Tunnel face disturbance area pipe shed grouting thickness prediction processing method and system

Abstract

The invention discloses a tunnel face disturbance area pipe shed grouting thickness prediction processing method, system and platform and a storage medium, and the method comprises the steps: creating a first model corresponding to a stratum and a grouting layer, and generating corresponding first data and second data based on the first model; third data corresponding to the foundation are generated according to the second data, and a second model and a third model corresponding to the tunnel face area are constructed based on the third data and in combination with an elastic foundation model; based on the third model, a first corresponding relation corresponding to the grouting parameters is established, and corresponding fifth data is generated according to the first corresponding relation in combination with the fourth data; the fifth data is grouting thickness prediction data, and the system, the platform and the storage medium corresponding to the method can be used for analyzing and predicting the safe grouting thickness of the tunnel face disturbance area pipe shed under different geological conditions and construction conditions in advance, namely, the safe grouting reinforcement thickness of the tunnel advanced pipe shed is controlled in real time, and continuous debugging is not needed.

Description

Technical Field

[0001] The present invention belongs to the technical field of pipe-roof grouting treatment in a disturbed area of ​​a tunnel face, and specifically relates to a method, system, platform and storage medium for predicting and processing the thickness of pipe-roof grouting in a disturbed area of ​​a tunnel face. Background Art

[0002] During the construction and excavation of urban tunnels, the soil in the strata will be seriously disturbed. The tunnel entrance section is generally shallowly buried, and the overlying surrounding rock is mostly highly weathered, loose and broken. If the construction is not done well, it is very easy to cause the entrance to collapse. Advanced pipe shed grouting reinforcement is a construction method that uses a pipe shed and a small catheter to inject grouting materials into the arch of the tunnel excavation face before the formal excavation of the tunnel. It can effectively improve the strength and stability of rock and soil and is widely used in the field of tunnel engineering.

[0003] At present, how to control the safe thickness of the tunnel advance pipe-roof grouting reinforcement is still a difficult problem. If the finite element method is used for actual engineering modeling and calculation, it needs to be constantly debugged, which is time-consuming and labor-intensive. The effect of pipe-roof grouting reinforcement will directly affect the safety of tunnel excavation, and the reinforcement effect can be evaluated based on the integrity of the pipe-roof grouting reinforcement area. The grouting reinforcement thickness of the small guide tube will directly affect the scope of the reinforcement area. Therefore, if the safe grouting thickness under specific engineering conditions can be calculated in advance in pipe-roof grouting reinforcement, it can not only guide the finite element simulation work, but also have great significance for ensuring safe construction and saving grouting costs.

[0004] Therefore, in view of the above technical problems and defects, it is urgently necessary to design and develop a method, system, platform and storage medium for predicting and processing the pipe roof grouting thickness in the disturbed area of ​​the tunnel face. Summary of the invention

[0005] In order to overcome the shortcomings and difficulties of the above-mentioned prior art, the purpose of the present invention is to solve the problem of how to control the safe thickness of the tunnel advance pipe-roof grouting reinforcement, and to provide a method, system, platform and storage medium for predicting the pipe-roof grouting thickness in the disturbed area of ​​the tunnel face, so as to be used for analyzing and predicting in advance the safe thickness of the pipe-roof grouting in the disturbed area of ​​the tunnel face under different geological conditions and construction conditions, that is, to control the safe thickness of the tunnel advance pipe-roof grouting reinforcement in real time.

[0006] The first purpose of the present invention is to provide a method for predicting and processing the pipe-roof grouting thickness in a disturbed area of ​​a tunnel face; the second purpose of the present invention is to provide a system for predicting and processing the pipe-roof grouting thickness in a disturbed area of ​​a tunnel face; the third purpose of the present invention is to provide a platform for predicting and processing the pipe-roof grouting thickness in a disturbed area of ​​a tunnel face; the fourth purpose of the present invention is to provide a computer-readable storage medium.

[0007] The first object of the present invention is achieved as follows: the method includes: creating a first model corresponding to the stratum and the grouting layer, and generating corresponding first data and second data based on the first model; wherein the first model is a compressed finite element model; the first data are stratum stress and strain data under different working conditions; the second data are finite element calculation data; based on the second data, generating third data corresponding to the foundation, based on the third data, and in combination with the elastic foundation model, respectively constructing a second model and a third model corresponding to the face area; wherein the third data are foundation reaction coefficient distribution data; the second model is a longitudinal precise analysis model of the pipe rack in the face area; the third model is a small pipe transverse plane force model; based on the third model, establishing a first corresponding relationship corresponding to the grouting parameters, according to the first corresponding relationship, and in combination with the fourth data, generating corresponding fifth data; wherein the first corresponding relationship is a foundation reaction coefficient corresponding relationship related to the grouting parameters; the fourth data are sampling data of the area to be grouting reinforced; the fifth data are grouting thickness prediction data.

[0008] Furthermore, the creation of a first model corresponding to the formation and the grouting layer, and generating corresponding first data and second data based on the first model, includes: generating and acquiring sixth data corresponding to the formation and the grouting layer, and creating a corresponding first model based on the sixth data; wherein the sixth data is parameter data corresponding to the creation of a finite element model; generating and acquiring preset data corresponding to the thickness of the grouting layer and of different values, and generating corresponding first data based on the first model.

[0009] Further, the creating of a first model corresponding to the stratum and the grouting layer, and generating corresponding first data and second data based on the first model, includes: based on the first model, generating a longitudinal distribution curve of a base bed coefficient corresponding to different excavation heights, and creating at least one fourth model corresponding to the longitudinal distribution of the base bed coefficient; wherein the fourth model is a linear model corresponding to the longitudinal distribution of the base bed coefficient along the tunnel; according to the fourth model, fitting the base bed coefficient corresponding to the longitudinal distribution curve of the base bed coefficient, and establishing a second corresponding relationship corresponding to the disturbed area of ​​the tunnel face; wherein the expression of the second corresponding relationship is:

[0010]

[0011] Where h is the different excavation heights; K j is the base coefficient; x is the tunnel excavation position; L is the minimum value of the base coefficient K min The distance between the change and the stable value of the base coefficient K0.

[0012] Further, the method generates third data corresponding to the foundation based on the second data, and constructs a second model and a third model corresponding to the tunnel face area based on the third data and in combination with the elastic foundation model, and further includes: generating and acquiring seventh data corresponding to the tunnel face disturbance area, and constructing a corresponding first data matrix based on the seventh data; wherein the seventh data is the boundary condition preset data; and the first data matrix is:

[0013]

[0014] Where a is the length of tunnel excavation; θ0 is the initial displacement of the pipe shed; ω0 is the initial rotation angle of the pipe shed; the remaining parameters in the matrix are obtained by establishing the elastic foundation equation and transposing the terms;

[0015] According to the third data and based on the elastic foundation model, a third corresponding relationship corresponding to the internal force deformation of the pipe roof in the tunnel face area is established; wherein the expression of the third corresponding relationship is as follows:

[0016]

[0017] In the formula, p(x) represents the surrounding rock pressure on the pipe shed, E is the elastic modulus of the pipe shed reinforcement body, I is the equivalent moment of inertia of the pipe shed reinforcement body; x is the position coordinate of the pipe shed in the horizontal direction; k is the equivalent spring coefficient of the foundation soil, w(x) is the vertical settlement value of the pipe shed at the excavation direction x; G is the foundation shear modulus; b is the equivalent foundation shear layer width of the pipe shed;

[0018] According to the third corresponding relationship, a fourth corresponding relationship corresponding to the pipe-roof deflection is established; wherein the expression of the fourth corresponding relationship is as follows:

[0019]

[0020] Where, γ is the weight of surrounding rock; H is the tunnel burial depth; ζ1, ζ2, ζ3, ζ4 are integral constants to be solved; α1 and α2 are material parameters.

[0021] Furthermore, based on the third model, a first corresponding relationship corresponding to the grouting parameters is established, and according to the first corresponding relationship and in combination with the fourth data, corresponding fifth data is generated, and it also includes: according to the third model, eighth data corresponding to the small conduit is generated; wherein the eighth data includes the circumferential deformation data of the small conduit, the strain data in the circumferential direction, the stress data in the circumferential direction, the normal force data per unit length and the resultant force data of the overlying pressure of the pipe roof; based on the eighth data and in combination with the third model, a first corresponding relationship corresponding to the grouting parameters is established.

[0022] Furthermore, based on the third model, a first corresponding relationship corresponding to the grouting parameters is established, and according to the first corresponding relationship and in combination with the fourth data, corresponding fifth data is generated, and it also includes: respectively generating and acquiring fourth data and ninth data corresponding to the area to be grouting reinforced; wherein the ninth data is the preset maximum safe deflection data of the pipe roof; according to the ninth data and in combination with the third corresponding relationship, corresponding tenth data is generated; wherein the tenth data is the dangerous position coordinate data of the maximum deflection; according to the tenth data and in combination with the creation of the fourth model, corresponding eleventh data is generated; wherein the eleventh data is the precise reaction coefficient data; based on the eleventh data, minimum safe thickness data corresponding to the pipe roof grouting reinforcement is generated.

[0023] The second object of the present invention is achieved as follows: the system is used to implement the method for predicting and processing the grouting thickness of the pipe roof in the disturbed area of ​​the tunnel face, and the system includes: a first data generation unit, used to create a first model corresponding to the stratum and the grouting layer, and generate corresponding first data and second data based on the first model; wherein the first model is a compressed finite element model; the first data is the stratum stress and strain data under different working conditions; the second data is the finite element calculation data; the first creation generation unit is used to generate third data corresponding to the foundation according to the second data, and based on the third data and in combination with the elastic foundation model, respectively construct a second model and a third model corresponding to the face area; wherein the third data is the foundation reaction coefficient distribution data; the second model is the longitudinal precise analysis model of the pipe roof in the face area; the third model is the transverse plane force model of the small guide tube;

[0024] The second data generating unit is used to establish a first corresponding relationship corresponding to the grouting parameters based on the third model, and generate corresponding fifth data according to the first corresponding relationship and in combination with the fourth data; wherein the first corresponding relationship is a corresponding relationship of the foundation reaction coefficient related to the grouting parameters; the fourth data is sampling data of the area to be grouting reinforced; and the fifth data is grouting thickness prediction data.

[0025] Furthermore, the first data generation unit also includes: a first generation module, which is used to generate and obtain sixth data corresponding to the stratum and the grouting layer, and create a corresponding first model according to the sixth data; wherein the sixth data is parameter data corresponding to the creation of a finite element model; a second generation module, which is used to generate and obtain preset data corresponding to the thickness of the grouting layer and of different values, and generate corresponding first data based on the first model; a first construction module, which is used to generate a longitudinal distribution curve of the base coefficient corresponding to different excavation heights based on the first model, and create at least one fourth model corresponding to the longitudinal distribution of the base coefficient; wherein the fourth model is a linear model corresponding to the longitudinal distribution of the base coefficient along the tunnel; a second construction module, which is used to fit the base coefficient corresponding to the longitudinal distribution curve of the base coefficient according to the fourth model, and establish a second corresponding relationship corresponding to the disturbance area of ​​the tunnel face; wherein the expression of the second corresponding relationship is:

[0026]

[0027] Where h is the different excavation heights; K j is the base coefficient; x is the tunnel excavation position; L is the minimum value of the base coefficient K min The distance between the change and the stable value of the base coefficient K0;

[0028] And / or, the first creation generation unit further includes: a third generation module, which is used to generate and obtain seventh data corresponding to the disturbance zone of the tunnel face, and construct a corresponding first data matrix based on the seventh data; wherein the seventh data is boundary condition preset data; the first data matrix is:

[0029]

[0030] Where a is the length of tunnel excavation; θ0 is the initial displacement of the pipe shed; ω0 is the initial rotation angle of the pipe shed; the remaining parameters in the matrix are obtained by establishing the elastic foundation equation and transposing the terms;

[0031] The third construction module is used to establish a third corresponding relationship corresponding to the internal force deformation of the pipe roof in the tunnel face area according to the third data and based on the elastic foundation model; wherein the expression of the third corresponding relationship is as follows:

[0032]

[0033] In the formula, p(x) represents the surrounding rock pressure on the pipe shed, E is the elastic modulus of the pipe shed reinforcement body, I is the equivalent moment of inertia of the pipe shed reinforcement body; x is the position coordinate of the pipe shed in the horizontal direction; k is the equivalent spring coefficient of the foundation soil, w(x) is the vertical settlement value of the pipe shed at the excavation direction x; G is the foundation shear modulus; b is the equivalent foundation shear layer width of the pipe shed;

[0034] The fourth building module is used to establish a fourth corresponding relationship corresponding to the pipe-roof deflection according to the third corresponding relationship; wherein the expression of the fourth corresponding relationship is as follows:

[0035]

[0036] Where, γ is the weight of surrounding rock; H is the tunnel burial depth; ζ1, ζ2, ζ3, ζ4 are integral constants to be solved; α1, α2 are material parameters;

[0037] And / or, the second data generating unit also includes: a fourth generating module, which is used to generate eighth data corresponding to the small conduit according to the third model; wherein the eighth data includes the circumferential deformation data of the small conduit, the strain data in the circumferential direction, the stress data in the circumferential direction, the normal force data per unit length and the resultant pressure data of the pipe roof; a fifth building module, which is used to establish a first corresponding relationship corresponding to the grouting parameters based on the eighth data and in combination with the third model; a fifth generating module, which is used to respectively generate and obtain the fourth data and the ninth data corresponding to the area to be grouting reinforced; wherein the ninth data is the preset maximum safe deflection data of the pipe roof; a sixth generating module, which is used to generate the corresponding tenth data according to the ninth data and in combination with the third corresponding relationship; wherein the tenth data is the coordinate data of the dangerous position of the maximum deflection; a seventh generating module, which is used to generate the corresponding eleventh data according to the tenth data and in combination with the creation of the fourth model; wherein the eleventh data is the precise reaction coefficient data; an eighth generating module, which is used to generate the minimum safe thickness data corresponding to the pipe roof grouting reinforcement based on the eleventh data.

[0038] The third object of the present invention is achieved as follows: it includes a processor, a memory and a tunnel face disturbance area pipe roof grouting thickness prediction and processing platform control program; wherein the tunnel face disturbance area pipe roof grouting thickness prediction and processing platform control program is executed in the processor, the tunnel face disturbance area pipe roof grouting thickness prediction and processing platform control program is stored in the memory, and the tunnel face disturbance area pipe roof grouting thickness prediction and processing platform control program implements the tunnel face disturbance area pipe roof grouting thickness prediction and processing method.

[0039] The fourth object of the present invention is achieved in this way: the computer-readable storage medium stores a control program for a platform for predicting and processing the thickness of pipe-roof grouting in a disturbed area of ​​a tunnel face, and the control program for a platform for predicting and processing the thickness of pipe-roof grouting in a disturbed area of ​​a tunnel face implements the method for predicting and processing the thickness of pipe-roof grouting in a disturbed area of ​​a tunnel face.

[0040] The present invention creates a first model corresponding to a stratum and a grouting layer through a method, and generates corresponding first data and second data based on the first model; wherein the first model is a finite element model under pressure; the first data is stratum stress-strain data under different working conditions; the second data is finite element calculation data; according to the second data, third data corresponding to the foundation is generated, and based on the third data and in combination with an elastic foundation model, a second model and a third model corresponding to a tunnel face area are respectively constructed; wherein the third data is foundation reaction force coefficient distribution data; the second model is a longitudinal accurate analysis model of a pipe roof in a tunnel face area; the third model is a transverse accurate analysis model of a small pipe plane force model; based on the third model, a first corresponding relationship corresponding to the grouting parameters is established, and according to the first corresponding relationship and in combination with the fourth data, the corresponding fifth data is generated; wherein, the first corresponding relationship is the corresponding relationship of the foundation reaction coefficient related to the grouting parameters; the fourth data is the sampling data of the area to be grouting reinforced; the fifth data is the grouting thickness prediction data, as well as the system, platform and storage medium corresponding to the method, which can be used to analyze and predict in advance the safe thickness of the pipe-roof grouting in the disturbed area of ​​the tunnel face under different geological conditions and construction conditions, that is, to control the safe thickness of the tunnel advance pipe-roof grouting reinforcement in real time, and there is no need for continuous debugging, saving time and effort. BRIEF DESCRIPTION OF THE DRAWINGS

[0041] In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the following briefly introduces the drawings required for use in the description of the embodiments. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0042] Figure 1 It is a schematic diagram of the process steps of a method for predicting and processing the pipe shed grouting thickness in the disturbed area of ​​a tunnel face according to the present invention;

[0043] Figure 2 It is a schematic diagram of an embodiment of a method for predicting and processing the thickness of pipe shed grouting in a disturbed area of ​​a tunnel face according to the present invention;

[0044] Figure 3 It is a schematic diagram of a flow chart of an embodiment of a method for predicting and processing the thickness of pipe shed grouting in a disturbed area of ​​a tunnel face according to the present invention, and an embodiment of a linear model for obtaining a bed coefficient;

[0045] Figure 4 It is a schematic diagram of a flow chart of obtaining a pipe roof accurate internal force deformation calculation model in an embodiment of a method for predicting and processing the pipe roof grouting thickness in a disturbed area of ​​a tunnel face according to the present invention;

[0046] Figure 5 It is a schematic diagram of a process of back-calculating the foundation reaction force coefficient by using the resultant force of the overburden pressure of the pipe roof in an embodiment of a method for predicting the grouting thickness of the pipe roof in the disturbed area of ​​the tunnel face of the present invention;

[0047] Figure 6 It is a schematic diagram of a process for back-calculating the minimum safe thickness of pipe-roof grouting reinforcement by using an accurate reaction force coefficient in an embodiment of a method for predicting and processing the pipe-roof grouting thickness in a disturbed area of ​​a tunnel face according to the present invention;

[0048] Figure 7 This is a schematic diagram of the architecture of a system for predicting and processing the pipe shed grouting thickness in a disturbed area of ​​a tunnel face according to the present invention;

[0049] Figure 8 This is a schematic diagram of a platform architecture for predicting and processing the pipe shed grouting thickness in a disturbed area of ​​a tunnel face according to the present invention;

[0050] Fig. 9 A schematic diagram of a computer-readable storage medium architecture in an embodiment of the present invention. DETAILED DESCRIPTION

[0051] In order to better understand the purpose, technical solutions and advantages of the present invention, the present invention is further described below in conjunction with the accompanying drawings and specific implementation methods. Those skilled in the art can easily understand other advantages and effects of the present invention from the contents disclosed in this specification.

[0052] The present invention may also be implemented or applied through other different specific examples, and the details in this specification may also be modified and changed in various ways based on different viewpoints and applications without departing from the spirit of the present invention.

[0053] It should be noted that if the embodiments of the present invention involve directional indications (such as up, down, left, right, front, back, etc.), the directional indications are only used to explain the relative position relationship, movement status, etc. between the components under a certain specific posture (as shown in the accompanying drawings). If the specific posture changes, the directional indication will also change accordingly.

[0054] In addition, if there are descriptions involving "first", "second", etc. in the embodiments of the present invention, the descriptions of "first", "second", etc. are only used for descriptive purposes and cannot be understood as indicating or suggesting their relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include at least one of the features. Secondly, the technical solutions between the various embodiments can be combined with each other, but they must be based on the ability of ordinary technicians in the field to implement them. When the combination of technical solutions is contradictory or cannot be implemented, it should be deemed that such a combination of technical solutions does not exist and is not within the scope of protection required by the present invention.

[0055] Preferably, the method for predicting and processing the thickness of pipe-roof grouting in the disturbed area of ​​a tunnel face of the present invention is applied in one or more terminals or servers. The terminal is a device that can automatically perform numerical calculations and / or information processing according to pre-set or stored instructions, and its hardware includes but is not limited to microprocessors, application-specific integrated circuits (ASIC), field-programmable gate arrays (FPGA), digital signal processors (DSP), embedded devices, etc.

[0056] The terminal can be a computing device such as a desktop computer, a notebook, a PDA, a cloud server, etc. The terminal can interact with the client through a keyboard, a mouse, a remote control, a touch pad, or a voice control device.

[0057] The present invention is to realize a method, system, platform and storage medium for predicting and processing the pipe roof grouting thickness in a disturbed area of ​​a tunnel face.

[0058] like Figure 1 , which is a flow chart of a method for predicting and processing the pipe-roof grouting thickness in a disturbed area of ​​a tunnel face provided by an embodiment of the present invention.

[0059] In this embodiment, the method for predicting and processing the pipe-roof grouting thickness in the disturbed area of ​​the tunnel face can be applied to a terminal or a fixed terminal with a display function. The terminal is not limited to a personal computer, a smart phone, a tablet computer, a desktop computer or an all-in-one computer equipped with a camera, etc.

[0060] The method for predicting the thickness of the pipe-roof grouting in the disturbed area of ​​the tunnel face can also be applied to a hardware environment consisting of a terminal and a server connected to the terminal via a network. The network includes but is not limited to: a wide area network, a metropolitan area network or a local area network. The method for predicting the thickness of the pipe-roof grouting in the disturbed area of ​​the tunnel face of the embodiment of the present invention can be executed by a server, can be executed by a terminal, or can be executed by both a server and a terminal.

[0061] For example, for a terminal that needs to perform a prediction and processing of the pipe-roof grouting thickness in the disturbed area of ​​a tunnel face, the prediction and processing function of the pipe-roof grouting thickness in the disturbed area of ​​a tunnel face provided by the method of the present invention can be directly integrated on the terminal, or a client for implementing the method of the present invention can be installed. For another example, the method provided by the present invention can also be run on a server or other device in the form of a software development kit (SDK), and an interface for the prediction and processing function of the pipe-roof grouting thickness in the disturbed area of ​​a tunnel face is provided in the form of SDK. The terminal or other device can implement the prediction and processing function of the pipe-roof grouting thickness in the disturbed area of ​​a tunnel face through the provided interface. The present invention is further described below in conjunction with the accompanying drawings.

[0062] like Figure 1-Figure 6 As shown, the present invention provides a method for predicting and processing the pipe roof grouting thickness in the disturbed area of ​​a tunnel face, the method comprising the following steps:

[0063] S01, creating a first model corresponding to a stratum and a grouting layer, and generating corresponding first data and second data based on the first model; wherein the first model is a compression finite element model; the first data is stratum stress and strain data under different working conditions; and the second data is finite element calculation data;

[0064] S02, generating third data corresponding to the foundation according to the second data, and constructing a second model and a third model corresponding to the tunnel face area based on the third data and in combination with the elastic foundation model; wherein the third data is foundation reaction force coefficient distribution data; the second model is a longitudinal precise analysis model of the pipe roof in the tunnel face area; and the third model is a transverse plane force model of the small pipe;

[0065] S03. Based on the third model, a first corresponding relationship corresponding to the grouting parameters is established, and according to the first corresponding relationship and in combination with the fourth data, corresponding fifth data is generated; wherein the first corresponding relationship is a corresponding relationship of the foundation reaction coefficient related to the grouting parameters; the fourth data is sampling data of the area to be grouting reinforced; and the fifth data is grouting thickness prediction data.

[0066] The step of creating a first model corresponding to the stratum and the grouting layer, and generating corresponding first data and second data based on the first model, comprises:

[0067] S011, generating and acquiring sixth data corresponding to the stratum and the grouting layer, and creating a corresponding first model according to the sixth data; wherein the sixth data is parameter data corresponding to creating a finite element model;

[0068] S012. Generate and obtain preset data corresponding to the thickness of the grouting layer and having different values, and generate corresponding first data based on the first model.

[0069] The step of creating a first model corresponding to the stratum and the grouting layer, and generating corresponding first data and second data based on the first model, comprises:

[0070] S013. Based on the first model, generate longitudinal distribution curves of the base bed coefficient corresponding to different excavation heights, and create at least one fourth model corresponding to the longitudinal distribution of the base bed coefficient; wherein the fourth model is a linear model corresponding to the longitudinal distribution of the base bed coefficient along the tunnel;

[0071] S014. According to the fourth model, the base bed coefficient corresponding to the longitudinal distribution curve of the base bed coefficient is fitted, and a second corresponding relationship corresponding to the disturbance area of ​​the tunnel face is established; wherein the expression of the second corresponding relationship is:

[0072]

[0073] Where h is the different excavation heights; K j is the base coefficient; x is the tunnel excavation position; L is the minimum value of the base coefficient K min The distance between the change and the stable value of the base coefficient K0.

[0074] The method further comprises: generating third data corresponding to the foundation according to the second data, and constructing a second model and a third model corresponding to the tunnel face area based on the third data and in combination with the elastic foundation model.

[0075] S021. Generate and obtain seventh data corresponding to the disturbance zone of the tunnel face, and construct a corresponding first data matrix based on the seventh data; wherein the seventh data is boundary condition preset data; and the first data matrix is:

[0076]

[0077] Where a is the length of tunnel excavation; θ0 is the initial displacement of the pipe shed; ω0 is the initial rotation angle of the pipe shed; the remaining parameters in the matrix are obtained by establishing the elastic foundation equation and transposing the terms;

[0078] S022. According to the third data and based on the elastic foundation model, a third corresponding relationship corresponding to the internal force deformation of the pipe roof in the tunnel face area is established; wherein the expression of the third corresponding relationship is as follows:

[0079]

[0080] In the formula, p(x) represents the surrounding rock pressure on the pipe shed, E is the elastic modulus of the pipe shed reinforcement body, I is the equivalent moment of inertia of the pipe shed reinforcement body; x is the position coordinate of the pipe shed in the horizontal direction; k is the equivalent spring coefficient of the foundation soil, w(x) is the vertical settlement value of the pipe shed at the excavation direction x; G is the foundation shear modulus; b is the equivalent foundation shear layer width of the pipe shed;

[0081] S023. According to the third corresponding relationship, a fourth corresponding relationship corresponding to the pipe-roof deflection is established; wherein the expression of the fourth corresponding relationship is as follows:

[0082]

[0083] Where, γ is the weight of surrounding rock; H is the tunnel burial depth; ζ1, ζ2, ζ3, ζ4 are integral constants to be solved; α1 and α2 are material parameters.

[0084] The method of establishing a first corresponding relationship corresponding to the grouting parameters based on the third model, and generating corresponding fifth data according to the first corresponding relationship and in combination with the fourth data, further includes:

[0085] S031. Generate eighth data corresponding to the small pipe according to the third model; wherein the eighth data includes circumferential deformation data of the small pipe, strain data in the circumferential direction, stress data in the circumferential direction, normal force data per unit length and resultant force data of overburden pressure of the pipe roof;

[0086] S032. Based on the eighth data and in combination with the third model, a first corresponding relationship corresponding to the grouting parameters is established.

[0087] The method of establishing a first corresponding relationship corresponding to the grouting parameters based on the third model, and generating corresponding fifth data according to the first corresponding relationship and in combination with the fourth data, further includes:

[0088] S033, respectively generating and acquiring fourth data and ninth data corresponding to the area to be grouting reinforced; wherein the ninth data is the preset maximum safe deflection data of the pipe roof;

[0089] S034. Generate corresponding tenth data according to the ninth data and in combination with the third corresponding relationship; wherein the tenth data is the coordinate data of the dangerous position of the maximum deflection;

[0090] S035. Generate corresponding eleventh data according to the tenth data and in combination with creating the fourth model; wherein the eleventh data is accurate reaction force coefficient data;

[0091] S036. Based on the eleventh data, generate minimum safety thickness data corresponding to the pipe-roof grouting reinforcement.

[0092] Specifically, in an embodiment of the present invention, a method for analyzing and calculating the safe thickness of pipe roof grouting in a disturbed area of ​​a tunnel face is provided, and the method comprises the steps of:

[0093] A finite element model of stratum-grouting layer compression was established, and the ratio of grouting layer thickness to excavation height was changed to obtain stratum stress-strain data under different working conditions. Based on the finite element calculation data, the distribution of foundation reaction coefficient was derived, and an empirical formula for the longitudinal distribution of foundation reaction coefficient along the tunnel considering the thickness of the grouting layer was fitted. Assuming that the surrounding rock bearing the pipe-roof load is an isotropic continuous medium, the Pasternak model hypothesis was introduced, and the Bernoulli-Euler beam theory was used to describe the bearing mechanism of the grouting pipe-roof, ignoring the influence of horizontal stress. Combining the empirical formula of foundation reaction coefficient with the Pasternak model, an accurate longitudinal analysis model of the pipe-roof in the tunnel face area was established. A transverse plane force model of a small pipe was established. Based on the transverse plane force model of a small pipe, an expression of foundation reaction coefficient related to grouting parameters was derived. Based on the above expression, the upper limit of the pipe-roof flexural deformation was set to inversely calculate the theoretical safe thickness of the grouting reinforcement area. On-site sampling was compared. If the sampling thickness was less than the theoretical thickness, it was inferior; otherwise, it was superior.

[0094] The calculation of establishing the formation-grouting layer finite element model includes: establishing a two-dimensional rectangular model as a formation model in the finite element calculation software, the length of the rectangular formation model is S, the height of the rectangular formation model is H, the left interface of the model is used as the plane where the excavation face is located, and the excavation height is h. In order to eliminate the influence of the boundary effect, the above three parameters S, H, and h satisfy the following relationship.

[0095] S=8h (1)

[0096] H=5h (2)

[0097] The method of changing the ratio of the grouting layer thickness t to the excavation height to obtain the stratum stress and strain data under different working conditions includes: fixing the lower boundary surface of the rectangular stratum model, applying horizontal lateral constraints to the right interface of the rectangular stratum model, reserving a certain height on the left interface of the model, i.e., the free section of the excavation height h mentioned above to simulate the tunnel face, and constraining the horizontal direction of the remaining heights. Within the free excavation height h of the upper boundary surface of the rectangular stratum model, a strip with a height of t and a length of S is divided to simulate the grouting layer, and the physical properties of the slurry and solid are assigned to the grouting layer, and the physical parameters of the rock and soil are assigned to the remaining strata. A vertical downward load is applied to the upper boundary surface to simulate the overlying rock pressure, and calculations are performed. The value of the grouting layer thickness t is changed, the above operations are repeated and calculations are performed, and the stress and strain values ​​of the soil along the tunnel excavation direction are extracted in the post-processing module of the finite element software.

[0098] The derivation of the foundation reaction force coefficient distribution based on finite element calculation data includes: assuming that the soil is a series of independent vertical springs, the deformation of the spring is only related to the load acting on itself, and has nothing to do with the internal force and deformation caused by the load in other parts, and there is no friction between the springs and no shear deformation is transmitted. The deformation of a point in the foundation soil is proportional to the pressure it is subjected to, that is:

[0099]

[0100] Where: K j That is the base coefficient (MPa / m), s represents the displacement of the foundation (m); and p is the pressure on the foundation soil (MPa).

[0101] After exporting the cloud map results in the finite element post-processing module and exporting the relevant data along the longitudinal direction of the tunnel, the distribution of the bed coefficient Kj along the longitudinal direction of the tunnel is calculated according to the above formula. The longitudinal distribution curve of the bed coefficient under different excavation heights h is drawn. Since there is a free surface on the left side of the stratum model, the left free surface must undergo horizontal displacement under pressure, and the vertical stiffness is weakened, resulting in a smaller bed coefficient. The bed technology on the right side of the stratum model does not change much and will eventually stabilize.

[0102] Assume that the minimum base coefficient is K min , the stable value of the base coefficient is K0, from the minimum value of the base coefficient K min The distance between the change to the stable value of the base coefficient K0 is L, and the minimum value of the base coefficient K under different excavation heights h is calculated. min The ratio of the stable value K0 is obtained by fitting the result to obtain a K min The function of / k with respect to the change of h is shown in the following formula.

[0103]

[0104] The base coefficient K j The distribution along the longitudinal direction of the tunnel is simplified to a linear model, and the bed coefficient K of the disturbed area of ​​the tunnel face is j The following relationship is satisfied with the tunnel excavation position x:

[0105]

[0106] Assuming that the surrounding rock bearing the pipe-roof load is an isotropic continuous medium, the Pasternak model hypothesis is introduced, and the structural displacement internal force relationship in the Bernoulli-Euler beam theory is used to describe the bearing mechanism of the grouting pipe-roof; the structural displacement internal force relationship in the Bernoulli-Euler beam theory includes:

[0107]

[0108] In the formula: θ0 represents the rotation angle, M represents the bending moment, F represents the shear force, ω represents the shear force, x represents the position coordinates of the pipe shed, E represents the elastic modulus of the pipe shed, and I represents the moment of inertia of the pipe shed.

[0109] The Pasternak model assumes that its description of the tunnel excavation process satisfies the following assumptions, including: ① The pipe shed is not subject to load before the tunnel is excavated; ② The surrounding rock pressure generated in the tunnel excavation section transfers the load to the guide wall and the rock mass in front of the face through the pipe shed. Since the guide wall is generally located in the open-cut section of the tunnel entrance and has a large stiffness, the constraint of the guide wall on the pipe shed can be regarded as a fixed-end constraint; ③ After the initial support is completed, the effect of the surrounding rock stress being released again is borne by the initial support, and the pipe shed in the corresponding range will no longer bear the surrounding rock pressure; ④ The surrounding rock pressure released during the next excavation cycle is borne jointly by the initial support and the rock mass in front of the face through the pipe shed. Since the initial support is a flexible support, the radial force transmitted to the initial support by the pipe shed can cause the initial support to deform; ⑤ The tunnel excavation process is a nonlinear process of cumulative superposition of the force and deformation of the pipe shed, and it changes continuously with the advancement of the face.

[0110] Based on the above assumed boundary conditions, the matrix equation can be established as follows:

[0111]

[0112] Among them, a is the length of tunnel excavation, ω0 and θ0 are the initial displacement and rotation angle of the pipe roof, and the remaining parameters in the matrix can be obtained by establishing the Pasternak equation and transposing the terms.

[0113] The internal force deformation of the pipe roof in the tunnel face area satisfies the following relationship:

[0114]

[0115] Where p(x) represents the pressure of the surrounding rock above the pipe shed, E is the elastic modulus of the pipe shed reinforcement body, and I is the equivalent moment of inertia of the pipe shed reinforcement body. x is the horizontal position coordinate of the pipe shed: k is the equivalent foundation soil spring coefficient, and its unit is kN / m 3 ; w(x) is the vertical settlement of the pipe-roof at x in the excavation direction, and its unit is m; G is the foundation shear modulus, and its unit is kN / m; b is the width of the equivalent foundation shear layer of the pipe-roof, and its unit is m.

[0116] The equivalent foundation soil spring coefficient k satisfies the following relationship, where μ is the Poisson's ratio of the soil and Ef is the equivalent elastic modulus of the foundation.

[0117]

[0118] The equivalent foundation shear layer width b satisfies the following relationship:

[0119]

[0120] Where r is the diameter of the seamless steel pipe in the pipe rack structure, m.

[0121] Through the regional pipe roof internal force deformation relationship expression of the tunnel face, the general solution expression of the pipe roof deflection differential equation is obtained as follows:

[0122]

[0123] Where: γ is the weight of surrounding rock, H is the tunnel depth, The integral constant to be solved can be obtained by establishing an equation based on boundary conditions. α1 and α2 in the formula are material parameters. The calculation method is as follows, where b is the width of the equivalent shear layer of the foundation, K is the foundation bed coefficient,

[0124]

[0125] Based on the transverse plane force model of the small pipe, the foundation reaction coefficient expression related to the grouting parameters is derived, including: analyzing a single small pipe and the slurry reinforcement body around it, the pipe roof deflection at the tunnel face is ω, then the radius of each point on the shell cross section at this location is shortened by ω, and the deformation in the circumferential direction caused by the shortening of the radius ω is S, and the calculation formula of S is as follows:

[0126] S=2π(R-ω)-2πR=-2πω(16)

[0127] Where: R is the radius of the small tube. The strain ε in the circumferential direction c , the calculation formula is as follows:

[0128]

[0129] Corresponding to this compressive strain, the stress σ along the circumferential direction on the cross section of the pipe roof shell is c for:

[0130]

[0131] The normal force N per unit length on both sides of the transverse plane of the small tube is:

[0132]

[0133] Assuming that the angle formed by the extension lines of the edges of a single small conduit grouting reinforcement body on both sides is θ, and the equivalent shear width formed by the small conduit grouting reinforcement body is b, the normal forces on both sides are synthesized, and the direction of this resultant force p must be along the radial direction:

[0134]

[0135] Where: t is the thickness of the reinforcement area; E is the elastic modulus of the reinforcement area; R is the distance from the intersection of the extension lines of the two sides of the small pipe grouting reinforcement body to the edge point on one side. Therefore, a single small pipe can be regarded as located at the foundation reaction coefficient of Foundation beams on the ground.

[0136] The setting of the upper limit of the pipe-roof deflection and back-calculation of the theoretical grouting reinforcement area safety thickness includes: artificially setting the maximum safety deflection of the tunnel excavation face in a certain section as W max If during the construction process, the pipe shed deflection is less than W max , it is within the safe range; if the pipe roof deflection is greater than W max , then danger may occur. Therefore, the pipe roof deflection in the disturbed area of ​​the tunnel face can be calculated as W max The position of x1:

[0137]

[0138] The k in the above x1 calculation formula can be calculated using the k calculation method in formula (10). For the calculated x1, it can be substituted into:

[0139]

[0140] The p in the above formula can be calculated using p(x) in formula (10). Therefore, by W max The minimum safe thickness t of pipe-roof grouting reinforcement can be calculated back s .

[0141] That is to say, the present invention provides an analysis and calculation method for the safe thickness of pipe-roof grouting in the disturbed area of ​​the tunnel face, and the method comprises the following steps: S101, establishing a finite element model of formation-grouting layer compression in finite element software; S102, changing the ratio of grouting layer thickness to excavation height to obtain formation stress-strain data under different working conditions; S103, based on finite element calculation data, fitting an empirical formula for the longitudinal distribution of foundation reaction coefficient along the tunnel considering the excavation height; S104, combining the empirical formula for foundation reaction coefficient with the Pasternak model to establish a precise analysis model of pipe-roof in the face area; S105, establishing a small guide tube transverse plane force model to obtain an expression for foundation reaction coefficient related to grouting parameters; S106, setting an upper limit of the flexural deformation of the pipe-roof to reversely calculate the theoretical safe thickness of the theoretical grouting reinforcement area.

[0142] The method is based on finite element calculation data and fits an empirical formula for the longitudinal distribution of the foundation reaction coefficient taking into account the excavation height along the tunnel; it also includes: S201, establishing a two-dimensional rectangular model as a stratum model in the finite element calculation software, defining the length, width, excavation height, and grouting layer thickness of the rectangular stratum model; S202, applying constraints and load conditions to the rectangular stratum model, assigning physical parameters and then calculating; S203, changing the value of the grouting layer thickness, repeating the above operations and performing calculations, and extracting the stress and strain values ​​of the soil along the tunnel excavation direction in the post-processing module of the finite element software; S204, using the result data to draw a longitudinal distribution curve of the base bed coefficient under different excavation heights h; S205, simplifying the distribution of the base bed coefficient along the longitudinal direction of the tunnel into a linear model, which can represent the relationship between the base bed coefficient and the tunnel excavation position.

[0143] The method combines the empirical formula of foundation reaction coefficient with the Pasternak model to establish a precise analysis model of the pipe shed in the tunnel face area; it also includes: S301, introducing the Pasternak model hypothesis to describe the longitudinal force mechanism of the pipe shed; S302, using the structural displacement internal force relationship in the Bernoulli-Euler beam theory to describe the bearing mechanism of the grouting pipe shed; S303, introducing boundary conditions, and establishing the pipe shed internal force deformation matrix equation in combination with the above theoretical model; S304, using a computer to solve the matrix equation and combining it with the Bernoulli-Euler beam theory to obtain a mathematical expression for the internal force deformation of the pipe shed; S305, combining the empirical formula of the foundation reaction coefficient to obtain a precise internal force deformation analysis calculation model for the pipe shed.

[0144] The method of establishing a transverse plane force model for a small conduit to obtain an expression for a foundation reaction coefficient related to grouting parameters also includes: S401, establishing a transverse plane force model for a small conduit; S402, calculating the circumferential deformation of a single small conduit with a preset deflection; S403, calculating the strain in the circumferential direction of the small conduit; S404, calculating the stress in the circumferential direction of the small conduit; S405, the normal force per unit length on both sides of the transverse plane of the small conduit; S406, synthesizing the normal forces on both sides of the small conduit to obtain the resultant force of the overburden pressure on the pipe shed; S407, using the resultant force of the overburden pressure on the pipe shed to reversely calculate the foundation reaction coefficient.

[0145] The method of setting the upper limit of the deflection deformation of the pipe shed and back-calculating the theoretical safe thickness of the theoretical grouting reinforcement area also includes: S501, manually presetting the maximum safe deflection of the pipe shed; S502, using the maximum safe deflection combined with the internal force deformation equation of the pipe shed to back-calculate the coordinates of the dangerous position where the maximum deflection occurs; S503, substituting the coordinates into the linear model of the foundation reaction coefficient to obtain the precise reaction coefficient; S504, using the precise reaction coefficient to back-calculate the minimum safe thickness of the pipe shed grouting reinforcement.

[0146] To achieve the above object, the present invention also provides a system for predicting and processing the thickness of pipe shed grouting in the disturbed area of ​​a tunnel face, such as Figure 7 As shown, the system is applied to the method for predicting and processing the thickness of pipe-roof grouting in the disturbed area of ​​the tunnel face, and the system includes: a first data generating unit, which is used to create a first model corresponding to the stratum and the grouting layer, and generate corresponding first data and second data based on the first model; wherein the first model is a compressed finite element model; the first data is the stratum stress-strain data under different working conditions; the second data is the finite element calculation data; a first creating and generating unit, which is used to generate third data corresponding to the foundation according to the second data, and based on the third data and in combination with the elastic foundation model, respectively construct the third data corresponding to the tunnel face area. The corresponding second model and third model; wherein the third data is the distribution data of foundation reaction coefficient; the second model is the precise longitudinal analysis model of the pipe roof in the face area; the third model is the transverse plane force model of the small guide tube; the second data generating unit is used to establish a first corresponding relationship corresponding to the grouting parameters based on the third model, and generate corresponding fifth data according to the first corresponding relationship and in combination with the fourth data; wherein the first corresponding relationship is the corresponding relationship of the foundation reaction coefficient related to the grouting parameters; the fourth data is the sampling data of the area to be grouting reinforced; the fifth data is the grouting thickness prediction data.

[0147] The first data generation unit also includes: a first generation module, which is used to generate and obtain sixth data corresponding to the stratum and the grouting layer, and create a corresponding first model according to the sixth data; wherein the sixth data is parameter data corresponding to the creation of a finite element model; a second generation module, which is used to generate and obtain preset data corresponding to the thickness of the grouting layer and of different values, and generate corresponding first data based on the first model; a first construction module, which is used to generate a longitudinal distribution curve of a base bed coefficient corresponding to different excavation heights based on the first model, and create at least one fourth model corresponding to the longitudinal distribution of the base bed coefficient; wherein the fourth model is a linear model corresponding to the longitudinal distribution of the base bed coefficient along the tunnel; a second construction module, which is used to fit the base bed coefficient corresponding to the longitudinal distribution curve of the base bed coefficient according to the fourth model, and establish a second corresponding relationship corresponding to the disturbance area of ​​the tunnel face; wherein the expression of the second corresponding relationship is:

[0148]

[0149] Where h is the different excavation heights; K j is the base coefficient; x is the tunnel excavation position; L is the minimum value of the base coefficient K min The distance between the change and the stable value of the base coefficient K0;

[0150] And / or, the first creation generation unit further includes: a third generation module, which is used to generate and obtain seventh data corresponding to the disturbance zone of the tunnel face, and construct a corresponding first data matrix based on the seventh data; wherein the seventh data is boundary condition preset data; the first data matrix is:

[0151]

[0152] Where a is the length of tunnel excavation; θ0 is the initial displacement of the pipe shed; ω0 is the initial rotation angle of the pipe shed; the remaining parameters in the matrix are obtained by establishing the elastic foundation equation and transposing the terms;

[0153] The third construction module is used to establish a third corresponding relationship corresponding to the internal force deformation of the pipe roof in the tunnel face area according to the third data and based on the elastic foundation model; wherein the expression of the third corresponding relationship is as follows:

[0154]

[0155] In the formula, p(x) represents the surrounding rock pressure on the pipe shed, E is the elastic modulus of the pipe shed reinforcement body, I is the equivalent moment of inertia of the pipe shed reinforcement body; x is the position coordinate of the pipe shed in the horizontal direction; k is the equivalent spring coefficient of the foundation soil, w(x) is the vertical settlement value of the pipe shed at the excavation direction x; G is the foundation shear modulus; b is the equivalent foundation shear layer width of the pipe shed;

[0156] The fourth building module is used to establish a fourth corresponding relationship corresponding to the pipe-roof deflection according to the third corresponding relationship; wherein the expression of the fourth corresponding relationship is as follows:

[0157]

[0158] Where, γ is the weight of surrounding rock; H is the tunnel burial depth; ζ1, ζ2, ζ3, ζ4 are integral constants to be solved; α1, α2 are material parameters;

[0159] And / or, the second data generating unit also includes: a fourth generating module, which is used to generate eighth data corresponding to the small conduit according to the third model; wherein the eighth data includes the circumferential deformation data of the small conduit, the strain data in the circumferential direction, the stress data in the circumferential direction, the normal force data per unit length and the resultant pressure data of the pipe roof; a fifth building module, which is used to establish a first corresponding relationship corresponding to the grouting parameters based on the eighth data and in combination with the third model; a fifth generating module, which is used to respectively generate and obtain the fourth data and the ninth data corresponding to the area to be grouting reinforced; wherein the ninth data is the preset maximum safe deflection data of the pipe roof; a sixth generating module, which is used to generate the corresponding tenth data according to the ninth data and in combination with the third corresponding relationship; wherein the tenth data is the coordinate data of the dangerous position of the maximum deflection; a seventh generating module, which is used to generate the corresponding eleventh data according to the tenth data and in combination with the creation of the fourth model; wherein the eleventh data is the precise reaction coefficient data; an eighth generating module, which is used to generate the minimum safe thickness data corresponding to the pipe roof grouting reinforcement based on the eleventh data.

[0160] In the system solution embodiment of the present invention, the method steps involved in the prediction and processing of the pipe-roof grouting thickness in the disturbed area of ​​the tunnel face have been described above in detail, that is, the functional modules in the system are used to implement the steps or sub-steps in the above method embodiment, which will not be repeated here.

[0161] To achieve the above-mentioned purpose, the present invention also provides a prediction and processing platform for the pipe roof grouting thickness in the disturbed area of ​​the tunnel face, such as Figure 8As shown, it includes a processor, a memory, and a control program for predicting the thickness of pipe-roof grouting in the disturbed area of ​​the tunnel face; wherein, the control program for predicting the thickness of pipe-roof grouting in the disturbed area of ​​the tunnel face is executed by the processor, and the control program for predicting the thickness of pipe-roof grouting in the disturbed area of ​​the tunnel face is stored in the memory, and the control program for predicting the thickness of pipe-roof grouting in the disturbed area of ​​the tunnel face is implemented by the steps of the method for predicting the thickness of pipe-roof grouting in the disturbed area of ​​the tunnel face. That is, an analysis and calculation method device suitable for the safe thickness of pipe-roof grouting in the disturbed area of ​​the tunnel face is also provided, including a memory, a processor, and a computer program stored in the memory and runnable on the processor, characterized in that when the processor executes the computer program, the steps of the method for analyzing the safe thickness of pipe-roof grouting are implemented, for example:

[0162] S01. Create a first model corresponding to the stratum and the grouting layer, and generate corresponding first data and second data based on the first model; wherein the first model is a finite element model under pressure; the first data is the stress and strain data of the stratum under different working conditions; the second data is the finite element calculation data; S02. Generate third data corresponding to the foundation based on the second data, and build a second model and a third model corresponding to the face area based on the third data and in combination with the elastic foundation model; wherein the third data is the foundation reaction coefficient distribution data; the second model is the longitudinal precise analysis model of the pipe rack in the face area; the third model is the transverse plane force model of the small pipe; S03. Based on the third model, establish a first corresponding relationship corresponding to the grouting parameters, and generate corresponding fifth data based on the first corresponding relationship and in combination with the fourth data; wherein the first corresponding relationship is the foundation reaction coefficient corresponding relationship related to the grouting parameters; the fourth data is the sampling data of the area to be grouting reinforced; the fifth data is the grouting thickness prediction data. The specific details of the steps have been described above and will not be repeated here.

[0163] In the embodiment of the present invention, the built-in processor of the tunnel face disturbed area pipe roof grouting thickness prediction processing platform can be composed of integrated circuits, for example, can be composed of a single packaged integrated circuit, or can be composed of multiple integrated circuits with the same or different functions, including one or more central processing units (CPU), microprocessors, digital processing chips, graphics processors and various control chips. The processor uses various interfaces and lines to connect various components, and executes or executes programs or units stored in the memory, and calls data stored in the memory to perform various functions and process data for the prediction of the pipe roof grouting thickness of the tunnel face disturbed area;

[0164] The memory is used to store program codes and various data, and is installed in the prediction and processing platform for the thickness of pipe shed grouting in the disturbed area of ​​the tunnel face, and realizes high-speed and automatic access to programs or data during operation. The memory includes a read-only memory (ROM), a random access memory (RAM), a programmable read-only memory (PROM), an erasable programmable read-only memory (EPROM), a one-time programmable read-only memory (OTPROM), an electronically erasable programmable read-only memory (EEPROM), a compact disc read-only memory (CD-ROM) or other optical disc memory, magnetic disk memory, magnetic tape memory, or any other computer-readable medium that can be used to carry or store data.

[0165] To achieve the above object, the present invention also provides a computer readable storage medium, such as Fig. 9 As shown, the computer-readable storage medium stores a control program for predicting and processing the thickness of pipe-roof grouting in the disturbed area of ​​the tunnel face, and the control program for predicting and processing the thickness of pipe-roof grouting in the disturbed area of ​​the tunnel face implements the steps of the method for predicting and processing the thickness of pipe-roof grouting in the disturbed area of ​​the tunnel face; that is, a computer-readable storage medium is provided, and the computer-readable storage medium stores a computer program, characterized in that when the computer program is executed by a processor, the steps of analyzing the safe thickness of pipe-roof grouting are implemented; for example:

[0166] S01. Create a first model corresponding to the stratum and the grouting layer, and generate corresponding first data and second data based on the first model; wherein the first model is a finite element model under pressure; the first data is the stress and strain data of the stratum under different working conditions; the second data is the finite element calculation data; S02. Generate third data corresponding to the foundation based on the second data, and build a second model and a third model corresponding to the face area based on the third data and in combination with the elastic foundation model; wherein the third data is the foundation reaction coefficient distribution data; the second model is the longitudinal precise analysis model of the pipe rack in the face area; the third model is the transverse plane force model of the small pipe; S03. Based on the third model, establish a first corresponding relationship corresponding to the grouting parameters, and generate corresponding fifth data based on the first corresponding relationship and in combination with the fourth data; wherein the first corresponding relationship is the foundation reaction coefficient corresponding relationship related to the grouting parameters; the fourth data is the sampling data of the area to be grouting reinforced; the fifth data is the grouting thickness prediction data. The specific details of the steps have been described above and will not be repeated here.

[0167] In the description of the embodiments of the present invention, it should be noted that any process or method description in the flowchart or otherwise described herein may be understood as representing a module, fragment or portion of a code comprising one or more executable instructions for implementing steps of a specific logical function or process, and the scope of the preferred embodiments of the present invention includes alternative implementations, in which functions may not be performed in the order shown or discussed, including performing functions in a substantially simultaneous manner or in reverse order depending on the functions involved, which should be understood by technicians in the technical field to which the embodiments of the present invention belong.

[0168] The logic and / or steps represented in the flowchart or otherwise described herein, for example, can be considered as an ordered list of executable instructions for implementing logical functions, and can be embodied in any computer-readable medium for use by an instruction execution system, device or apparatus (such as a computer-based system, a system including a processing module, or other system that can fetch instructions from an instruction execution system, device or apparatus and execute instructions), or in combination with these instruction execution systems, devices or apparatuses. For the purposes of this specification, a "computer-readable medium" can be any device that can contain, store, communicate, propagate or transmit a program for use by an instruction execution system, device or apparatus, or in combination with these instruction execution systems, devices or apparatuses. More specific examples of computer-readable media (a non-exhaustive list) include the following: an electrical connection with one or more wires (electronic devices), a portable computer disk box (magnetic device), a random access memory (RAM), a read-only memory (ROM), an erasable and programmable read-only memory (EPROM or flash memory), a fiber optic device, and a portable compact disk read-only memory (CDROM). In addition, the computer-readable medium may even be paper or other suitable medium on which the program is printed, since the program can be obtained electronically, for example, by optically scanning the paper or other medium and then editing, interpreting or processing in other suitable ways if necessary, and then stored in a computer memory.

[0169] The present invention creates a first model corresponding to a stratum and a grouting layer through a method, and generates corresponding first data and second data based on the first model; wherein the first model is a finite element model under pressure; the first data is stratum stress-strain data under different working conditions; the second data is finite element calculation data; according to the second data, third data corresponding to the foundation is generated, and based on the third data and in combination with an elastic foundation model, a second model and a third model corresponding to a tunnel face area are respectively constructed; wherein the third data is foundation reaction force coefficient distribution data; the second model is a longitudinal accurate analysis model of a pipe roof in a tunnel face area; the third model is a transverse accurate analysis model of a small pipe plane force model; based on the third model, a first corresponding relationship corresponding to the grouting parameters is established, and according to the first corresponding relationship and in combination with the fourth data, the corresponding fifth data is generated; wherein, the first corresponding relationship is the corresponding relationship of the foundation reaction coefficient related to the grouting parameters; the fourth data is the sampling data of the area to be grouting reinforced; the fifth data is the grouting thickness prediction data, as well as the system, platform and storage medium corresponding to the method, which can be used to analyze and predict in advance the safe thickness of the pipe-roof grouting in the disturbed area of ​​the tunnel face under different geological conditions and construction conditions, that is, to control the safe thickness of the tunnel advance pipe-roof grouting reinforcement in real time, and there is no need for continuous debugging, saving time and effort.

[0170] The above-mentioned embodiments only express several implementation methods of the present invention, and the description thereof is relatively specific and detailed, but it cannot be understood as limiting the scope of the patent of the present invention. It should be pointed out that, for ordinary technicians in this field, several variations and improvements can be made without departing from the concept of the present invention, which all belong to the protection scope of the present invention. Therefore, the protection scope of the patent of the present invention shall be subject to the attached claims.

Claims

1. A method for predicting the thickness of pipe shed grouting in the disturbed area of ​​a tunnel face, characterized in that: The method comprises: Creating a first model corresponding to the formation and the grouting layer, and generating corresponding first data and second data based on the first model; wherein the first model is a compression finite element model; the first data is formation stress and strain data under different working conditions; and the second data is finite element calculation data; According to the second data, third data corresponding to the foundation are generated, and based on the third data and in combination with the elastic foundation model, a second model and a third model corresponding to the tunnel face area are respectively constructed; wherein the third data is foundation reaction force coefficient distribution data; the second model is a longitudinal precise analysis model of the pipe roof in the tunnel face area; and the third model is a transverse plane force model of the small pipe; Based on the third model, a first corresponding relationship corresponding to the grouting parameters is established, and according to the first corresponding relationship and in combination with the fourth data, corresponding fifth data are generated; wherein, the first corresponding relationship is a corresponding relationship of the foundation reaction coefficient related to the grouting parameters; the fourth data is sampling data of the area to be grouting reinforced; and the fifth data is grouting thickness prediction data.

2. According to the method for predicting the thickness of pipe shed grouting in the disturbed area of ​​a tunnel face according to claim 1, it is characterized in that: The step of creating a first model corresponding to the stratum and the grouting layer, and generating corresponding first data and second data based on the first model, comprises: Generate and obtain sixth data corresponding to the stratum and the grouting layer, and create a corresponding first model according to the sixth data; wherein the sixth data is parameter data corresponding to the creation of a finite element model; Generate and obtain preset data with different values ​​corresponding to the thickness of the grouting layer, and generate corresponding first data based on the first model.

3. A method for predicting the thickness of pipe shed grouting in a disturbed area of ​​a tunnel face according to claim 1 or 2, characterized in that: The step of creating a first model corresponding to the stratum and the grouting layer, and generating corresponding first data and second data based on the first model, comprises: Based on the first model, a longitudinal distribution curve of the base bed coefficient corresponding to different excavation heights is generated, and at least one fourth model corresponding to the longitudinal distribution of the base bed coefficient is created; wherein the fourth model is the linear model corresponding to the longitudinal distribution of the bed coefficient along the tunnel; According to the fourth model, the base bed corresponding to the longitudinal distribution curve of the base bed coefficient is fitted. coefficient, and establish a second corresponding relationship corresponding to the disturbance area of ​​the tunnel face; wherein the second The expression of the corresponding relationship is: Where h is the different excavation heights; K j is the base bed coefficient; x is the tunnel excavation position; L is the base bed coefficient Minimum value K min The distance between the change and the stable value of the base coefficient K0.

4. According to the method for predicting the thickness of pipe shed grouting in the disturbed area of ​​a tunnel face as described in claim 1, It is characterized in that The third data corresponding to the foundation is generated according to the second data. The third data is combined with the elastic foundation model to construct the second model corresponding to the tunnel face area. And the third model also includes: Generate and obtain seventh data corresponding to the disturbance zone of the tunnel face, and based on the seventh data, Construct a corresponding first data matrix; wherein the seventh data is the boundary condition preset data; The first data matrix is: Where a is the length of tunnel excavation; θ0 is the initial displacement of the pipe shed; ω0 is the initial rotation angle of the pipe shed; The remaining parameters in the array are obtained by establishing elastic foundation equations and transposing terms; According to the third data and based on the elastic foundation model, a tunnel face area management The third corresponding relationship between the force and deformation in the shed; wherein the expression of the third corresponding relationship is as follows: In the formula, p(x) represents the surrounding rock pressure on the pipe shed, E is the elastic modulus of the pipe shed reinforcement body, I is the equivalent moment of inertia of the pipe shed reinforcement body; x is the position coordinate of the pipe shed in the horizontal direction; k is the equivalent spring coefficient of the foundation soil, w(x) is the vertical settlement value of the pipe shed at the excavation direction x; G is the foundation shear modulus; b is the equivalent foundation shear layer width of the pipe shed; According to the third corresponding relationship, a fourth corresponding relationship corresponding to the pipe-roof deflection is established; wherein the expression of the fourth corresponding relationship is as follows: Where, γ is the weight of surrounding rock; H is the tunnel burial depth; ζ1, ζ2, ζ3, ζ4 are integral constants to be solved; α1 and α2 are material parameters.

5. According to the method for predicting the thickness of pipe shed grouting in the disturbed area of ​​a tunnel face as described in claim 1, it is characterized in that: The method of establishing a first corresponding relationship corresponding to the grouting parameters based on the third model, and generating corresponding fifth data according to the first corresponding relationship and in combination with the fourth data, further includes: According to the third model, eighth data corresponding to the small pipe is generated; wherein the eighth data includes circumferential deformation data of the small pipe, circumferential strain data, circumferential stress data, normal force data per unit length and pipe roof overburden pressure resultant data; Based on the eighth data and in combination with the third model, a first corresponding relationship corresponding to the grouting parameters is established.

6. A method for predicting the thickness of pipe shed grouting in a disturbed area of ​​a tunnel face according to claim 1 or 5, characterized in that: The method of establishing a first corresponding relationship corresponding to the grouting parameters based on the third model, and generating corresponding fifth data according to the first corresponding relationship and in combination with the fourth data, further includes: Generate and obtain the fourth data and the ninth data corresponding to the area to be grouting reinforced respectively; wherein the ninth data is the preset maximum safe deflection data of the pipe roof; According to the ninth data and in combination with the third corresponding relationship, a corresponding tenth data is generated; wherein the tenth data is the coordinate data of the dangerous position of the maximum deflection; According to the tenth data, and in combination with the creation of the fourth model, the corresponding eleventh data is generated; wherein the eleventh data is the precise reaction force coefficient data; Based on the eleventh data, minimum safety thickness data corresponding to pipe-roof grouting reinforcement is generated.

7. A system for predicting and processing the thickness of pipe shed grouting in the disturbed area of ​​a tunnel face, characterized in that: The system is applied to the method for predicting and processing the thickness of pipe-roof grouting in the disturbed area of ​​a tunnel face as claimed in any one of claims 1 to 6, and the system comprises: A first data generating unit is used to create a first model corresponding to the formation and the grouting layer, and generate corresponding first data and second data based on the first model; wherein the first model is a compressed finite element model; the first data is formation stress and strain data under different working conditions; and the second data is finite element calculation data; The first creation generation unit is used to generate third data corresponding to the foundation according to the second data, and to respectively construct a second model and a third model corresponding to the tunnel face area based on the third data and in combination with the elastic foundation model; wherein the third data is foundation reaction force coefficient distribution data; the second model is a longitudinal precise analysis model of the pipe roof in the tunnel face area; and the third model is a transverse plane force model of the small pipe; The second data generating unit is used to establish a first corresponding relationship corresponding to the grouting parameters based on the third model, and generate corresponding fifth data according to the first corresponding relationship and in combination with the fourth data; wherein the first corresponding relationship is a corresponding relationship of the foundation reaction coefficient related to the grouting parameters; the fourth data is sampling data of the area to be grouting reinforced; and the fifth data is grouting thickness prediction data.

8. A system for predicting and processing the thickness of pipe shed grouting in the disturbed area of ​​a tunnel face according to claim 7, characterized in that: The first data generating unit further includes: A first generating module is used to generate and obtain sixth data corresponding to the stratum and the grouting layer, and to create a corresponding first model according to the sixth data; wherein the sixth data is parameter data corresponding to the creation of the finite element model; A second generating module is used to generate and obtain preset data corresponding to the thickness of the grouting layer and having different values, and generate corresponding first data based on the first model; A first building module is used to generate a longitudinal distribution curve of a bed coefficient corresponding to different excavation heights based on the first model, and to create at least one fourth model corresponding to the longitudinal distribution of the bed coefficient; wherein the fourth model is a linear model corresponding to the longitudinal distribution of the bed coefficient along the tunnel; The second construction module is used to fit the bed coefficient corresponding to the bed coefficient longitudinal distribution curve according to the fourth model, and establish a second corresponding relationship corresponding to the disturbed area of ​​the tunnel face; wherein the expression of the second corresponding relationship is: Where h is the different excavation heights; K j is the base coefficient; x is the tunnel excavation position; L is the minimum value of the base coefficient K min The distance between the change and the stable value of the base coefficient K0; And / or, the first creation generation unit further includes: The third generating module is used to generate and obtain seventh data corresponding to the disturbance zone of the tunnel face, and construct a corresponding first data matrix based on the seventh data; wherein the seventh data is the boundary condition preset data; the first data matrix is: Where a is the length of tunnel excavation; θ0 is the initial displacement of the pipe shed; ω0 is the initial rotation angle of the pipe shed; the remaining parameters in the matrix are obtained by establishing the elastic foundation equation and transposing the terms; The third construction module is used to establish a third corresponding relationship corresponding to the internal force deformation of the pipe roof in the tunnel face area according to the third data and based on the elastic foundation model; wherein the expression of the third corresponding relationship is as follows: In the formula, p(x) represents the surrounding rock pressure on the pipe shed, E is the elastic modulus of the pipe shed reinforcement body, I is the equivalent moment of inertia of the pipe shed reinforcement body; x is the position coordinate of the pipe shed in the horizontal direction; k is the equivalent spring coefficient of the foundation soil, w(x) is the vertical settlement value of the pipe shed at the excavation direction x; G is the foundation shear modulus; b is the equivalent foundation shear layer width of the pipe shed; The fourth building module is used to establish a fourth corresponding relationship corresponding to the pipe-roof deflection according to the third corresponding relationship; wherein the expression of the fourth corresponding relationship is as follows: Where, γ is the weight of surrounding rock; H is the tunnel burial depth; ζ1, ζ2, ζ3, ζ4 are integral constants to be solved; α1, α2 are material parameters; And / or, the second data generating unit further includes: A fourth generating module is used to generate eighth data corresponding to the small pipe according to the third model; wherein the eighth data includes circumferential deformation data of the small pipe, strain data in the circumferential direction, stress data in the circumferential direction, normal force data per unit length and resultant force data of overburden pressure of the pipe roof; A fifth building module, used to establish a first corresponding relationship corresponding to a grouting parameter based on the eighth data and in combination with the third model; A fifth generating module is used to respectively generate and obtain fourth data and ninth data corresponding to the area to be grouting reinforced; wherein the ninth data is the preset maximum safe deflection data of the pipe roof; A sixth generating module, used to generate corresponding tenth data according to the ninth data and in combination with the third corresponding relationship; wherein the tenth data is the coordinate data of the dangerous position of the maximum deflection; A seventh generating module, used to generate corresponding eleventh data according to the tenth data and in combination with the creation of the fourth model; wherein the eleventh data is accurate reaction force coefficient data; The eighth generating module is used to generate minimum safety thickness data corresponding to pipe-roof grouting reinforcement based on the eleventh data.

9. A tunnel face disturbance zone pipe shed grouting thickness prediction and processing platform, characterized in that: The invention comprises a processor, a memory and a control program for a platform for predicting and processing the thickness of pipe-roof grouting in a disturbed area of ​​a tunnel face; wherein the control program for predicting and processing the thickness of pipe-roof grouting in a disturbed area of ​​a tunnel face is executed by the processor, the control program for predicting and processing the thickness of pipe-roof grouting in a disturbed area of ​​a tunnel face is stored in the memory, and the control program for predicting and processing the thickness of pipe-roof grouting in a disturbed area of ​​a tunnel face realizes the method for predicting and processing the thickness of pipe-roof grouting in a disturbed area of ​​a tunnel face as claimed in any one of claims 1 to 6.

10. A computer-readable storage medium, characterized in that: The computer-readable storage medium stores a control program for a platform for predicting and processing the thickness of pipe-roof grouting in a disturbed area of ​​a tunnel face. The control program for the platform for predicting and processing the thickness of pipe-roof grouting in a disturbed area of ​​a tunnel face implements a method for predicting and processing the thickness of pipe-roof grouting in a disturbed area of ​​a tunnel face as described in any one of claims 1 to 6.

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