Method and device for determining the amount of arching on a subgrade under the action of multiple factors of a high iron expansive rock foundation
By obtaining the length, width, and height of the target space body, and combining the overlying load, shear stress, and self-weight stress, the free and constrained camber amounts are calculated respectively. This solves the problem that existing technologies cannot accurately determine the camber amount of high-speed railway expansive rock foundation subgrades, and achieves precise determination of the subgrade camber amount.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Patents(China)
- Current Assignee / Owner
- LANZHOU JIAOTONG UNIV
- Filing Date
- 2022-04-24
- Publication Date
- 2026-04-24
AI Technical Summary
Existing technologies cannot accurately determine the amount of roadbed arching under the multi-factor coupling of expansive rock foundations for high-speed railways, which leads to increased engineering costs or structural deformation. Moreover, existing methods are mostly not applicable to remolded expansive rocks and do not take into account the degree of expansibility of the expansive rock itself.
By obtaining the length, width, and height of the target space, the free camber caused by the vertical expansion force is determined. Combined with the overlying load, shear stress, and self-weight stress, the constrained camber is calculated respectively, and finally the camber of the roadbed is determined.
It enables accurate determination of the camber of the roadbed under multi-factor coupling of expansive rock foundation for high-speed railways, avoiding waste of engineering costs and structural deformation, and is applicable to multi-factor coupling environment of expansive rock foundation for high-speed railways.
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Figure CN114638045B_ABST
Abstract
Description
Technical Field
[0001] This application relates to the field of camber measurement technology for ballastless track subgrade, and more specifically, to a method and apparatus for determining camber measurement of high-speed railway expansive rock foundation under multi-factor coupling. Background Technology
[0002] The vertical upward arching that occurs when a natural expansive rock foundation absorbs water is called a free arch. In high-speed railway ballastless track engineering, the self-weight of the subgrade structure above the expansive rock foundation (fill material, base, support layer, track slab, rails, etc.) constrains the free arching of the expansive rock foundation, resulting in a so-called constrained arching. Constrained arching is a non-uniform arching; the free arching of the expansive rock is constrained within a certain range close to the subgrade structure, while free arching occurs outside this range. Furthermore, the self-weight of the expansive rock foundation and the frictional stress of non-expanding rock on the expansive rock foundation both constrain the free arching. Therefore, the actual arching of the expansive rock foundation is the final result of the superposition of free and constrained arching. Currently, there is no suitable method or device for determining the amount of subgrade arching under multi-factor coupling in high-speed railway expansive rock foundations. Most methods rely on empirical methods derived from indoor or field tests. Because these methods have different focuses, the calculated arching results often vary significantly. If the determined camber is too large, it will significantly increase the cost of foundation engineering treatment, resulting in unnecessary economic waste. Conversely, if the determined camber is too small, the actual excessive camber will cause severe camber deformation of the roadbed structure, posing significant challenges to subsequent remediation. Furthermore, these methods are primarily designed for calculating the expansion of remolded expansive rock. Since the expansive rock in the foundation is undisturbed, and the engineering properties of undisturbed and remolded expansive rock differ greatly, these methods are no longer applicable to determining the camber of the roadbed under the multi-factor coupling of high-speed railway expansive rock foundations. Moreover, most of these methods do not consider the inherent expansion characteristics of the expansive rock itself, while the strength of the expansibility of the expansive rock is one of the key factors affecting the macroscopic camber of the roadbed.
[0003] In summary, existing technologies cannot determine the amount of roadbed arching under the combined effects of multiple factors on the expansive rock foundation of high-speed railways. Summary of the Invention
[0004] The purpose of this application is to provide a method and apparatus for determining the camber of a roadbed under multi-factor coupling in high-speed railway expansive rock foundation, so as to solve the problem of the inability to determine the camber of the roadbed 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 camber of a roadbed under multi-factor coupling in a high-speed railway expansive rock foundation, the method comprising:
[0007] Obtain the length, width, and height of the target space, which is a simplified expansive rock foundation;
[0008] The free upward arch caused by the vertical expansion force is determined based on the length, width, and height of the target space body.
[0009] The overlying load, shear stress, and self-weight stress of the target space body are obtained; where the overlying load is the uniformly distributed load applied to the surface of the expansive rock foundation by the self-weight of the roadbed structure above the expansive rock foundation, and the shear stress is the frictional stress of non-expanding rock on expansive rock.
[0010] The constrained camber of the target space body caused by the overlying load is determined based on the overlying load amount;
[0011] The amount of upward arching of the target space caused by the shear stress of the non-expanding rock on the expansive rock is determined based on the length, width, and height of the target space.
[0012] The constrained upward arch of the target space body caused by the self-weight stress of the expansive rock is determined based on the length, width, and height of the target space body.
[0013] The roadbed camber is determined based on the free camber of the target space caused by vertical expansion force, the constrained camber of the target space caused by the overlying load, the constrained camber of the target space caused by the shear stress of the non-expanding rock on the expansive rock, and the constrained camber of the target space caused by the self-weight stress of the expansive rock.
[0014] Secondly, embodiments of this application provide a device for determining the camber of a roadbed under multi-factor coupling in high-speed railway expansive rock foundations, the device comprising:
[0015] The data acquisition unit is used to acquire the length, width, and height of the target space body, which is a simplified inflatable rock foundation.
[0016] The data processing unit is used to determine the free upward arch caused by the vertical expansion force based on the length, width, and height of the target space body;
[0017] The data acquisition unit is also used to acquire the overlying load, shear stress, and self-weight stress of the target space body; among which, the overlying load is the uniformly distributed load applied to the surface of the expansive rock foundation by the self-weight of the roadbed structure above the expansive rock foundation, and the shear stress is the frictional stress of non-expanding rock on expansive rock.
[0018] The data processing unit is also used to determine the amount of constraint arching of the target space body caused by the overlying load based on the overlying load amount;
[0019] The data processing unit is also used to determine the amount of confinement arching of the target space body caused by the shear stress of the non-expanding rock on the expansive rock based on the length, width and height of the target space body;
[0020] The data processing unit is also used to determine the amount of constrained arching of the target space body caused by the self-weight stress of the expansive rock based on the length, width, and height of the target space body;
[0021] The data processing unit is also used to determine the roadbed arching based on the free arching of the target space caused by the vertical expansion force, the constrained arching of the target space caused by the overlying load, the constrained arching of the target space caused by the shear stress of the non-expanding rock on the expansive rock, and the constrained arching of the target space caused by the self-weight stress of the expansive rock.
[0022] 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 camber of the roadbed under multi-factor coupling in high-speed railway expansive rock foundations is implemented.
[0023] 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 camber of roadbed under multi-factor coupling in high-speed railway expansive rock foundations.
[0024] Compared with the prior art, this application has the following advantages:
[0025] This application provides a method and apparatus for determining the camber of a roadbed under multi-factor coupling in expansive rock foundations for high-speed railways. First, the length, width, and height of the target space are obtained. Second, the free camber caused by vertical expansion force is determined based on the length, width, and height of the target space. Then, the overburden load, the shear stress of the non-expanding rock on the target space, and the self-weight stress of the target space are obtained. Next, the constrained camber caused by the overburden load, the constrained camber caused by the shear stress, and the constrained camber caused by the self-weight stress are determined. Finally, the roadbed camber is determined based on the free camber caused by vertical expansion force and the constrained camber caused by the overburden load, shear stress, and self-weight stress. Since the roadbed camber is the result of the combined effect of free and constrained camber, analyzing different situations of constrained camber while determining the free camber allows for accurate determination of the roadbed camber.
[0026] 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
[0027] 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.
[0028] Figure 1 A schematic diagram of the modules of an electronic device provided in an embodiment of this application.
[0029] Figure 2 This is an exemplary flowchart of a method for determining the camber of a roadbed under multi-factor coupling in a high-speed railway expansive rock foundation, as provided in an embodiment of this application.
[0030] Figure 3 This is a plan view of the roadbed camber calculation model provided in the embodiments of this application.
[0031] Figure 4 This is a spatial force diagram of the roadbed camber calculation model provided in the embodiments of this application.
[0032] Figure 5 This is a schematic diagram of a calculation model for the viscoelastic displacement at the upper surface caused by vertical expansion force in the target space, provided in an embodiment of this application.
[0033] Figure 6 This is a schematic diagram of a viscoelastic displacement calculation model caused by a uniformly distributed load acting on a rectangular area at the surface of a half-space, as provided in an embodiment of this application.
[0034] Figure 7 A schematic diagram of the module for determining the roadbed arching amount under multi-factor coupling of high-speed railway expansive rock foundation provided in the embodiments of this application.
[0035] In the diagram: 100 - Electronic equipment; 101 - Processor; 102 - Memory; 103 - Communication interface; 200 - Device for determining the camber of roadbed under multi-factor coupling of high-speed railway expansive rock foundation; 210 - Data acquisition unit; 220 - Data processing unit. Detailed Implementation
[0036] 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.
[0037] 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.
[0038] 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, terms such as "first," "second," etc., are used only to distinguish descriptions and should not be construed as indicating or implying relative importance.
[0039] 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.
[0040] 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.
[0041] As described in the background section, there is no existing calculation method based on the camber of the roadbed, which has a certain impact on the design and construction of high-speed railway roadbeds.
[0042] In view of this, this application provides a method for determining the camber of the roadbed under the multi-factor coupling effect of the high-speed railway expansive rock foundation. By determining the free camber and the constrained camber separately, the camber of the roadbed under the multi-factor coupling effect of the high-speed railway expansive rock foundation can be determined.
[0043] It should be noted that the method for determining the camber of the roadbed under multi-factor coupling in high-speed railway expansive rock foundations 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.
[0044] 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.
[0045] 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.
[0046] 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.
[0047] 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.
[0048] The following is an exemplary description of the method for determining the camber of a roadbed under multi-factor coupling in high-speed railway expansive rock foundations provided in this application:
[0049] As one implementation method, please refer to Figure 2 The method for determining the camber of the roadbed under multi-factor coupling in the expansive rock foundation of this high-speed railway includes:
[0050] S102, obtain the length, width, and height of the target space, where the target space is a simplified inflatable rock foundation.
[0051] S104, determine the free upward arch caused by vertical expansion force based on the length, width and height of the target space body.
[0052] S106, obtain the overlying load, shear stress, and self-weight stress of the target space body; wherein, the overlying load is the uniformly distributed load applied to the surface of the expansive rock foundation by the self-weight of the roadbed structure above the expansive rock foundation, and the shear stress is the frictional stress of non-expanding rock on expansive rock.
[0053] S108, determine the constrained arch of the target space body caused by the overlying load based on the overlying load.
[0054] S110, determine the amount of upward arching of the target space caused by the shear stress of the non-expanding rock on the expansive rock based on the length, width and height of the target space.
[0055] S112, determine the constrained arching amount of the target space body caused by the self-weight stress of the expansive rock based on the length, width and height of the target space body.
[0056] S114. The roadbed arching is determined based on the free arching of the target space caused by vertical expansion force, the constrained arching of the target space caused by overlying load, the constrained arching of the target space caused by shear stress of non-expanding rock on expansive rock, and the constrained arching of the target space caused by self-weight stress of expansive rock.
[0057] It should be noted that the camber of the roadbed is the result of the combined effects of the free camber and the constrained camber of the target space. The free camber is determined by the upward vertical expansion force of the target space with a given length, width, and height, while the constrained camber is determined by the downward vertical overburden load, self-weight stress, and shear stress of the target space with a given length, width, and height. Specifically, the vertical expansion deformation caused by the target space absorbing water generates the upward expansion force; the self-weight of the superstructure of the target space exerts a downward uniformly distributed load on the upper surface of the target space, which is the overburden load; the weight of the target space itself generates self-weight stress, also in the downward direction; and the non-expansion areas outside the target space exert downward shear stress on the side surfaces of the target space.
[0058] It should be emphasized here that the vertical, vertical upward and vertical downward directions mentioned in this application are not necessarily limited to directions at 90° with the ground. Rather, they can all be referred to as vertical or vertical direction within a certain range of inclination angles. For example, they can all be referred to as vertical or numerically reversed between 89° and 91°. No limitation is made here.
[0059] The determination of the upward arching amount will be analyzed in detail below:
[0060] First, based on the application scenario of ballastless track in high-speed railways, and for the sake of ease of research, the following assumptions are made regarding the semi-infinite space expansion rock foundation before determining the camber of the roadbed:
[0061] ① Assume that the foundation swelling rock is a viscoelastic medium;
[0062] ②Assuming the foundation swelling rock is a homogeneous, isotropic, continuous deformable body that extends infinitely in both depth and horizontal directions, it is a semi-infinite body;
[0063] ③ The stress of the foundation swelling rock 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.
[0064] 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:
[0065]
[0066] In the formula:
[0067]
[0068]
[0069]
[0070]
[0071]
[0072]
[0073] Where K is the bulk modulus; G1, G k η k These are the coefficients of the three-parameter solid model, and t represents time.
[0074] It should be noted that the camber of the ballastless track subgrade is the result of the combined effects of free camber and constrained camber. Free camber refers to the expansion of the expansive rock foundation after water absorption under conditions of no overburden load and no constraints. Constrained camber refers to the expansion of the expansive rock foundation constrained by the ballastless track subgrade structure of high-speed railways. Therefore, by determining the values of free camber and constrained camber, and then superimposing the two values, the camber of the subgrade under the multi-factor coupling of expansive rock foundations in high-speed railways can be determined.
[0075] Please refer to Figure 3 and Figure 4 The diagrams show the planar schematic and spatial force schematic of the calculation model for roadbed camber, respectively. As can be seen from the diagrams, on the one hand, the roadbed camber is affected by both free camber and constrained camber; on the other hand, during camber, the roadbed is subjected to the self-weight stress of the roadbed body acting as a uniformly distributed load q on the original surface of the expansive rock foundation, the self-weight stress g1 of the expansive rock, and the vertical expansion force P of the expansive rock. v The lateral expansion force P of expansive mudstone h The influence of non-expanding rock on the shear stress τ1 of expansive rock, where shear stress τ1 is the frictional force of non-expanding rock on the expansive rock foundation.
[0076] The following discussion focuses on the free upward arching amount W. f With constraint on the upward arch W b Determine them separately:
[0077] Please see Figure 5 , Figure 5 A calculation model for the viscoelastic displacement at the upper surface caused by the vertical expansion force acting within the target space is shown.
[0078] As shown in the figure, in the viscoelastic displacement calculation model at the upper surface, there is a load P at any position inside the half-space. v The load acting within the space has length, width, and height of m, n, and h1, respectively. To calculate the viscoelastic displacement at the upper surface of the space, we can take the element volume dV = dηdεdξ within the volume of the space. The load acting within the element is a concentrated force dP = P v dηdεdξ is used instead. Furthermore,
[0079]
[0080] In the formula, ε b ε is the relative capacitance 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 sHalf 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 layer thickness of montmorillonite, Z is the quantitative value of the swelling property of the swelling rock, and M is the relative molecular mass of montmorillonite. ρ is the density of water at 4℃, S is the specific surface area of the expanding rock, G is the specific gravity of the expanding rock, and w is the density of water at 4℃. i The water content of the expanding rock, N A denoted as Avogadro's constant.
[0081] Therefore, integrating within the space volume yields:
[0082]
[0083] Where w1 represents the viscoelasticity 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 of the expanding rock, and...
[0084]
[0085]
[0086]
[0087]
[0088]
[0089]
[0090]
[0091] A=[v1-v2a3(t)-v3a1(t)]; B=[v4-v5a3(t)-v6a2(t)]; C=[v7-v2a3(t)+v3a1(t)];
[0092] Where A, A1, B, B1, C, C1, and D1 represent different coefficients, and z represents the magnitude of the z-axis in the target space volume.
[0093]
[0094]
[0095]
[0096]
[0097] K is the bulk modulus; G1, G k η k These are the coefficients of the three-parameter solid model, and t represents time.
[0098] After determining the free camber, it is necessary to further determine the constrained camber. Please refer to [link / reference needed]. Figure 6 , Figure 6 This illustrates a model for calculating the viscoelastic displacement caused by a uniformly distributed load acting on a rectangular area at the upper surface of a half-space, as shown below. Figure 6 As shown, the length and width of the rectangle are m and n, respectively. To calculate the viscoelastic settlement at any location within the rectangular area, we can take the element area dS = dξdη within the rectangular area. The uniformly distributed load acting on the element area is replaced by the concentrated force dP = qdηdξ. Integrating within the rectangular region yields...
[0099]
[0100] The determination of the constrained camber of the target space caused by the overlying load can be made using the formula:
[0101]
[0102] Based on this, taking z→0 and d→0, the constrained camber of the expansive rock foundation caused by the overburden load q can be obtained. The constrained camber of the target space caused by this overburden load satisfies the formula:
[0103]
[0104] Where W1 represents the constrained camber of the target space body caused by the overlying load.
[0105]
[0106] n and m represent the length and width of the target space volume, respectively, and q represents the overlying load.
[0107] It should be noted that the overburden load refers to the uniformly distributed load applied to the foundation surface by the self-weight of the roadbed structure (fill material, base, support layer, track slab, rails, etc.) above the expansive rock foundation. It is directed vertically downward and has an inhibitory effect on the free upward arching of the expansive rock. Generally, the overburden load can be determined by the design drawings of the roadbed in the arching area.
[0108] The target space is a simplified version of an expansive rock foundation, where 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 expansive rock foundation. Furthermore, the length of the target space is the length of the expansive region of the rock foundation, the width is the width of the roadbed in the upper arch region, and the height is the thickness of the expansive rock foundation, obtained through core sampling of the foundation in the upper arch region.
[0109] Furthermore, the shear stress is the downward vertical frictional force exerted by the non-expanding rock on the expansive rock foundation, and the constrained upward arch of the target space caused by the shear stress of the expansive rock satisfies the formula:
[0110] W2 = W 21 +W 22 ;in,
[0111]
[0112]
[0113]
[0114]
[0115]
[0116]
[0117] Where B and C represent coefficients, m, n, and h1 represent the length, width, and height of the target space volume, and x, y, and z represent variables.
[0118] Furthermore, when calculating the constrained arching of the target space body caused by the self-weight stress of the expansive rock, the formula is:
[0119]
[0120] Taking z→0 and d=h1, the constrained upward arch of the target space body caused by the self-weight stress g1 of the expansive rock can be obtained as follows:
[0121]
[0122] Where m, n, and h1 represent the length, width, and height of the target space volume,
[0123]
[0124]
[0125]
[0126] g1 represents the self-weight stress of the target space body.
[0127] After determining the free camber and the constrained camber, the difference between the two is calculated to obtain the camber of the ballastless track subgrade. The constrained camber includes the constrained camber of the target space caused by the overburden load, the constrained camber caused by the shear stress of the non-expanding rock on the target space, and the constrained camber of the target space caused by the self-weight stress of the expansive rock. Therefore, the camber of the subgrade satisfies the formula:
[0128] W = W f -(W1+W2+W3)
[0129] Where W represents the camber of the roadbed, W f W1 represents the free upward arch of the target space body caused by vertical expansion force, W2 represents the constrained upward arch of the target space body caused by overlying load, W3 represents the constrained upward arch of the target space body caused by the shear stress of non-expanding rock on the target space body, and W4 represents the constrained upward arch of the target space body caused by the self-weight of expansive rock.
[0130] Based on the above implementation method, please refer to Figure 7 This application also provides a device 200 for determining the camber of a roadbed under multi-factor coupling on a high-speed railway expansive rock foundation. This device includes:
[0131] The data acquisition unit is used to acquire the length, width, and height of the target space body, which is a simplified inflatable rock foundation.
[0132] Understandably, the above-described S102 can be executed through the data acquisition unit 210.
[0133] The data processing unit is used to determine the amount of free upward arching caused by vertical expansion force based on the length, width, and height of the target space body.
[0134] Understandably, the above-described S104 can be executed by the data processing unit 220.
[0135] The data acquisition unit is also used to acquire the overlying load, shear stress, and self-weight stress of the target space body; wherein, the overlying load is the uniformly distributed load applied to the surface of the expansive rock foundation by the self-weight of the roadbed structure above the expansive rock foundation, and the shear stress is the frictional stress of non-expanding rock on expansive rock.
[0136] Understandably, the above-described S106 can be executed through the data acquisition unit 210.
[0137] The data processing unit is also used to determine the constrained camber of the target space body caused by the overlying load based on the overlying load.
[0138] Understandably, the above-described S108 can be executed by the data processing unit 220.
[0139] The data processing unit is also used to determine the amount of confinement arching of the target space body caused by the shear stress of the non-expanding rock on the expansive rock, based on the length, width, and height of the target space body.
[0140] Understandably, the above-described S110 can be executed by the data processing unit 220.
[0141] The data processing unit is also used to determine the amount of constrained arching of the target space body caused by the self-weight stress of the expansive rock, based on the length, width, and height of the target space body.
[0142] Understandably, the above-described S112 can be executed by the data processing unit 220.
[0143] The data processing unit is also used to determine the roadbed arching based on the free arching of the target space caused by vertical expansion force, the constrained arching of the target space caused by overlying load, the constrained arching of the target space caused by shear stress of non-expanding rock on expansive rock, and the constrained arching of the target space caused by self-weight stress of expansive rock.
[0144] Understandably, the above-described S114 can be executed by the data processing unit 220.
[0145] In summary, this application provides a method and apparatus for determining the camber of a roadbed under multi-factor coupling in expansive rock foundations for high-speed railways. First, the length, width, and height of the target space are obtained. Second, the free camber caused by vertical expansion is determined based on the length, width, and height of the target space. Then, the overburden load, the shear stress of the non-expanding rock on the target space, and the self-weight stress of the target space are obtained. Next, the constrained camber caused by the overburden load, the constrained camber caused by the shear stress, and the constrained camber caused by the self-weight stress are determined. Finally, the roadbed camber is determined based on the free camber caused by the vertical expansion force and the constrained camber caused by the overburden load, shear stress, and self-weight stress. Since the roadbed camber is the result of the combined effects of free and constrained camber, analyzing different situations of constrained camber while determining the free camber allows for the accurate determination of the roadbed camber.
[0146] 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.
[0147] 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.
[0148] 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 by a dedicated hardware-based system that performs the specified function or action, or by a combination of dedicated hardware and computer instructions.
[0149] 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.
[0150] 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.
[0151] 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 camber of a roadbed under multi-factor coupling in the case of expansive rock foundation for high-speed railways, characterized in that, The method includes: Obtain the length, width, and height of the target space, which is a simplified expansive rock foundation; The free upward arch caused by the vertical expansion force is determined based on the length, width, and height of the target space body. The overlying load, shear stress, and self-weight stress of the target space body are obtained; where the overlying load is the uniformly distributed load applied to the surface of the expansive rock foundation by the self-weight of the roadbed structure above the expansive rock foundation, and the shear stress is the frictional stress of the non-expanding rock on the expansive rock foundation. The constrained camber of the target space body caused by the overlying load is determined based on the overlying load amount; The constrained arching of the target space body caused by the shear stress of the non-expanding rock on the expansive rock foundation is determined based on the length, width, and height of the target space body. The constrained upward arch of the target space body caused by the self-weight stress of the expansive rock is determined based on the length, width, and height of the target space body. The roadbed camber is determined based on the free camber of the target space caused by vertical expansion force, the constrained camber of the target space caused by the overlying load, the constrained camber of the target space caused by the shear stress of the non-expanding rock on the expansive rock, and the constrained camber of the target space caused by the self-weight stress of the expansive rock.
2. The method for determining the camber of a roadbed under multi-factor coupling in high-speed railway expansive rock foundation as described in claim 1, characterized in that, The camber of the roadbed satisfies the formula: in, Indicates the amount of camber on the roadbed. This represents the free upward arch of the target space volume caused by vertical expansion force. This represents the constrained camber of the target space body caused by the overlying load. This represents the constrained upward arch of the target space body caused by the shear stress of the non-expanding rock on the expansive rock foundation. This represents the constrained upward arch of the target space body caused by the self-weight stress of the expansive rock.
3. The method for determining the camber of a roadbed under multi-factor coupling in high-speed railway expansive rock foundation as described in claim 1, characterized in that, The free upward arch of the target space body caused by the vertical expansion force 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 of the expanding rock, and... ； + ； ； ； ； ； ； Where A, A1, B, B1, C, C1, D1, and E1 represent different coefficients, and z represents the z-axis variable in the target space volume; ； ； ； ； ； ； ； in, It is the bulk modulus of elasticity; , , These are the coefficients of the three-parameter solid model, and t represents time.
4. The method for determining the camber of the roadbed under multi-factor coupling in high-speed railway expansive rock foundation as described in claim 3, characterized in that, 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 of the vertical displacement component at time t satisfies the formula: in, ; d represents any position in the Z-axis direction.
5. The method for determining the camber of a roadbed under multi-factor coupling in high-speed railway expansive rock foundation as described in claim 1, characterized in that, The constrained camber of the target space caused by the overlying load satisfies the formula: ； in, q represents the constrained camber of the target space caused by the overlying load, where n and m represent the length and width of the target space, respectively, and q represents the overlying load, which is vertically downward. ； ； ； ； 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 camber of a roadbed under multi-factor coupling in high-speed railway expansive rock foundation as described in claim 1, characterized in that, The constrained upward arch of the target space body caused by the shear stress of the non-expanding rock on the expansive rock satisfies the 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 Viscoelasticity of the vertical displacement component at any given moment. This represents the shear stress exerted by the non-expanding rock on the target space volume; In the formula, This refers to the lateral expansion force of the expanding rock. The internal friction angle of the expanding rock; and 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. This refers to the interlayer spacing of montmorillonite. This refers to the thickness of the montmorillonite crystal layer. Here, M represents the quantitative value of the swelling property of the swelling rock, and M is the relative molecular mass of montmorillonite. The density of water at 4℃ The density of the expanding rock, Specific surface area of the expansive rock. The specific gravity of the expansive rock. The water content of the expanding rock, N A denoted as Avogadro's constant.
7. The method for determining the camber of a roadbed under multi-factor coupling in high-speed railway expansive rock foundation as described in claim 1, characterized in that, The constrained upward arch of the target space body caused by the self-weight stress of the expanding rock satisfies the formula: in, , 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 target space volume, which is vertically downward. ； ； ； ； ， ， ； 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 camber of a roadbed under multi-factor coupling in the case of high-speed railway expansive rock foundation, characterized in that, The device includes: The data acquisition unit is used to acquire the length, width, and height of the target space body, which is a simplified inflatable rock foundation. The data processing unit is used to determine the free upward arch caused by the vertical expansion force based on the length, width, and height of the target space body; The data acquisition unit is also used to acquire the overlying load, shear stress, and self-weight stress of the target space body; among which, the overlying load is the uniformly distributed load applied to the surface of the expansive rock foundation by the self-weight of the roadbed structure above the expansive rock foundation, and the shear stress is the frictional stress of non-expanding rock on expansive rock. The data processing unit is also used to determine the amount of constraint arching of the target space body caused by the overlying load based on the overlying load amount; The data processing unit is also used to determine the amount of confinement arching of the target space body caused by the shear stress of the non-expanding rock on the expansive rock based on the length, width and height of the target space body; The data processing unit is also used to determine the amount of constrained arching of the target space body caused by the self-weight stress of the expansive rock based on the length, width, and height of the target space body; The data processing unit is also used to determine the roadbed arching based on the free arching of the target space caused by the vertical expansion force, the constrained arching of the target space caused by the overlying load, the constrained arching of the target space caused by the shear stress of the non-expanding rock on the expansive rock, and the constrained arching of the target space caused by the self-weight stress of the expansive rock.
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 camber of the roadbed under multi-factor coupling in high-speed railway expansive rock 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 camber of the roadbed under multi-factor coupling in high-speed railway expansive rock foundations as described in any one of claims 1-7.