Inlet traffic tunnel lining construction method, device, equipment and storage medium

Abstract

This invention provides a method, apparatus, equipment, and storage medium for constructing the lining of an access tunnel, belonging to the field of lining construction technology. The method includes: S1, dividing the cross-section of the access tunnel into multiple asymmetric parts based on its geometric characteristics; S2, collecting deformation monitoring parameters for each asymmetric part; S3, if encroachment is detected, outputting encroachment characteristic information; S4, calculating the design parameters of the adaptive reinforcement scheme for the secondary lining structure using a preset mechanical-geometric coupling calculation model, and completing the secondary lining construction according to the calculated design parameters. The method, apparatus, equipment, and storage medium for constructing the lining of an access tunnel described in this invention can accurately calculate the secondary lining construction benchmark based on actual conditions, improving construction accuracy and application effect.

Description

Technical Field

[0001] This invention belongs to the field of lining construction technology, and in particular relates to a method, apparatus, equipment and storage medium for lining construction of access tunnels. Background Technology

[0002] Access tunnels to hydropower stations typically need to meet the transportation requirements of large electromechanical equipment, and their cross-sections are often designed with special geometric shapes such as large spans and high sidewalls. Due to the limitations of terrain and geological conditions and the space required for connecting to the powerhouse, the cross-section of access tunnels is usually an "asymmetrical irregular cross-section". For example, one side is a steeply inclined sloping sidewall adapted to the mountain terrain, and the other side is a vertical sidewall adapted to the installation space of the powerhouse. The top is a flat arched roof, and there is a reverse bend section with a sudden change in curvature at the junction of the vertical wall and the sloping wall.

[0003] In traditional construction, asymmetric irregular cross-sections are typically handled using the sectional excavation method. However, due to the asymmetry of the cross-sectional geometry, the stress release paths after each excavation are extremely uneven, easily leading to the initial support encroaching on the design limits of the secondary lining, i.e., boundary encroachment. Existing solutions do not consider the differences in deformation mechanisms at different parts of the irregular cross-section, and blindly thickening the secondary lining can severely encroach on the construction limits of the access tunnel, rendering the access tunnel unable to meet subsequent usage requirements. Furthermore, the design of secondary lining reinforcement structures in traditional solutions often relies on engineers' experience and cannot be accurately calculated based on actual working conditions, inevitably leading to structural safety hazards and material waste. Summary of the Invention

[0004] In view of this, the present invention aims to provide a method, apparatus, equipment and storage medium for the construction of lining of access tunnels to solve the above-mentioned technical problems.

[0005] To achieve the above objectives, the technical solution created by this invention is implemented as follows: In a first aspect, embodiments of the present invention provide a method for constructing the lining of an access tunnel, comprising the following steps: S1. Obtain the cross-sectional geometric features of the access tunnel to the plant. Based on the cross-sectional geometric features, divide the cross-section of the access tunnel into multiple asymmetric parts, and excavate each asymmetric part in stages according to the preset time sequence. S2, during the step-by-step excavation process, deformation monitoring parameters are collected for each asymmetric section separately; S3, compare the deformation monitoring parameters of each asymmetric part with the corresponding preset secondary lining limit parameters, and determine whether the limit has been violated based on the comparison results; if the limit has been violated, output the limit violation feature information, which includes the target limit violation part, the limit violation depth, and the deformation direction represented by the deformation monitoring parameters. S4. Extract the local geometric parameters of the target encroachment section, use the local geometric parameters and encroachment depth as input variables, calculate the design parameters of the adaptive reinforcement scheme of the secondary lining structure through the preset mechanical-geometric coupling calculation model, and complete the secondary lining construction according to the calculated design parameters.

[0006] Furthermore, the cross-sectional geometric features include: a flat arched section, a vertical sidewall section, a steeply inclined sidewall section, and a curvature abrupt reversal section connecting the vertical sidewall section and the steeply inclined sidewall section; In step S1, the cross-section of the access tunnel is divided into multiple asymmetric parts based on the cross-sectional geometric features, including: Based on the cross-sectional geometric characteristics, the cross-section of the access tunnel to the plant is divided into: Part I, which includes a vertical sidewall section and a partial curvature abrupt reversal section; Part II, which includes a steeply inclined wall section and a section with abrupt curvature reversal; Part III, which includes a flat arched section and core soil; The preset timing sequence is as follows: Section I is excavated first, Section II is excavated at a preset distance after Section I, and Section III is excavated at a preset distance after Section II; In step S2, deformation monitoring parameters are collected for each asymmetric section, including: For Part I, the normal compression displacement parameters perpendicular to the vertical sidewall section are collected; For Part II, tangential shear displacement parameters parallel to the inclined wall segment with a large inclination angle are collected; Vertical settlement displacement parameters were collected for section III and the curvature abrupt inverted bend section; In step S3, the encroachment depth is specifically the absolute value of the maximum net clearance deviation that exceeds the design profile of the secondary lining at the corresponding position, among the normal compression displacement parameter, tangential shear displacement parameter, or vertical settlement displacement parameter.

[0007] Furthermore, prior to performing step S4, the method for constructing the lining of the access tunnel also includes: Based on the location and deformation direction of the target encroachment portion, the initial support of the encroachment area is directionally removed. This directional removal of the initial support of the encroachment area includes: When the target encroachment area is section I, perform equal-thickness removal along the normal direction of the vertical sidewall section; When the target encroachment area is part II, a stepped removal is carried out along the tangent of the steeply inclined wall section; When the target encroachment area is a curvature abrupt reversal section, wedge-shaped removal with a narrow outer edge and a wide inner edge is performed.

[0008] Furthermore, when the target encroachment portion is part I and the deformation direction is normal compression, the adaptive reinforcement scheme of the secondary lining structure in step S4 is to construct a normal limiting compensation steel-reinforced concrete structure, and the design parameters include the cross-sectional moment of inertia and implantation depth of the H-beam compensation beam. The process involves using local geometric parameters and intrusion depth as input variables, calculating the design parameters of the adaptive reinforcement scheme for the secondary lining structure through a pre-defined mechanical-geometric coupling calculation model, and then completing the secondary lining construction according to the calculated design parameters, including: Obtain the penetration depth of Part I and the height of the sidewall of the vertical sidewall section ; The embedment depth of the H-beam compensation beam Set to the depth of intrusion equal; Based on the direct proportional relationship between the deformation release load of the surrounding rock and the depth of penetration, an equivalent lateral pressure coefficient is set. Its mathematical expression is as follows: ; in, The initial lateral pressure coefficient, The maximum allowable deformation; Calculate the moment of inertia of the section of the H-beam compensating beam. The mathematical expression is as follows: ; in, The surrounding rock is heavily soiled. The elastic modulus of the steel section. This is the allowable convergence displacement threshold for the secondary lining; Based on the calculated moment of inertia of the cross section Determine the specifications of the H-beam compensation beam and carry out its installation.

[0009] Furthermore, when the target encroachment portion is part II and the deformation direction is tangential shear slip, the adaptive reinforcement scheme of the secondary lining structure in step S4 is to construct an oblique cross-linked shear anchoring key structure, and the design parameters include the optimal inclination angle and spacing of the shear steel keys. The process involves using local geometric parameters and intrusion depth as input variables, calculating the design parameters of the adaptive reinforcement scheme for the secondary lining structure through a pre-defined mechanical-geometric coupling calculation model, and then completing the secondary lining construction according to the calculated design parameters, including: Obtain the penetration depth of Part II and the geometric angle between the inclined wall section with a large slope and the horizontal plane. ; Based on the stress balance between normal and tangential stresses on the tangential slip surface, the optimal inclination angle of the shear-resistant steel key relative to the horizontal plane is calculated. Its mathematical expression is as follows: ; in, The coefficient of friction between the surrounding rock layers; Calculate the sliding thrust generated per unit length on the hypotenuse. Its mathematical expression is as follows: ; in, This is the shear stiffness coefficient. Calculate the width for the sloping wall; Calculate the spacing between two adjacent shear-resistant steel keys. The mathematical expression is as follows: ; in, This represents the design value of the shear bearing capacity of a single shear-resistant steel key. Based on the calculated layout spacing And set the optimal tilt angle Shear-resistant steel keys were pre-embedded within the secondary lining.

[0010] Furthermore, when the target encroachment section is section III and the curvature abrupt reversal section, and the deformation direction is a composite settlement traction, the adaptive reinforcement scheme of the secondary lining structure in step S4 is to construct a variable curvature reaction arch and a force transmission bracket structure, and the design parameters include the cross-sectional area of ​​the force transmission bracket and the force transmission guide angle. The process involves using local geometric parameters and intrusion depth as input variables, calculating the design parameters of the adaptive reinforcement scheme for the secondary lining structure through a pre-defined mechanical-geometric coupling calculation model, and then completing the secondary lining construction according to the calculated design parameters, including: Obtain the actual radius of curvature of the inflection segment with curvature abrupt change. Standard radius of curvature Settlement intrusion depth of Part III and the depth of penetration of Part I ; Calculate the stress concentration amplification factor caused by abrupt curvature change. Its mathematical expression is as follows: ; Calculate the normal compressive force transmitted from section I to the inflection section. and the vertical settlement traction force transmitted by the aforementioned III section Its mathematical expression is as follows: ; ; in, This refers to the vertical subgrade coefficient; Calculate the net force that the transmission bracket needs to withstand. Its mathematical expression is as follows: ; Obtain the design value of compressive strength of secondary lining concrete Calculate the minimum cross-sectional area of ​​the force transmission bracket. Its mathematical expression is as follows: ; Calculate the force transmission guide angle of the force transmission bracket in the inverted bending section. Its mathematical expression is as follows: ; Based on the cross-sectional area of ​​the force transmission bracket and force transmission guide angle Cast force-transfer brackets in the inverted curve section, and anchor both ends of the force-transfer brackets into the H-beam compensation beam of section I and the secondary lining of section III arch crown to form a reaction arch.

[0011] Furthermore, after completing step S4, the method for constructing the lining of the access tunnel also includes: Stress and strain sensors were installed on the H-beam compensation beam, the shear-resistant steel key, and the force-transmitting bracket to collect the actual stress parameters of the secondary lining reinforcement structure. The actual stress parameters are compared with the calculated theoretical design stress values ​​in a closed-loop verification process. The relative error is calculated, and if the relative error exceeds a preset threshold, the subsequent excavation sections are adjusted according to the error ratio. , and The value is used to dynamically adjust the design parameters of the subsequent adaptive reinforcement scheme for the secondary lining structure.

[0012] Secondly, embodiments of the present invention also provide a construction device for lining a access tunnel, comprising: The segmentation module is used to obtain the cross-sectional geometric features of the access tunnel to the plant, divide the cross-section of the access tunnel into multiple asymmetric parts based on the cross-sectional geometric features, and excavate each asymmetric part in stages according to a preset time sequence. The monitoring module is used to collect deformation monitoring parameters for each asymmetric section during the step-by-step excavation process. The boundary violation judgment module is used to compare the deformation monitoring parameters of each asymmetric part with the corresponding preset secondary lining boundary parameters, and determine whether boundary violation has occurred based on the comparison results; if boundary violation has occurred, boundary violation feature information is output, which includes the target boundary violation part, boundary violation depth, and deformation direction characterized by the deformation monitoring parameters. The calculation module is used to extract the local geometric parameters of the target encroachment section, use the local geometric parameters and the encroachment depth as input variables, and calculate the design parameters of the adaptive reinforcement scheme of the secondary lining structure through the preset mechanical-geometric coupling calculation model, and complete the secondary lining construction according to the calculated design parameters.

[0013] Thirdly, embodiments of the present invention also provide an apparatus, comprising: One or more processors; Storage device for storing one or more programs; When the one or more programs are executed by the one or more processors, the one or more processors implement the access tunnel lining construction method provided in the above embodiments.

[0014] Fourthly, embodiments of the present invention also provide a storage medium containing computer-executable instructions, which, when executed by a computer processor, are used to perform the access tunnel lining construction method provided in the above embodiments.

[0015] Compared with existing technologies, the construction method, apparatus, equipment, and storage medium for the lining of access tunnels described in this invention have the following advantages: This invention provides a method, apparatus, equipment, and storage medium for constructing the lining of a factory access tunnel. When encroachment is detected, it extracts the local geometric parameters and encroachment depth of the target encroachment area, quantitatively calculates the design parameters of the reinforced structure using a mechanical-geometric coupling calculation model, and uses the calculation results to guide the secondary lining construction. Compared with existing technologies, using the design parameters quantitatively calculated by a mathematical model as the construction benchmark effectively prevents the encroachment on the building clearance caused by blindly thickening the secondary lining. Simultaneously, it accurately matches the deformation mechanisms of various parts of irregular cross-sections, thereby reducing material waste and improving the overall structural safety. Attached Figure Description

[0016] The accompanying drawings, which form part of this invention, are used to provide a further understanding of the invention. The illustrative embodiments and descriptions of the invention are used to explain the invention and do not constitute an undue limitation of the invention. In the drawings: Figure 1 A flowchart of the construction method for the lining of the access tunnel as described in Embodiment 1 of this invention is provided. Figure 2This is a schematic diagram of the structure of the construction device for the lining of the access tunnel as described in Embodiment 2 of the present invention; Figure 3 A schematic diagram of the structure of the device described in Embodiment 3 of the present invention. Detailed Implementation

[0017] The present invention will now be described in further detail with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and not intended to limit it. Furthermore, it should be noted that, for ease of description, the accompanying drawings show only the parts relevant to the present invention, and not all of the structures.

[0018] Example 1 Figure 1 The flowchart of the access tunnel lining construction method provided in Embodiment 1 of the present invention is shown in the figure. In this embodiment, the access tunnel lining construction method specifically includes the following steps: Step S1: Obtain the cross-sectional geometric features of the access tunnel to the plant. Based on the cross-sectional geometric features, divide the cross-section of the access tunnel into multiple asymmetric parts, and excavate each asymmetric part in stages according to a preset time sequence.

[0019] The cross-sectional geometry of the access tunnel typically includes a flat arched section, a vertical sidewall section, a steeply inclined sidewall section, and a curvature abrupt reversal section connecting the vertical and steeply inclined sidewall sections. Since conventional full-face excavation methods are prone to causing rock instability when dealing with such asymmetrical cross-sections, this embodiment divides the tunnel into three asymmetrical sections based on its geometric characteristics: Section I (including the vertical sidewall section and part of the curvature abrupt reversal section), Section II (including the steeply inclined sidewall section and part of the curvature abrupt reversal section), and Section III (including the flat arched section and the core soil). The pre-set excavation sequence is as follows: Section I is excavated first, Section II is excavated after a pre-set distance (e.g., 15 meters) following Section I, and Section III is excavated after a pre-set distance (e.g., 20 meters) following Section II. This asymmetrical excavation sequence effectively avoids the risks associated with exposing an excessively large free face at once.

[0020] Step S2: During the step-by-step excavation process, deformation monitoring parameters are collected for each asymmetric section.

[0021] Since the geometric stress characteristics of each part are completely different, the deformation monitoring parameters collected in this embodiment are also different: for Part I, the focus is on collecting the normal compression displacement parameters perpendicular to the vertical sidewall section; for Part II, the focus is on collecting the tangential shear displacement parameters parallel to the large-angle inclined sidewall section; for Part III and the curvature abrupt inverted bending section, the focus is on collecting the vertical settlement displacement parameters.

[0022] Step S3: Compare the deformation monitoring parameters of each asymmetric part with the corresponding preset secondary lining limit parameters, and determine whether the limit has been violated based on the comparison results; if the limit has been violated, output the limit violation feature information, which includes the target limit violation part, the limit violation depth, and the deformation direction represented by the deformation monitoring parameters.

[0023] In this embodiment, the encroachment depth can be defined as the absolute value of the maximum net clearance deviation exceeding the design profile of the secondary lining at the corresponding location, among the normal compression displacement parameter, tangential shear displacement parameter, or vertical settlement displacement parameter. Accordingly, when the target encroachment section is section I, and the deformation direction is normal compression, the absolute value of the maximum net clearance deviation is the encroachment depth of section I. When the target intrusion zone is section II and the deformation direction is tangential shear slip, the absolute value of the maximum clearance deviation is the intrusion depth of section II. When the target encroachment area is section III and the curvature abrupt reversal section, and the deformation direction is a composite settlement traction, the absolute value of the maximum net clearance deviation is the settlement encroachment depth of section III. When the intrusion depth is greater than 0, it is determined that an intrusion has occurred, and special follow-up enhanced intervention treatment must be carried out.

[0024] It should be noted that if the comparison results indicate that no encroachment has occurred, the staff can proceed with the secondary lining construction according to the standard procedure to ensure the smooth progress of the construction process.

[0025] Optionally, before performing step S4, the following steps can be added to the construction method for the lining of the access tunnel: Based on the location and deformation direction of the target encroachment portion, the initial support of the encroachment area is directionally removed. This directional removal of the initial support of the encroachment area includes: When the target encroachment area is section I, perform equal-thickness removal along the normal direction of the vertical sidewall section; When the target encroachment area is part II, a stepped removal is carried out along the tangent of the steeply inclined wall section; When the target encroachment area is a curvature abrupt reversal section, wedge-shaped removal with a narrow outer edge and a wide inner edge is performed.

[0026] The aforementioned directional excavation process not only effectively releases deformation energy based on the location and deformation direction of the target encroachment section, but also provides ample installation space for subsequent reinforcement structures, thereby reducing the difficulty of subsequent construction.

[0027] Step S4: Extract the local geometric parameters of the target encroachment section, use the local geometric parameters and encroachment depth as input variables, calculate the design parameters of the adaptive reinforcement scheme of the secondary lining structure through the preset mechanical-geometric coupling calculation model, and complete the secondary lining construction according to the calculated design parameters.

[0028] In practical applications, due to the different geometric features and deformation mechanisms of different parts, the mechanical-geometric coupling calculation model in this embodiment will provide the following three specific implementation methods according to the different types of the target intrusion parts and their corresponding deformation directions.

[0029] When the target encroachment section is part I and the deformation direction is normal compression, the adaptive reinforcement scheme of the secondary lining structure can be selected by constructing a normal limiting compensation steel-reinforced concrete structure. At this time, the design parameters include the section moment of inertia and implantation depth of the H-beam compensation beam.

[0030] Specifically, in practical applications, the following steps can be followed: Obtain the penetration depth of Part I and the height of the sidewall of the vertical sidewall section ; The embedding depth of the H-beam compensation beam Set to the depth of intrusion equal.

[0031] Because the clearance requirements on the side entering the plant are extremely strict, and the steel beams cannot be thickened inward, the steel beams must be embedded in the space of the removed initial support to achieve zero clearance encroachment.

[0032] Next, based on the direct proportional relationship between the surrounding rock deformation release load and the intrusion depth, an equivalent lateral pressure coefficient can be set. Its mathematical expression is as follows: ; in, The initial lateral pressure coefficient, To determine the maximum allowable deformation, the above calculations allow for the equivalent lateral pressure coefficient. With the depth of invasion The value increases with the increase of the surrounding rock, thus accurately reflecting the deformation energy released by the surrounding rock, and causing the residual load acting on the secondary lining in the subsequent calculation process to show a linear amplification trend.

[0033] Accordingly, calculate the moment of inertia of the H-beam compensating section. The mathematical expression is as follows: ; in, The surrounding rock is heavily soiled. The elastic modulus of the steel section. This represents the allowable convergence displacement threshold for the secondary lining. It should be noted that in the above calculation process, This represents the total bending moment load acting on the cantilevered vertical sidewall. This demonstrates the cantilevered amplification effect of the geometric dimensions of the high sidewall. This represents the bending stiffness that the steel section itself can provide. The above calculations can determine the height characteristics of the vertical wall (i.e., The calculated moment of inertia is correlated with the actual intrusion depth, thus making the calculated moment of inertia of the cross section... It matches actual needs.

[0034] Finally, the calculated moment of inertia of the cross section can be used as a basis. Determine the specifications of the H-beam compensation beam and carry out its installation. It should be noted that, based on the moment of inertia of the cross-section... When determining the specifications of H-beam compensation beams, the selection can be made by referring to tables (e.g., consulting the national H-beam standard library), thereby ensuring the effectiveness of the clearance while avoiding waste of steel.

[0035] When the target intrusion zone is section II and the deformation direction is tangential shear slip, the adaptive reinforcement scheme for the secondary lining structure is to construct an oblique cross-linked shear anchor key structure. In this case, the design parameters include the optimal inclination angle and spacing of the shear anchor keys. Since the failure of the inclined wall is essentially shear slip along the bedding plane, conventional mortar anchors installed perpendicular to the wall surface have extremely low shear resistance. Therefore, the optimal insertion angle of the shear anchor keys must be found through mechanical derivation.

[0036] Specifically, in practical applications, the following steps can be followed: Obtain the penetration depth of Part II and the geometric angle between the inclined wall section with a large slope and the horizontal plane. ; Based on the Mohr-Coulomb strength criterion, when the normal stress and tangential stress on the tangential slip surface reach limit equilibrium, the optimal inclination angle of the shear-resistant steel key relative to the horizontal plane is calculated based on the stress balance between the normal stress and tangential stress on the tangential slip surface. Its mathematical expression is as follows: ; in, is the friction coefficient between the surrounding rock layers.

[0037] After determining the optimal inclination angle, the sliding thrust generated per unit length of the hypotenuse can be calculated. Its mathematical expression is as follows: ; in, This is the shear stiffness coefficient. Calculate the width of the sloping wall.

[0038] Next, calculate the spacing between two adjacent shear keys. Its mathematical expression is as follows: ; in, This represents the design value of the shear capacity of a single shear-resistant steel key. It should be noted that... It is the core of calculating the layout spacing, through It can demonstrate the ultimate shear strength of the steel section itself. The "effective component force" in the actual inclined plane sliding direction, so that the calculated... This ensures that the sum of the effective shear forces provided by all the steel keys exactly offsets the sliding thrust. This enabled precise quantification of the spacing between steel components.

[0039] Finally, the layout spacing can be determined based on the calculated values. And set the optimal tilt angle Shear-resistant steel keys are pre-embedded within the secondary lining to minimize slippage force with minimal steel consumption.

[0040] When the target encroachment area is section III and the curvature abrupt reversal section, and the deformation direction is a composite settlement traction, the adaptive reinforcement scheme for the secondary lining structure is to construct a variable curvature reaction arch and a force-transfer corbel structure. In this case, the design parameters include the cross-sectional area of ​​the force-transfer corbel and the force-transfer guiding angle. Since the curvature abrupt change in the actual reversal section leads to a sharp stress concentration, simply increasing the thickness has limited effect; therefore, stress transfer must be achieved using geometric angles and force-transfer structures.

[0041] Specifically, in practical applications, the following steps can be followed: Obtain the actual radius of curvature of the inflection segment with curvature abrupt change. Standard radius of curvature Settlement intrusion depth of Part III and the depth of penetration of Part I .

[0042] First, calculate the stress concentration amplification factor caused by the abrupt change in curvature. Its mathematical expression is as follows: ; Due to the actual radius of curvature Deviation from design value (i.e., standard radius of curvature) The more angles there are, the sharper the bend in the reverse section, and consequently, the greater the stress concentration effect. Therefore, the stress concentration amplification factor can be used to determine the angle. This is to facilitate accurate load calculations later.

[0043] Next, calculate the load transmitted at both ends, that is, calculate the normal compressive force transmitted from part I to the inverted bending section. and the vertical settlement traction force transmitted by Part III Its mathematical expression is as follows: ; ; in, This represents the vertical subgrade coefficient.

[0044] Based on the parallelogram law of vector composition, the resultant force that the force-transmitting bracket needs to bear can be calculated. Its mathematical expression is as follows: ; Correspondingly, in order to achieve synergy After the calculation, the design value of the compressive strength of the secondary lining concrete should also be obtained. This is to facilitate the calculation of the minimum cross-sectional area of ​​the force-transmitting bracket. and the force transmission guide angle of the force transmission bracket in the reverse bending section The specific mathematical expression is as follows: ; ; It should be noted that in the above formula The calculated resultant force The "natural deflection angle" (i.e., the angle between the resultant force and the horizontal plane). However, if the corbel is poured simply along the natural deflection angle, the force will act directly on the base plate or weak rock layers. Because this section has a steeply inclined wall, and the deep rock mass behind the wall is stable, the force transmission guide angle needs to be considered when calculating... At that time, "subtracted" (i.e., the angle between the normal of the sloping wall and the horizontal plane), thus forcibly turning the force-guiding line of the corbel towards the normal direction of the sloping wall in section II. The force-guiding angle calculated based on this is... and the cross-sectional area of ​​the force transmission bracket By pouring the concrete and anchoring both ends of the force-transfer bracket into the H-beam compensation beam (section I) and the secondary lining of the arch (section III), effective stress transfer can be achieved, precisely guiding the disaster-causing settlement and lateral pressure to the stable rock mass deep within the outer mountain.

[0045] As an optional implementation of this embodiment, after completing step S4, the following steps can be added to the construction method for the lining of the access tunnel: Stress and strain sensors were installed on the H-beam compensation beam, shear steel key and force transmission bracket to collect the actual stress parameters of the secondary lining reinforcement structure. The actual stress parameters are compared with the calculated theoretical design stress values ​​in a closed-loop verification process. The relative error is calculated, and if the relative error exceeds a preset threshold, the subsequent excavation sections are adjusted according to the error ratio. , and The value is used to dynamically adjust the design parameters of the subsequent adaptive reinforcement scheme for the secondary lining structure.

[0046] For example, the preset threshold for relative error can be set based on the experience of the staff, such as 20%. If the relative error exceeds the preset threshold, it proves that there is a deviation in the previously assumed geomechanical parameters. In this case, the subsequent excavation sections should be corrected in reverse according to the error ratio. , and This value is used to improve the accuracy of subsequent construction.

[0047] This embodiment provides a construction method for the lining of access tunnels. When encroachment occurs, it can extract the local geometric parameters and encroachment depth of the target encroached section, quantitatively calculate the design parameters of the reinforced structure using a rigorous mechanical-geometric coupling calculation model, and use the calculation results to guide the secondary lining construction. Therefore, it can effectively prevent the encroachment on the building clearance caused by blindly thickening the secondary lining, while accurately matching the deformation mechanisms of various parts of irregular cross-sections, reducing material waste and improving the overall structural safety. Furthermore, this embodiment can dynamically correct geological parameters through closed-loop verification, thereby improving the adaptability of subsequent construction cycles based on actual working conditions.

[0048] Example 2 Figure 2 This is a schematic diagram of the structure of the access tunnel lining construction device provided in Embodiment 2 of the present invention, as shown below. Figure 2 As shown, the construction equipment for the lining of the access tunnel includes: The division module 210 is used to obtain the cross-sectional geometric features of the access tunnel to the plant, divide the cross-section of the access tunnel into multiple asymmetric parts according to the cross-sectional geometric features, and excavate each asymmetric part in stages according to a preset time sequence. Monitoring module 220 is used to collect deformation monitoring parameters for each asymmetric section during the step-by-step excavation process; The intrusion judgment module 230 is used to compare the deformation monitoring parameters of each asymmetric part with the corresponding preset secondary lining limit parameters, and judge whether intrusion has occurred based on the comparison results; if intrusion has occurred, the intrusion feature information is output, including the target intrusion part, the intrusion depth, and the deformation direction characterized by the deformation monitoring parameters. The calculation module 240 is used to extract the local geometric shape parameters of the target encroachment section, use the local geometric shape parameters and the encroachment depth as input variables, calculate the design parameters of the adaptive reinforcement scheme of the secondary lining structure through the preset mechanical-geometric coupling calculation model, and complete the secondary lining construction according to the calculated design parameters.

[0049] The access tunnel lining construction device provided in this embodiment of the invention can perform the access tunnel lining construction method provided in this embodiment of the invention, and has the corresponding functional modules and beneficial effects of the method.

[0050] Example 3 Figure 3 This is a schematic diagram of the structure of a device provided in Embodiment 3 of the present invention. Figure 3 A block diagram of an exemplary device 12 suitable for implementing embodiments of the present invention is shown. Figure 3 The device 12 shown is merely an example and should not impose any limitations on the functionality and scope of use of the embodiments of the present invention.

[0051] like Figure 3 As shown, device 12 is represented as a general-purpose computing device. Components of device 12 may include, but are not limited to: one or more processors or processing units 16, system memory 28, and a bus 18 connecting different system components (including system memory 28 and processing unit 16).

[0052] Bus 18 represents one or more of several bus architectures, including a memory bus or memory controller, a peripheral bus, a graphics acceleration port, a processor, or a local bus using any of the various bus architectures. For example, these architectures include, but are not limited to, the Industry Standard Architecture (ISA) bus, the Micro Channel Architecture (MAC) bus, the Enhanced ISA bus, the Video Electronics Standards Association (VESA) local bus, and the Peripheral Component Interconnect (PCI) bus.

[0053] Device 12 typically includes a variety of computer system readable media. These media can be any available media that can be accessed by device 12, including volatile and non-volatile media, removable and non-removable media.

[0054] System memory 28 may include computer system readable media in the form of volatile memory, such as random access memory 30 and / or cache memory 32. Device 12 may further include other removable / non-removable, volatile / non-volatile computer system storage media. By way of example only, storage system 34 may be used to read and write non-removable, non-volatile magnetic media ( Figure 3 Not shown; usually referred to as a "hard drive"). Although Figure 3Not shown, a disk drive for reading and writing to a removable non-volatile disk (e.g., a "floppy disk") and an optical disk drive for reading and writing to a removable non-volatile optical disk (e.g., a CD-ROM, DVD-ROM, or other optical media) may be provided. In these cases, each drive may be connected to bus 18 via one or more data media interfaces. Memory 28 may include at least one program product having a set (e.g., at least one) of program modules configured to perform the functions of the embodiments of the present invention.

[0055] A program / utility 40 having a set (at least one) of program modules 42 may be stored, for example, in memory 28. Such program modules 42 include, but are not limited to, an operating system, one or more application programs, other program modules, and program data. Each or some combination of these examples may include an implementation of a network environment. Program modules 42 typically perform the functions and / or methods described in the embodiments of the present invention.

[0056] Device 12 can also communicate with one or more external devices 14 (e.g., keyboard, pointing device, display 24, etc.), and with one or more devices that enable a user to interact with device 12, and / or with any device that enables device 12 to communicate with one or more other computing devices (e.g., network card, modem, etc.). This communication can be performed via input / output interface 22. Furthermore, device 12 can also communicate with one or more networks (e.g., local area network (LAN), wide area network (WAN), and / or public networks, such as the Internet) via network adapter 20. As shown, network adapter 20 communicates with other modules of device 12 via bus 18. It should be understood that, although not shown in the figures, other hardware and / or software modules can be used in conjunction with device 12, including but not limited to: microcode, device drivers, redundant processing units, external disk drive arrays, RAID systems, tape drives, and data backup storage systems.

[0057] The processing unit 16 executes various functional applications and data processing by running programs stored in the system memory 28, such as implementing the lining construction method for the access tunnel provided in the embodiments of the present invention.

[0058] Example 4 Embodiment 4 of the present invention also provides a storage medium containing computer-executable instructions, which, when executed by a computer processor, are used to perform the lining construction method for the access tunnel as described in any of the above embodiments.

[0059] The computer storage medium of this invention can be any combination of one or more computer-readable media. A computer-readable medium can be a computer-readable signal medium or a computer-readable storage medium. A computer-readable storage medium can be, for example,—but not limited to—an electrical, magnetic, optical, electromagnetic, infrared, or semiconductor system, apparatus, or device, or any combination thereof. More specific examples (a non-exhaustive list) of computer-readable storage media include: an electrical connection having one or more wires, a portable computer disk, a hard disk, a random access memory, a read-only memory (ROM), an erasable programmable read-only memory (EPROM or flash memory), an optical fiber, a portable compact disk read-only memory (CD-ROM), an optical storage device, a magnetic storage device, or any suitable combination thereof. In this document, a computer-readable storage medium can be any tangible medium that contains or stores a program that can be used by or in conjunction with an instruction execution system, apparatus, or device.

[0060] Computer-readable signal media may include data signals propagated in baseband or as part of a carrier wave, carrying computer-readable program code. Such propagated data signals may take various forms, including but not limited to electromagnetic signals, optical signals, or any suitable combination thereof. Computer-readable signal media may also be any computer-readable medium other than computer-readable storage media, capable of sending, propagating, or transmitting programs for use by or in connection with an instruction execution system, apparatus, or device.

[0061] Program code contained on a computer-readable medium may be transmitted using any suitable medium, including—but not limited to—wireless, wire, optical fiber, RF, etc., or any suitable combination thereof.

[0062] Computer program code for performing the operations of this invention can be written in one or more programming languages ​​or a combination thereof, including object-oriented programming languages ​​such as Java, Smalltalk, and C++, as well as conventional procedural programming languages ​​such as "C" or similar programming languages. The program code can be executed entirely on the user's computer, partially on the user's computer, as a standalone software package, partially on the user's computer and partially on a remote computer, or entirely on a remote computer or server. In cases involving remote computers, the remote computer can be connected to the user's computer via any type of network—including a local area network (LAN) or a wide area network (WAN)—or can be connected to an external computer (e.g., via the Internet using an Internet service provider).

[0063] Note that the above description is merely a preferred embodiment of the present invention and the technical principles employed. Those skilled in the art will understand that the present invention is not limited to the specific embodiments described herein, and various obvious changes, readjustments, and substitutions can be made without departing from the scope of protection of the present invention. Therefore, although the present invention has been described in detail through the above embodiments, the present invention is not limited to the above embodiments, and may include many other equivalent embodiments without departing from the concept of the present invention, the scope of which is determined by the scope of the appended claims.

Claims

1. A method for constructing the lining of an access tunnel to a factory, characterized in that... Includes the following steps: S1. Obtain the cross-sectional geometric features of the access tunnel to the plant. Based on the cross-sectional geometric features, divide the cross-section of the access tunnel into multiple asymmetric parts, and excavate each asymmetric part in stages according to the preset time sequence. S2, during the step-by-step excavation process, deformation monitoring parameters are collected for each asymmetric section separately; S3, compare the deformation monitoring parameters of each asymmetric part with the corresponding preset secondary lining limit parameters, and determine whether the intrusion has occurred based on the comparison results; If it is determined that an intrusion has occurred, the intrusion feature information is output. The intrusion feature information includes the target intrusion part, the intrusion depth, and the deformation direction characterized by deformation monitoring parameters. S4. Extract the local geometric parameters of the target encroachment section, use the local geometric parameters and encroachment depth as input variables, calculate the design parameters of the adaptive reinforcement scheme of the secondary lining structure through the preset mechanical-geometric coupling calculation model, and complete the secondary lining construction according to the calculated design parameters.

2. The method for constructing the lining of the access tunnel according to claim 1, characterized in that: The cross-sectional geometric features include: a flat arched section, a vertical sidewall section, a steeply inclined sidewall section, and a curvature abrupt reversal section connecting the vertical sidewall section and the steeply inclined sidewall section; In step S1, the cross-section of the access tunnel is divided into multiple asymmetric parts based on the cross-sectional geometric features, including: Based on the cross-sectional geometric characteristics, the cross-section of the access tunnel to the plant is divided into: Part I, which includes a vertical sidewall section and a partial curvature abrupt reversal section; Part II, which includes a steeply inclined wall section and a section with abrupt curvature reversal; Part III, which includes a flat arched section and core soil; The preset timing sequence is as follows: Section I is excavated first, Section II is excavated at a preset distance after Section I, and Section III is excavated at a preset distance after Section II; In step S2, deformation monitoring parameters are collected for each asymmetric section, including: For Part I, the normal compression displacement parameters perpendicular to the vertical sidewall section are collected; For Part II, tangential shear displacement parameters parallel to the inclined wall segment with a large inclination angle are collected; Vertical settlement displacement parameters were collected for section III and the curvature abrupt inverted bend section; In step S3, the encroachment depth is specifically the absolute value of the maximum net clearance deviation that exceeds the design profile of the secondary lining at the corresponding position, among the normal compression displacement parameter, tangential shear displacement parameter, or vertical settlement displacement parameter.

3. The method for constructing the lining of the access tunnel according to claim 2, characterized in that: Before performing step S4, the method for constructing the lining of the access tunnel also includes: Based on the location and deformation direction of the target encroachment portion, the initial support of the encroachment area is directionally removed. This directional removal of the initial support of the encroachment area includes: When the target encroachment area is section I, perform equal-thickness removal along the normal direction of the vertical sidewall section; When the target encroachment area is part II, a stepped removal is carried out along the tangent of the steeply inclined wall section; When the target encroachment area is a curvature abrupt reversal section, wedge-shaped removal with a narrow outer edge and a wide inner edge is performed.

4. The method for constructing the lining of the access tunnel according to claim 2, characterized in that: When the target encroachment section is part I and the deformation direction is normal compression, the adaptive reinforcement scheme of the secondary lining structure in step S4 is to construct a normal limiting compensation steel-reinforced concrete structure. The design parameters include the cross-sectional moment of inertia and implantation depth of the H-beam compensation beam. The process involves using local geometric parameters and intrusion depth as input variables, calculating the design parameters of the adaptive reinforcement scheme for the secondary lining structure through a pre-defined mechanical-geometric coupling calculation model, and then completing the secondary lining construction according to the calculated design parameters, including: Obtain the penetration depth of Part I and the height of the sidewall of the vertical sidewall section ; The embedment depth of the H-beam compensation beam Set to the depth of intrusion equal; Based on the direct proportional relationship between the deformation release load of the surrounding rock and the depth of penetration, an equivalent lateral pressure coefficient is set. Its mathematical expression is as follows: ； in, The initial lateral pressure coefficient, The maximum allowable deformation; Calculate the moment of inertia of the section of the H-beam compensating beam. The mathematical expression is as follows: ； in, The surrounding rock is heavily soiled. The elastic modulus of the steel section. This is the allowable convergence displacement threshold for the secondary lining; Based on the calculated moment of inertia of the cross section Determine the specifications of the H-beam compensation beam and carry out its installation.

5. The method for constructing the lining of the access tunnel according to claim 4, characterized in that: When the target encroachment portion is part II and the deformation direction is tangential shear slip, the adaptive reinforcement scheme of the secondary lining structure in step S4 is to construct an oblique cross-linked shear anchoring key structure. The design parameters include the optimal inclination angle and spacing of the shear steel keys. The process involves using local geometric parameters and intrusion depth as input variables, calculating the design parameters of the adaptive reinforcement scheme for the secondary lining structure through a pre-defined mechanical-geometric coupling calculation model, and then completing the secondary lining construction according to the calculated design parameters, including: Obtain the penetration depth of Part II and the geometric angle between the inclined wall section with a large slope and the horizontal plane. ; Based on the stress balance between normal and tangential stresses on the tangential slip surface, the optimal inclination angle of the shear-resistant steel key relative to the horizontal plane is calculated. Its mathematical expression is as follows: ； in, The coefficient of friction between the surrounding rock layers; Calculate the sliding thrust generated per unit length on the hypotenuse. Its mathematical expression is as follows: ； in, This is the shear stiffness coefficient. Calculate the width for the sloping wall; Calculate the spacing between two adjacent shear-resistant steel keys. The mathematical expression is as follows: ； in, This represents the design value of the shear bearing capacity of a single shear-resistant steel key. Based on the calculated layout spacing And set the optimal tilt angle Shear-resistant steel keys were pre-embedded within the secondary lining.

6. The method for constructing the lining of the access tunnel according to claim 5, characterized in that: When the target encroachment section is section III and the curvature abrupt reversal section, and the deformation direction is a composite settlement traction, the adaptive reinforcement scheme of the secondary lining structure in step S4 is to construct a variable curvature reaction arch and a force transmission bracket structure. The design parameters include the cross-sectional area of ​​the force transmission bracket and the force transmission guide angle. The process involves using local geometric parameters and intrusion depth as input variables, calculating the design parameters of the adaptive reinforcement scheme for the secondary lining structure through a pre-defined mechanical-geometric coupling calculation model, and then completing the secondary lining construction according to the calculated design parameters, including: Obtain the actual radius of curvature of the inflection segment with curvature abrupt change. Standard radius of curvature Settlement intrusion depth of Part III and the depth of penetration of Part I ; Calculate the stress concentration amplification factor caused by abrupt curvature change. Its mathematical expression is as follows: ； Calculate the normal compressive force transmitted from section I to the inflection section. and the vertical settlement traction force transmitted by the aforementioned III section Its mathematical expression is as follows: ； ； in, This refers to the vertical subgrade coefficient; Calculate the net force that the transmission bracket needs to withstand. Its mathematical expression is as follows: ； Obtain the design value of compressive strength of secondary lining concrete Calculate the minimum cross-sectional area of ​​the force transmission bracket. Its mathematical expression is as follows: ； Calculate the force transmission guide angle of the force transmission bracket in the inverted bending section. Its mathematical expression is as follows: ； Based on the cross-sectional area of ​​the force transmission bracket and force transmission guide angle Cast force-transfer brackets in the inverted curve section, and anchor both ends of the force-transfer brackets into the H-shaped steel compensation beam of section I and the secondary lining of section III arch crown to form a reaction arch.

7. The method for constructing the lining of the access tunnel according to claim 6, characterized in that: After completing step S4, the method for constructing the lining of the access tunnel further includes: Stress and strain sensors were installed on the H-beam compensation beam, the shear-resistant steel key, and the force-transmitting bracket to collect the actual stress parameters of the secondary lining reinforcement structure. The actual stress parameters are compared with the calculated theoretical design stress values ​​in a closed-loop verification process. The relative error is calculated, and if the relative error exceeds a preset threshold, the subsequent excavation sections are adjusted according to the error ratio. , and The value is used to dynamically adjust the design parameters of the subsequent adaptive reinforcement scheme for the secondary lining structure.

8. A construction device for lining a factory access tunnel, characterized in that, include: The segmentation module is used to obtain the cross-sectional geometric features of the access tunnel to the plant, divide the cross-section of the access tunnel into multiple asymmetric parts based on the cross-sectional geometric features, and excavate each asymmetric part in stages according to a preset time sequence. The monitoring module is used to collect deformation monitoring parameters for each asymmetric section during the step-by-step excavation process. The intrusion judgment module is used to compare the deformation monitoring parameters of each asymmetric part with the corresponding preset secondary lining limit parameters, and to determine whether intrusion has occurred based on the comparison results. If it is determined that an intrusion has occurred, the intrusion feature information is output. The intrusion feature information includes the target intrusion part, the intrusion depth, and the deformation direction characterized by deformation monitoring parameters. The calculation module is used to extract the local geometric parameters of the target encroachment section, use the local geometric parameters and the encroachment depth as input variables, and calculate the design parameters of the adaptive reinforcement scheme of the secondary lining structure through the preset mechanical-geometric coupling calculation model, and complete the secondary lining construction according to the calculated design parameters.

9. A device, characterized in that, The device includes: One or more processors; Storage device for storing one or more programs; When the one or more programs are executed by the one or more processors, the one or more processors implement the access tunnel lining construction method as described in any one of claims 1-7.

10. A storage medium containing computer-executable instructions, which, when executed by a computer processor, are used to perform the method for constructing the lining of an access tunnel as described in any one of claims 1-7.

Images