly distributed load applied to the foundation surface by the self-weight of the structure above the micro-expanding mudstone foundation, and the shear stress is the vertically downward frictional force of the non-expanding mudstone on the expansive mudstone foundation.

[0010] The final upward camber of the road cut is determined based on the free upward camber of the road cut after deep excavation and unloading of the micro-expansion mudstone foundation, the constrained upward camber of the road cut caused by the overlying load after deep excavation and unloading of the micro-expansion mudstone foundation, the constrained upward camber of the road cut caused by the shear stress of non-expansion mudstone on the expansion mudstone foundation, and the constrained upward camber of the road cut caused by the self-weight of the micro-expansion mudstone foundation.

[0011] Secondly, embodiments of this application provide a device for determining the arching amount of a deep excavation and unloading roadbed in a high-speed railway micro-expansion mudstone foundation, the device comprising:

[0012] The data acquisition module is used to acquire the expansion force released from the equilibrium state before deep excavation of the road cut to the equilibrium state after unloading of the deep excavation.

[0013] The data processing module is used to determine the free upward arch of the road cut based on the vertical expansion force released from the equilibrium state before deep excavation of the micro-expansion mudstone foundation to the equilibrium state after unloading.

[0014] The data acquisition module is also used to determine the cut-restrained camber caused by the overburden load after deep excavation and unloading of the micro-expanded mudstone foundation, the cut-restrained camber caused by the shear stress of the non-expanded mudstone on the expansive mudstone foundation, and the cut-restrained camber caused by the self-weight of the expansive mudstone. The overburden load is the uniformly distributed load applied to the foundation surface by the self-weight of the structure above the micro-expanded mudstone foundation, and the shear stress is the vertically downward frictional stress of the non-expanded mudstone on the expansive mudstone foundation.

[0015] The data processing module is also used to determine the final arch of the road cut based on the free arch of the road cut after deep excavation and unloading of the micro-expanding mudstone foundation, the constrained arch of the road cut caused by the overlying load after deep excavation and unloading of the micro-expanding mudstone foundation, the constrained arch of the road cut caused by the shear stress of non-expanding mudstone on the expansive mudstone foundation, and the constrained arch of the road cut caused by the self-weight of the micro-expanding mudstone foundation.

[0016] Thirdly, embodiments of this application provide an electronic device, which includes a memory for storing one or more programs and a processor. When the one or more programs are executed by the processor, the above-described method for determining the arching amount of deep excavation and unloading road cuts in high-speed railway micro-expansion mudstone foundations is implemented.

[0017] Fourthly, embodiments of this application provide a computer-readable storage medium storing a computer program thereon, which, when executed by a processor, implements the above-described method for determining the arching amount of deep excavation and unloading road cuts in high-speed railway micro-expansion mudstone foundations.

[0018] Compared with the prior art, this application has the following advantages:

[0019] This application provides a method and apparatus for determining the camber of a road cut in a deep excavation and unloading operation on a micro-expansion mudstone foundation for high-speed railways. First, the vertical expansion force released from the equilibrium state before deep excavation of the micro-expansion mudstone foundation to the equilibrium state after deep excavation and unloading is obtained. Then, the free camber of the road cut is determined based on the vertical expansion force. Next, the constrained camber of the road cut caused by the overlying load after deep excavation and unloading of the micro-expansion mudstone foundation, the constrained camber of the road cut caused by the shear stress of non-expansion mudstone on the expansive mudstone foundation, and the constrained camber of the road cut caused by the self-weight of the micro-expansion mudstone foundation are determined. Finally, the final camber of the road cut is determined based on the free camber of the road cut caused by the vertical expansion force, the constrained camber of the road cut caused by the overlying load, the constrained camber of the road cut caused by the shear stress of non-expansion mudstone on the expansive mudstone foundation, and the constrained camber of the road cut caused by the self-weight of the micro-expansion mudstone foundation. Since the camber of a road cut is the result of the combined effect of free camber and constrained camber, this application can accurately determine the camber of a road cut by determining the free camber and the corresponding constrained camber released before and after deep excavation of the micro-expansion mudstone foundation.

[0020] To make the above-mentioned objectives, features and advantages of this application more apparent and understandable, preferred embodiments are described below in detail with reference to the accompanying drawings. Attached Figure Description

[0021] To more clearly illustrate the technical solutions of the embodiments of this application, the accompanying drawings used in the embodiments will be briefly introduced below. It should be understood that the following drawings only show some embodiments of this application and should not be regarded as a limitation of the scope. For those skilled in the art, other related drawings can be obtained based on these drawings without creative effort.

[0022] Figure 1 A schematic diagram of the modules of an electronic device provided in an embodiment of this application.

[0023] Figure 2 This is an exemplary flowchart of a method for determining the arching amount of a roadbed in a deep excavation and unloading process for a micro-expansion mudstone foundation for high-speed railways, provided in an embodiment of this application.

[0024] Figure 3 This is a schematic diagram of the calculation model for the micro-expansion mudstone foundation before deep excavation, provided in an embodiment of this application.

[0025] Figure 4This is a schematic diagram of the calculation model of the micro-expansion mudstone foundation after deep excavation and unloading, provided in an embodiment of this application.

[0026] Figure 5 This is a spatial stress diagram of the calculation model of the micro-expansion mudstone foundation after deep excavation and unloading, provided in an embodiment of this application.

[0027] Figure 6 This is a schematic diagram of a calculation model for the viscoelastic displacement at the upper surface caused by a vertical expansion force acting within the target space, provided in an embodiment of this application.

[0028] Figure 7 This is a schematic diagram of a viscoelastic displacement calculation model for a rectangular area under a uniformly distributed load on a half-space surface, as provided in an embodiment of this application.

[0029] Figure 8 A schematic diagram of the module for determining the arching amount of a deep excavation and unloading roadbed in a micro-expansion mudstone foundation for high-speed railways, provided in an embodiment of this application.

[0030] In the diagram: 100 - Electronic device; 101 - Processor; 102 - Memory; 103 - Communication interface; 200 - Device for determining the amount of arching in the deep excavation and unloading of road cuts for high-speed railway micro-expansion mudstone foundation; 210 - Data acquisition module; 220 - Data processing module. Detailed Implementation

[0031] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. The components of the embodiments of this application described and shown in the accompanying drawings can generally be arranged and designed in various different configurations.

[0032] Therefore, the following detailed description of the embodiments of this application provided in the accompanying drawings is not intended to limit the scope of the claimed application, but merely to illustrate selected embodiments of the application. All other embodiments obtained by those skilled in the art based on the embodiments of this application without inventive effort are within the scope of protection of this application.

[0033] It should be noted that similar reference numerals and letters in the following figures indicate similar items; therefore, once an item is defined in one figure, it does not need to be further defined and explained in subsequent figures. Furthermore, in the description of this application, the terms "first," "second," etc., are used only to distinguish descriptions and should not be construed as indicating or implying relative importance.

[0034] It should be noted that in this document, relational terms such as first and second are used only to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any such actual relationship or order between these entities or operations.

[0035] The following detailed description of some embodiments of this application is provided in conjunction with the accompanying drawings. Unless otherwise specified, the following embodiments and features can be combined with each other.

[0036] As described in the background section, there is no existing calculation method based on the camber of the cutting, which has a certain impact on the design and construction of ballastless tracks for high-speed railways in areas with micro-expansion mudstone.

[0037] In view of this, this application provides a method for determining the camber of a deep excavation and unloading road cut on a micro-expansion mudstone foundation for high-speed railways. By determining the free camber and the constrained camber separately, the camber of the ballastless track road cut can be obtained.

[0038] It should be noted that the method for determining the camber of a deep excavation and unloading roadbed in a micro-expansion mudstone foundation for high-speed railways provided in this application can be applied to electronic devices, such as computers, mobile phones, and other smart electronic devices. Optionally, Figure 1 This diagram illustrates a schematic structural block diagram of an electronic device 100 provided in an embodiment of this application. The electronic device 100 includes a memory 102, a processor 101, and a communication interface 103. The memory 102, processor 101, and communication interface 103 are electrically connected to each other directly or indirectly to realize data transmission or interaction. For example, these components can be electrically connected to each other through one or more communication buses or signal lines.

[0039] The memory 102 can be used to store software programs and modules, such as the program instructions or modules corresponding to the roadbed camber measuring device 200 provided in this application embodiment. The processor 101 executes the software programs and modules stored in the memory 102 to perform various functional applications and data processing, thereby executing the steps of the positioning method provided in this application embodiment. The communication interface 103 can be used to communicate with other node devices for signaling or data.

[0040] The memory 102 may be, but is not limited to, random access memory (RAM), read-only memory (ROM), programmable read-only memory (PROM), erasable programmable read-only memory (EPROM), electrically erasable programmable read-only memory (EEPROM), etc.

[0041] The processor 101 can be an integrated circuit chip with signal processing capabilities. The processor 101 can be a general-purpose processor 101, including a central processing unit (CPU), a network processor (NP), etc.; it can also be a digital signal processor (DSP), an application-specific integrated circuit (ASIC), a field-programmable gate array (FPGA), or other programmable logic devices, discrete gate or transistor logic devices, or discrete hardware components.

[0042] Understandable. Figure 1 The structure shown is for illustrative purposes only; the electronic device 100 may also include components that are more advanced than those shown. Figure 1 The more or fewer components shown, or having the same Figure 1 The different configurations shown. Figure 1 The components shown can be implemented using hardware, software, or a combination thereof.

[0043] The following is an exemplary illustration of the method for determining the camber of a deep excavation and unloading roadbed in a micro-expansion mudstone foundation for high-speed railways, provided in this application:

[0044] As one implementation method, please refer to Figure 2 The method for determining the arch volume of the deep excavation and unloading road cut for the micro-expansion mudstone foundation of the high-speed railway includes:

[0045] S102, obtain the vertical expansion force released from the equilibrium state before deep excavation of the micro-expansion mudstone foundation to the equilibrium state after unloading during deep excavation.

[0046] S104. The free arching of the road cut is determined based on the expansion force released from the equilibrium state before deep excavation of the micro-expansion mudstone foundation to the equilibrium state after unloading.

[0047] S106, determine the amount of road cut constraint arching caused by the overlying load after deep excavation and unloading of the micro-expansion mudstone foundation, the amount of road cut constraint arching caused by the shear stress of non-expansion mudstone on the expansion mudstone foundation, and the amount of road cut constraint arching caused by the self-weight of the micro-expansion mudstone foundation.

[0048] S108. The final arch of the road cut is determined based on the free arch of the road cut after deep excavation and unloading of the micro-expansion mudstone foundation, the constrained arch of the road cut caused by the overlying load after deep excavation and unloading of the micro-expansion mudstone foundation, the constrained arch of the road cut caused by the shear stress of non-expansion mudstone on the expansion mudstone foundation, and the constrained arch of the road cut caused by the self-weight of the micro-expansion mudstone foundation.

[0049] It should be noted that the terms "vertical," "vertically upward," and "vertically downward" as used in this application are not necessarily limited to directions at 90° to the ground. Rather, they can all be referred to as vertical or vertical directions within a certain range of inclination angles. For example, directions between 89° and 91° can all be referred to as vertical or vertical directions, and no limitation is made here.

[0050] It should also be noted that the camber of the road cut is the sum of the free camber and the constrained camber. The free camber is determined by the upward expansion force, while the constrained camber is determined by the downward overburden load, self-weight stress, and shear stress. Specifically, for a target space of a certain length, width, and height in equilibrium before deep excavation, the force released by the vertical expansion due to water absorption during the process of reaching equilibrium is the upward expansion force. The downward uniformly distributed load on the upper surface of the target space after deep excavation and unloading, caused by the self-weight of the upper structure (fill material, base, support layer, track slab, rails, etc.), is the overburden load. The self-weight stress is generated by the weight of the target space itself after deep excavation and unloading. The downward shear stress is generated by the non-expansion area outside the target space after deep excavation and unloading on the side surface of the target space. Therefore, the camber of the road cut is determined by the free camber and the constrained camber.

[0051] The specific determination process is explained below:

[0052] First, based on the application scenario of ballastless track in high-speed railways, and for the sake of ease of research, before determining the camber of the cut, the following assumptions are made regarding the semi-infinite space micro-expansion mudstone foundation:

[0053] ① Assume that the slightly expanding mudstone of the foundation is a viscoelastic medium;

[0054] ②Assuming the foundation micro-expansion mudstone is a homogeneous isotropic continuous deformable body that extends infinitely in both depth and horizontal directions, i.e., a semi-infinite body;

[0055] ③ The stress of the micro-expansion mudstone under the action of external concentrated force is a three-dimensional complex stress state. The stress sphere tensor and strain sphere tensor conform to the elastic relationship, while the stress deviator tensor and strain deviator tensor have a viscoelastic stress-strain relationship.

[0056] Based on the Mindin elastic solution for a semi-infinite elastic body subjected to a concentrated vertical or horizontal force, and using the quasi-static viscoelasticity-elastic response principle, combined with the Laplace transform and inverse Laplace transform, the corresponding three-dimensional linear viscoelastic solution is obtained. When a unit concentrated force along the z-axis acts on the semi-infinite body at point (0,0,d), the viscoelastic solution for the vertical displacement component at any point M(x,y,z) at time t is:

[0057]

[0058] In the formula:

[0059]

[0060]

[0061]

[0062]

[0063]

[0064]

[0065] Where K is the bulk modulus; G1, G k η k These are the coefficients of the three-parameter solid model, and d represents any position in the Z-axis direction.

[0066] Since the camber of a road cut is the result of the combined action of free camber and constrained camber, the final camber of the road cut can be determined based on the determination of the free camber and constrained camber amounts.

[0067] It should be noted that there are three main reasons for the arching of the road cut: the presence of water in the slightly expanded mudstone foundation without external water supply; the absence of water in the slightly expanded mudstone foundation with external water supply; and the presence of water in the slightly expanded mudstone foundation with external water supply. These will be analyzed one by one below:

[0068] (1) Stress state of micro-expansive mudstone foundation before deep excavation

[0069] Before deep excavation of the micro-expansion mudstone foundation, the foundation contains the self-weight stress g0 of the excavated soil, the self-weight stress g1 of the expansive mudstone, and the vertical expansion force P of the mudstone. v1 Its calculation model is as follows Figure 3 As shown.

[0070] (2) Deep excavation of micro-expansive mudstone foundation - the foundation contains water and there is no external water supply.

[0071] Before the deep excavation of the slightly expansive mudstone foundation, there was water in the mudstone, and the existing groundwater seepage channels in the foundation were not destroyed during the deep excavation process. When there is water in the foundation mudstone, the vertical arching caused by the mudstone absorbing water and expanding is equal to the constrained arching caused by the soil's own weight. That is, before the deep excavation of the road cut, the entire soil mass is in a state of energy conservation. When the slightly expansive mudstone foundation is unloaded after the deep excavation, the original equilibrium state is broken, resulting in energy non-conservation. Since the soil mass always tends to develop in the direction of its own equilibrium, some energy needs to be released to reach a new equilibrium state. The manifestation of energy release is the upward arching of the road cut.

[0072] (3) Deep excavation of micro-expansive mudstone foundation - the foundation is dry and has external water supply.

[0073] Before deep excavation of a micro-expanding mudstone foundation, the mudstone itself contains no water. However, the excavation process may disrupt existing groundwater seepage channels, causing groundwater to infiltrate and come into contact with the mudstone. The mudstone absorbs this water and expands, leading to an upward arching deformation of the road cut. Mudstone cannot absorb water indefinitely. When the mudstone reaches equilibrium under its own weight and overlying loads, its expansion stabilizes, and the road cut will no longer undergo upward arching deformation.

[0074] (4) Deep excavation of micro-expansive mudstone foundation - the foundation contains water and is supplied by external water.

[0075] Before deep excavation of the slightly expansive mudstone foundation, the mudstone contains water, and the excavation process may disrupt the existing groundwater seepage channels within the foundation. When the mudstone is unloaded after deep excavation, the original equilibrium is broken, leading to energy non-conservation. Although the mudstone contains water, the moisture content is insufficient for it to absorb water and reach a stable expansion state; the mudstone still possesses some expansion potential. The deep excavation disrupts the existing groundwater seepage channels, allowing groundwater to further infiltrate. The mudstone will then absorb additional water, further expanding until it reaches its stable expansion water content, at which point the road cut will no longer experience upward arching deformation.

[0076] (5) Calculation method for the camber of road cut after deep excavation and unloading of micro-expansion mudstone foundation

[0077] After deep excavation and unloading, the micro-expanding mudstone foundation has a self-weight stress g1 and a vertical expansion force P. v2Its computational model Figure 4 As shown.

[0078] Please see Figure 5 and Figure 6 When the overburden load on the mudstone foundation decreases after deep excavation and unloading, the porosity of the mudstone increases, and the mudstone begins to reabsorb water. However, the mudstone will not absorb water indefinitely. When the upward arching caused by the water absorption of the foundation mudstone equals the constrained upward arching caused by the deep excavation, the mudstone foundation will reach a new equilibrium state. Assume that the water content of the foundation mudstone at this time is w. p .but:

[0079]

[0080] and

[0081]

[0082] P v P represents the vertical expansion force released from the equilibrium state before deep excavation of the micro-expansion mudstone foundation to the equilibrium state after unloading during deep excavation. v1 P represents the vertical expansion force of the mudstone when its water content is w0 before deep excavation of the micro-expansion mudstone foundation. v2 When the water content of the mudstone reaches a new equilibrium state after deep excavation and unloading of the micro-expansion mudstone foundation, the mudstone water content is at w p Vertical expansion force at time, N A ε represents Avogadro's constant. b ε represents the relative permittivity of the montmorillonite phase. c H represents the relative permittivity of the montmorillonite crystal layers. α Let L represent the Hamaker constant, W represent the surface charge density of the montmorillonite crystal layer, K represent the electrostatic constant of montmorillonite, e0 represent the unit charge of montmorillonite, and r represent the surface charge density of the montmorillonite crystal layer. s δ represents half the thickness of the montmorillonite crystal layer. s The values ​​represent quantities related to the ionic radius of montmorillonite, d0 represents the interlayer spacing of montmorillonite grains, λ represents the thickness of montmorillonite layers, Z represents the quantitative value of the swelling property of micro-expanded mudstone, and M represents the relative molecular mass of montmorillonite. The density of water at 4℃ is given by ρ, the density of mudstone is given by S, the specific surface area of ​​mudstone is given by G, and the specific gravity of mudstone is given by w. p w o All of these represent the water content of mudstone.

[0083] Based on this, the free upward arch of the road cut after deep excavation and unloading of the micro-expansion mudstone foundation satisfies the formula:

[0084]

[0085]

[0086]

[0087]

[0088]

[0089]

[0090]

[0091]

[0092] A=[v1-v2a3(t)-v3a1(t)]; B=[v4-v5a3(t)-v6a2(t)];

[0093] C = [v7 - v2a3(t) + v3a1(t)];

[0094] Where w1 represents the viscoelastic solution of the vertical displacement component of any point M(x,y,z) at time t, m, n, and h1 represent the length, width, and height of the target space volume, and P v This represents the vertical expansion force released from the equilibrium state before deep excavation of the micro-expansion mudstone foundation to the equilibrium state after unloading from deep excavation. A, A1, B, B1, C, C1, and D1 represent different coefficients, and z represents the z-axis variable in the target space.

[0095]

[0096]

[0097]

[0098]

[0099]

[0100]

[0101] Where: K is the bulk modulus; G1, G k η k denoted as the coefficients of the three-parameter solid model, and t represents time. When a unit concentrated force along the z-axis is applied to the semi-infinite body at point (0,0,d), the viscoelastic solution of the vertical displacement component at any point M(x,y,z) at time t is:

[0102]

[0103] in, x, y, and z represent variables, and d represents any position in the Z-axis direction.

[0104] After determining the free camber, it is necessary to further determine the constrained camber, which includes three types: the cut-restrained camber caused by the overlying load after deep excavation and unloading of the micro-expanded mudstone foundation; the cut-restrained camber caused by the shear stress of the non-expanded mudstone on the expansive mudstone foundation; and the cut-restrained camber caused by the self-weight of the micro-expanded mudstone foundation. The overlying load is the uniformly distributed load applied to the foundation surface by the self-weight of the structures above the micro-expanded mudstone foundation, and the shear stress is the downward vertical frictional force exerted by the non-expanded mudstone on the expansive mudstone foundation.

[0105] Please see Figure 7 As one implementation method, the camber caused by the overburden load after deep excavation and unloading of the micro-expansion mudstone foundation satisfies the formula:

[0106]

[0107] Where W1 represents the amount of road cut constraint camber caused by the overburden load after deep excavation and unloading of the micro-expansion mudstone foundation, n and m represent the length and width of the target space, respectively, and q represents the amount of overburden load.

[0108]

[0109]

[0110]

[0111] And K is the bulk modulus; G1, G k η k These are the coefficients of the three-parameter solid model, and t represents time. Among them, the overburden load refers to the uniformly distributed load applied to the foundation surface by the self-weight of the structures above the micro-expansion mudstone foundation (fill material, base, support layer, track slab, rails, etc.), which is directed vertically downward and has an inhibitory effect on the free arching of the mudstone foundation. Generally, the overburden load can be determined by the design drawings of the road cut in the arching area.

[0112] The target space is a simplified micro-expanding mudstone foundation after deep excavation and unloading. The x-direction is perpendicular to the railway's running direction, the y-direction is along the railway's running direction, and the z-direction is the depth direction of the micro-expanding mudstone foundation. Furthermore, the length of the target space is the length of the expanded region of the micro-expanding mudstone foundation, the width is the width of the road cut in the arched area, and the height is the thickness of the micro-expanding mudstone foundation, obtained through core sampling of the arched area foundation.

[0113] Shear stress is the downward vertical frictional force exerted by non-expanding mudstone on the expansive mudstone foundation. Optionally, the shear stress-induced camber of the road cut constrained by the micro-expanding mudstone foundation after deep excavation and unloading satisfies the following formula:

[0114] W2 = W 21 +W 22 ;in,

[0115]

[0116]

[0117]

[0118]

[0119]

[0120] Where A, B, and C represent different coefficients, m, n, and h1 represent the length, width, and height of the target space body, x, y, and z represent variables, w1 represents the viscoelastic solution of the vertical displacement component of any point M(x,y,z) at time t, and τ1 represents the shear stress of the non-expanding mudstone on the expansive mudstone foundation.

[0121] Furthermore, the shear stress satisfies the formula:

[0122]

[0123] In the formula, P h The lateral expansion force of the mudstone foundation. The internal friction angle of the mudstone.

[0124]

[0125] In the formula, ε b ε is the relative permittivity of the montmorillonite phase. c H represents the relative permittivity of the montmorillonite interlayer. α Here, is the Hamaker constant, L is a constant, w is the surface charge density of the montmorillonite crystal layer, k is the electrostatic constant of montmorillonite, e0 is the unit charge of montmorillonite, and r s Half the thickness of the montmorillonite crystal layer, δ s The terms are quantities related to the ionic radius of montmorillonite, where d0 is the interlayer spacing of montmorillonite grains, λ is the thickness of montmorillonite layers, Z is the quantitative value of the swelling property of micro-expanded mudstone, and M is the relative molecular mass of montmorillonite. ρ is the density of water at 4℃, S is the specific surface area of ​​mudstone, G is the specific gravity of mudstone, and w is the density of water at 4℃. i The water content of mudstone, N A denoted as Avogadro's constant.

[0126] Optionally, the cut-restrained camber caused by the self-weight of the micro-expansion mudstone foundation satisfies the formula:

[0127]

[0128] Where m, n, and h1 represent the length, width, and height of the target space volume, and g1 represents the self-weight stress of the micro-expansive mudstone foundation,

[0129]

[0130]

[0131]

[0132]

[0133] K is the bulk modulus; G1, G k η k These are the coefficients of the three-parameter solid model, and t represents time.

[0134] After determining the free camber and the constrained camber, the difference between the two is calculated to obtain the camber of the ballastless track cutting. As one implementation method, the camber of the cutting satisfies the formula:

[0135] W = W f -(W1+W2+W3)

[0136] Where W represents the camber of the cut, W f W1 represents the free camber of the road cut after deep excavation and unloading of the micro-expanding mudstone foundation; W2 represents the restrained camber of the road cut caused by the overlying load after deep excavation and unloading of the micro-expanding mudstone foundation; W3 represents the restrained camber of the road cut caused by the shear stress of the non-expanding mudstone on the expansive mudstone foundation after deep excavation and unloading of the micro-expanding mudstone foundation; and W4 represents the restrained camber of the road cut caused by the self-weight of the mudstone foundation after deep excavation and unloading of the micro-expanding mudstone foundation.

[0137] Based on the above implementation method, please refer to Figure 8 This application also provides a device 200 for determining the camber amount of a deep excavation and unloading road cut for a high-speed railway micro-expansion mudstone foundation. The device 200 includes:

[0138] The data acquisition module 210 is used to acquire the vertical expansion force released from the equilibrium state before deep excavation of the micro-expansion mudstone foundation to the equilibrium state after unloading during deep excavation.

[0139] Understandably, the above-described S102 can be executed through the data acquisition module 210.

[0140] The data processing module 220 is used to determine the free arch of the road cut by measuring the vertical expansion force released from the equilibrium state before deep excavation of the micro-expansion mudstone foundation to the equilibrium state after unloading.

[0141] Understandably, the above-mentioned S104 can be executed by the data processing module 220.

[0142] The data acquisition module is also used to determine the cut-restrained camber caused by the overburden load after deep excavation and unloading of the micro-expanded mudstone foundation, the cut-restrained camber caused by the shear stress of the non-expanded mudstone on the expansive mudstone foundation, and the cut-restrained camber caused by the self-weight of the micro-expanded mudstone foundation; wherein, the overburden load is the uniformly distributed load applied to the foundation surface by the self-weight of the structure above the micro-expanded mudstone foundation, and the shear stress is the vertically downward frictional force of the non-expanded mudstone on the expansive mudstone foundation.

[0143] Understandably, the above-mentioned S106 can be executed through the data acquisition module 210.

[0144] The data processing module is also used to determine the final cut arch based on the free arch of the cut after deep excavation and unloading of the micro-expansion mudstone foundation, the restrained arch of the cut caused by the overlying load after deep excavation and unloading of the micro-expansion mudstone foundation, the restrained arch of the cut caused by the shear stress of non-expansion mudstone on the expansion mudstone foundation, and the restrained arch of the cut caused by the self-weight of the micro-expansion mudstone foundation.

[0145] Understandably, the above-mentioned S108 can be executed by the data processing module 220.

[0146] In summary, this application provides a method and apparatus for determining the camber of a road cut in a deep excavation and unloading process for a high-speed railway with a micro-expansion mudstone foundation. First, the vertical expansion force released from the equilibrium state before deep excavation of the micro-expansion mudstone foundation to the equilibrium state after deep excavation and unloading is obtained. Then, the free camber of the road cut is determined based on the vertical expansion force. Next, the constrained camber of the road cut caused by the overlying load after deep excavation and unloading of the micro-expansion mudstone foundation, the constrained camber of the road cut caused by the shear stress of non-expansion mudstone on the expansive mudstone foundation, and the constrained camber of the road cut caused by the self-weight of the micro-expansion mudstone foundation are determined. Finally, the final camber of the road cut is determined based on the free camber of the road cut caused by the vertical expansion force, the constrained camber of the road cut caused by the overlying load, the constrained camber of the road cut caused by the shear stress of non-expansion mudstone on the expansive mudstone foundation, and the constrained camber of the road cut caused by the self-weight of the micro-expansion mudstone foundation. Since the camber of a road cut is the result of the combined effects of free expansion and constrained expansion, this application can accurately determine the camber of a road cut by determining the free camber and the corresponding constrained camber released before and after deep excavation of the micro-expansion mudstone foundation.

[0147] In the embodiments provided in this application, it should be understood that the disclosed apparatus and methods can also be implemented in other ways. The apparatus embodiments described above are merely illustrative; for example, the flowcharts and block diagrams in the accompanying drawings illustrate the architecture, functionality, and operation of possible implementations of the apparatus, methods, and computer program products according to embodiments of this application. In this regard, each block in a flowchart or block diagram may represent a module, segment, or portion of code containing one or more executable instructions for implementing a specified logical function.

[0148] It should also be noted that in some alternative implementations, the functions marked in the boxes may occur in a different order than those shown in the accompanying drawings. For example, two consecutive boxes may actually be executed in essentially parallel order, or they may sometimes be executed in reverse order, depending on the functions involved.

[0149] It should also be noted that each box in a block diagram and flowchart, as well as combinations of boxes in block diagrams and flowcharts, can be implemented using a dedicated hardware-based system that performs the specified function or action, or using a combination of dedicated hardware and computer instructions.

[0150] In addition, the functional modules in the embodiments of this application can be integrated together to form an independent part, or each module can exist independently, or two or more modules can be integrated to form an independent part.

[0151] If the aforementioned function is implemented as a software functional module and sold or used as an independent product, it can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of this application, in essence, or the part that contributes to the prior art, or a portion of the technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute all or part of the steps of the method described in the embodiments of this application. The aforementioned storage medium includes various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory, random access memory, magnetic disks, or optical disks.

[0152] While the present invention has been disclosed above, it is not limited thereto. Any person skilled in the art can make various modifications and alterations without departing from the spirit and scope of the invention; therefore, the scope of protection of the present invention should be determined by the scope defined in the claims.

Claims

1. A method for determining the over-arch volume of a deep excavation and unloading road cut in a high-speed railway micro-expansion mudstone foundation, characterized in that, The method includes: The vertical expansion force released from the equilibrium state before deep excavation of the micro-expansion mudstone foundation to the equilibrium state after unloading during deep excavation is obtained; The free arch of the road cut is determined based on the vertical expansion force released from the equilibrium state before deep excavation of the micro-expansion mudstone foundation to the equilibrium state after unloading from deep excavation. The following determinations were made regarding the road cut constraint camber caused by the overlying load after deep excavation and unloading of the micro-expanding mudstone foundation, the road cut constraint camber caused by the shear stress of the non-expanding mudstone on the expansive mudstone foundation, and the road cut constraint camber caused by the self-weight of the micro-expanding mudstone foundation. The overlying load is the uniformly distributed load applied to the foundation surface by the self-weight of the structure above the micro-expanding mudstone foundation, and the shear stress is the vertically downward frictional force of the non-expanding mudstone on the expansive mudstone foundation. The final upward camber of the road cut is determined based on the free upward camber of the road cut after deep excavation and unloading of the micro-expansion mudstone foundation, the constrained upward camber of the road cut caused by the overlying load after deep excavation and unloading of the micro-expansion mudstone foundation, the constrained upward camber of the road cut caused by the shear stress of non-expansion mudstone on the expansion mudstone foundation, and the constrained upward camber of the road cut caused by the self-weight of the micro-expansion mudstone foundation.

2. The method for determining the arch volume of deep excavation and unloading road cuts for high-speed railway micro-expansion mudstone foundations as described in claim 1, characterized in that, The camber of the cut satisfies the following formula: in, Indicates the camber of the road cut. This represents the free upward arch of the road cut after deep excavation and unloading of the micro-expansion mudstone foundation. This indicates the amount of camber caused by the overburden load after deep excavation and unloading of the micro-expansion mudstone foundation. This represents the amount of camber caused by the shear stress of non-expanding mudstone on the expansive mudstone foundation after deep excavation and unloading of the micro-expanding mudstone foundation. This indicates the amount of road cut constraint arching caused by the self-weight of the mudstone foundation after deep excavation and unloading of the micro-expansion mudstone foundation.

3. The method for determining the arch volume of a deep excavation and unloading road cut in a high-speed railway micro-expansion mudstone foundation as described in claim 1, characterized in that... The free upward arch of the road cut after deep excavation and unloading of the micro-expansion mudstone foundation satisfies the formula: = + ； ； ； in, Represents any point exist The viscoelastic solution of the vertical displacement component at time t. , as well as Indicates the length, width, and height of the target space volume. This represents the vertical expansion force released from the equilibrium state before deep excavation to the equilibrium state after unloading from the deep excavation. The target space is a simplified micro-expansion mudstone foundation after unloading from the deep excavation. Furthermore, A, A1, B, B1, C, C1, D1, and E1 represent different coefficients, and z represents the z-axis variable in the target space. ； ； ； ； ； ； ； in: It is the bulk modulus of elasticity; , , These are the coefficients of the three-parameter solid model, and t represents time. A semi-infinite body at a point One-way function When a unit concentrated force is applied along the axial direction, at any point exist The viscoelastic solution for the vertical displacement component at time t is: ,in, ; x, y, and z represent variables.

4. The method for determining the arch volume of deep excavation and unloading road cuts for high-speed railway micro-expansion mudstone foundations as described in claim 1, characterized in that... The vertical expansion force released from the equilibrium state before deep excavation of the micro-expansion mudstone foundation road cut to the equilibrium state after unloading from deep excavation satisfies the formula: ； ； in, This represents the vertical expansion force released from the equilibrium state before deep excavation of the micro-expansion mudstone foundation to the equilibrium state after unloading during deep excavation. This indicates that the water content of the mudstone before deep excavation of the slightly expansive mudstone foundation is at... Vertical expansion force at that time This indicates that when the micro-expanding mudstone foundation reaches a new equilibrium state after deep excavation and unloading, the mudstone has a water content of [missing information]. Vertical expansion force at time, N A Represents Avogadro's constant. This indicates the relative permittivity of the montmorillonite phase. This indicates the relative permittivity of the montmorillonite crystal layers. Represents the Hamaker constant. Represents a constant. The value represents the surface charge density of the montmorillonite crystal layers, and k represents the electrostatic constant of montmorillonite. This represents the charge per unit volume of montmorillonite. This represents half the thickness of the montmorillonite crystal layer. This represents a quantity related to the ionic radius of montmorillonite. Indicates the interlayer spacing of montmorillonite grains. Indicates the thickness of the montmorillonite crystal layers. This represents the quantitative value of the swelling property of slightly swollen mudstone. This indicates the relative molecular mass of montmorillonite. express The density of water, This indicates the density of mudstone. This represents the specific surface area of ​​mudstone. Indicates the specific gravity of mudstone. , All of these represent the water content of mudstone.

5. The method for determining the arch volume of a deep excavation and unloading road cut in a high-speed railway micro-expansion mudstone foundation as described in claim 1, characterized in that... The cut-restrained camber caused by the overlying load after deep excavation and unloading of the micro-expansion mudstone foundation satisfies the following formula: ； in, This represents the amount of overburden-constrained camber in the cut caused by the overburden load after deep excavation and unloading of the micro-expansion mudstone foundation. n and m represent the length and width of the target space, respectively, and q represents the amount of overburden load. ； ； ； ； ； and It is the bulk modulus of elasticity; , , These are the coefficients of the three-parameter solid model, and t represents time.

6. The method for determining the arch volume of a deep excavation and unloading road cut in a high-speed railway micro-expansion mudstone foundation as described in claim 1, characterized in that... The shear stress on the expansive mudstone foundation caused by the non-expanding mudstone after deep excavation and unloading of the micro-expanding mudstone foundation results in a road cut constraint camber that satisfies the following formula: ;in, ； ； Where A, B, and C represent different coefficients. , as well as The length, width, and height of the target space volume are represented by x, y, and z, which represent variables. Represents any point exist The viscoelastic solution of the vertical displacement component at time t. This represents the shear stress exerted by non-expanding mudstone on an expansive mudstone foundation. In the formula, The lateral expansion force of the mudstone foundation. The internal friction angle of the mudstone; In the formula, The relative capacitance of the montmorillonite phase. This represents the relative capacitance between montmorillonite layers. For Hamaker constant, It is a constant. Let k be the surface charge density of the montmorillonite crystal layers, and k be the electrostatic constant of montmorillonite. The unit charge of montmorillonite. It is half the thickness of the montmorillonite crystal layer. This is a quantity related to the ionic radius of montmorillonite. The interlayer spacing of montmorillonite grains. This refers to the thickness of the montmorillonite crystal layer. The value represents the quantitative value of the swelling property of micro-expanding mudstone, where M is the relative molecular mass of montmorillonite. The density of water at 4℃ The density of mudstone, Specific surface area of ​​mudstone. The specific gravity of mudstone, The water content of mudstone, N A denoted as Avogadro's constant.

7. The method for determining the arch volume of deep excavation and unloading road cuts for high-speed railway micro-expansion mudstone foundations as described in claim 1, characterized in that... The amount of camber caused by the self-weight of the expansive mudstone foundation after deep excavation and unloading satisfies the formula: Among them, among them, , as well as The length, width, and height of the target space volume are represented by g, and g1 represents the self-weight stress of the micro-expansion mudstone foundation. ； ； ； ； ， ； ； It is the bulk modulus of elasticity; , , These are the coefficients of the three-parameter solid model, and t represents time.

8. A device for determining the arching amount of a deep excavation and unloading road cut in a high-speed railway micro-expansion mudstone foundation, characterized in that... The device includes: The data acquisition module is used to acquire the expansion force released from the equilibrium state before deep excavation of the road cut to the equilibrium state after unloading of the deep excavation. The data processing module is used to determine the free upward arch of the road cut based on the vertical expansion force released from the equilibrium state before deep excavation of the micro-expansion mudstone foundation to the equilibrium state after unloading. The data acquisition module is also used to determine the cut-constrained camber caused by the overburden load after deep excavation and unloading of the micro-expanded mudstone foundation, the cut-constrained camber caused by the shear stress of non-expanded mudstone on the expansive mudstone foundation, and the cut-constrained camber caused by the self-weight of the micro-expanded mudstone foundation. The overburden load is the uniformly distributed load applied to the foundation surface by the self-weight of the structure above the micro-expanded mudstone foundation, and the shear stress is the vertical downward friction force of non-expanded mudstone on the expansive mudstone. The data processing module is also used to determine the final arch of the road cut based on the free arch of the road cut after deep excavation and unloading of the micro-expanding mudstone foundation, the constrained arch of the road cut caused by the overlying load after deep excavation and unloading of the micro-expanding mudstone foundation, the constrained arch of the road cut caused by the shear stress of non-expanding mudstone on the expansive mudstone foundation, and the constrained arch of the road cut caused by the self-weight of the micro-expanding mudstone foundation.

9. An electronic device, characterized in that, include: Memory, used to store one or more programs; processor; When the processor executes the one or more programs, it implements the method for determining the arching amount of the deep excavation and unloading road cut in high-speed railway micro-expansion mudstone foundation as described in any one of claims 1-7.

10. A computer-readable storage medium having a computer program stored thereon, characterized in that, When executed by a processor, the computer program implements the method for determining the arching amount of the deep excavation and unloading road cut in high-speed railway micro-expansion mudstone foundation as described in any one of claims 1-7.

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