Tunnel active support parameter quantization design method based on deformation matching

Abstract

The application discloses a tunnel active support parameter quantization design method based on deformation matching, which obtains engineering parameters and preliminarily designs support parameters, calculates the inherent deformability of a prestressed anchor rod and the required deformation amount of surrounding rock for quantitative matching analysis, decides and selects a target mode from a plurality of preset design modes according to the matching degree result, carries out fine design on the yield parameters and support timing under the constraint of the mode, matches the overall deformation capacity of the system with the surrounding rock demand, finally carries out multi-stage collaborative bearing checking and iteration optimization until the safety and deformation control standards are met. The application converts the abstract deformation coordination concept into a standardized closed-loop process composed of matching judgment-mode decision-parameter design-checking iteration, solves the problem that the prior art is not systematic and relies on experience, realizes the leap of active support from a theoretical framework to engineering quantization design, and significantly improves the reliability, economy and design efficiency of the design scheme.

Description

Technical Field

[0001] This application belongs to the technical field of tunnel and underground engineering support structure design, specifically involving a quantitative design method for active tunnel support parameters based on deformation coordination matching. It is particularly applicable to tunnel engineering projects employing multi-layered collaborative support systems such as prestressed anchors (cables), yielding support components, and shotcrete. This method, through quantitative analysis of the matching relationship between the deformation demand of the surrounding rock and the deformation capacity of the support structure, combined with safety factor control and deformation coordination design, achieves optimized design, selection, and construction control of prestressed active support system parameters. It is suitable for the support structure design of tunnels with high ground stress, weak surrounding rock, and large deformation in railway, highway, water conservancy, and urban underground engineering projects. Background Technology

[0002] In recent years, with the widespread application of the New Austrian Tunneling Method (NATM) and the Norwegian Method (Q System) in tunnel engineering, tunnel support design has gradually shifted from the traditional "load-structure" model to the concept of "surrounding rock-support synergy". Domestic and international scholars have conducted extensive research on active tunnel support systems, mainly focusing on support mechanism analysis, numerical simulation, field tests, and engineering applications.

[0003] Existing technologies have proposed methods for calculating the safety factor of active support systems for tunnels containing prestressed anchors (cables), established a framework for calculating the safety factor of active support systems, proposed the concept of deformation coordination, and preliminarily explored the deformation coordination relationship between the anchor rock bearing arch and the shotcrete layer and secondary lining.

[0004] However, through in-depth analysis and engineering practice verification, the following significant shortcomings and technical limitations have been found in the existing technology:

[0005] 1. Systemic defects in the design process: It fails to integrate discrete technical points into a complete engineering design process and lacks a standardized and closed-loop execution path from initial parameter input to final design verification.

[0006] 2. Insufficient quantification of deformation coordination mechanism: The precise quantitative matching model between the deformation demand of the surrounding rock and the deformation capacity of the support structure has not been established, and there is a lack of key parameter calculation models and quantifiable matching judgment criteria.

[0007] 3. Lack of design methods for key support parameters: For the pressure relief support system, which is crucial in large deformation tunnels, there is a complete lack of quantitative methods for determining key design parameters such as pressure relief setpoint and pressure relief amount.

[0008] 4. Insufficient operability and adaptability of the project: It is biased towards theoretical analysis and post-event verification, making it difficult to directly guide the early design and dynamic adjustment of actual projects. It does not cover all working conditions and lacks a dynamic adjustment mechanism.

[0009] 5. Low level of technical integration: Safety factor calculation, deformation coordination analysis, support selection and other aspects are independent of each other and have not been organically integrated into a complete technical solution that works collaboratively.

[0010] Therefore, how to transform "deformation coordination" from a qualitative concept into a precise quantitative design criterion, how to fill the gap in the quantitative design of yield support parameters, and how to transform theoretical methods into standardized tools that engineers can directly apply have become key technical issues that urgently need to be addressed. Summary of the Invention

[0011] The purpose of this application is to provide a quantitative design method for active tunnel support parameters based on deformation matching, in order to solve the problems of unsystematic design process, insufficient quantification of deformation coordination mechanism, lack of yielding parameter design, and poor engineering operability in the existing technology. To achieve the above objective, this application adopts the following technical solution.

[0012] In a first aspect, embodiments of this application provide a method for quantitative design of active tunnel support parameters based on deformation matching, including:

[0013] Obtain tunnel engineering parameters and surrounding rock mechanical parameters, and formulate initial design parameters for the active support system; the active support system includes at least prestressed anchor bolts;

[0014] Based on the initial design parameters, the inherent deformability of the prestressed anchor rod and the required deformation of the surrounding rock to control the deformation of the surrounding rock are obtained. Based on the quantitative comparison results of the inherent deformability and the required deformation of the surrounding rock, the deformation matching degree is determined.

[0015] Based on the deformation matching degree, a target design pattern is selected from a variety of preset design patterns;

[0016] Under the framework constraints of the target design mode, the design parameters of the active support system are refined; the refined design includes determining the parameters and / or construction timing of other support components besides the prestressed anchors, so that the overall deformation capacity of the active support system matches the required deformation of the surrounding rock.

[0017] Based on the complete set of support parameters after refined design, multi-stage collaborative bearing capacity verification is performed to obtain the total safety factor and cumulative total deformation of the system.

[0018] Determine whether the total safety factor and the cumulative total deformation both meet the preset control criteria; if they do, output the current design scheme; if they do not, adjust the initial design parameters or refined design parameters according to the preset optimization strategy, and return to the step of determining the deformation matching degree for iterative optimization until the control criteria are met.

[0019] Furthermore, the method for obtaining the required deformation of the surrounding rock includes:

[0020] A numerical calculation model for tunnel excavation is established, and the prestress provided by the prestressed anchor is equivalent to a radially distributed support force acting on the tunnel wall. The radial displacement difference between the inner and outer sides of the anchor section is obtained when the surrounding rock reaches a stable state under the action of the support force. This radial displacement difference is used as the required deformation of the surrounding rock.

[0021] Furthermore, the preset design patterns include a pressure-adaptive sub-pattern;

[0022] When entering the pressure relief adaptation sub-mode, the refined design includes determining the parameter set of the pressure relief device, which includes at least the pressure relief initiation load and the design pressure relief amount;

[0023] The overall deformation capacity of the active support system is updated to u. p '=u p +u r ; where u p 'Indicates the overall deformation capacity of the updated active support system; u p This indicates the inherent deformability of the prestressed anchor rod; u r This indicates the pressure allowance of the design.

[0024] Furthermore, the preset design patterns include a collaborative control sub-pattern;

[0025] When entering this collaborative control sub-mode, the refined design includes determining the timing of the construction of the inner support structure of shotcrete or secondary lining. By adjusting the construction timing, the inner support is intervened after the surrounding rock releases some deformation energy, thereby allowing the surrounding rock to undergo a certain degree of deformation while ensuring the overall safety of the system, so as to reduce the demand on the inherent deformability of the prestressed anchor rod.

[0026] Furthermore, the method for determining the timing of the application includes:

[0027] Based on the interactive analysis of the surrounding rock characteristic curve and the support characteristic curve, the preset ratio of the anchor bolt axial force reaching its design bearing capacity is used as the criterion for constructing the inner layer support, and the preset ratio that makes the total safety factor and cumulative total deformation of the system reach the comprehensive optimal is determined through iterative calculation.

[0028] Furthermore, the total safety factor is calculated using a staged superposition method, and a reduction factor based on deformation coordination is introduced into the superposition result;

[0029] The reduction factor is used to characterize the degree of deformation incoordination between the outer anchoring rock and the inner support structure under coordinated load-bearing conditions. Its value is determined based on the ratio of the estimated compressive strain of the outer structure to the ultimate compressive strain of the inner structure.

[0030] Furthermore, the preset optimization strategy includes a set of priority adjustment rules: when the verification does not meet the control criteria, the timing of the spraying layer application is adjusted first; then the stiffness parameters of the inner support are adjusted; then the parameter set of the pressure relief device is adjusted; and finally the basic design parameters of the prestressed anchor are adjusted.

[0031] Secondly, embodiments of this application provide a design system capable of implementing any of the foregoing design methods, comprising:

[0032] The parameter input module is used to acquire tunnel engineering parameters and surrounding rock mechanical parameters, and to formulate the initial design parameters of the active support system; the active support system includes at least prestressed anchor bolts;

[0033] The deformation matching analysis module is used to obtain the inherent deformability of the prestressed anchor rod and the required deformation of the surrounding rock to control the deformation of the surrounding rock based on the initial design parameters, and to determine the deformation matching degree based on the quantitative comparison results of the inherent deformability and the required deformation of the surrounding rock.

[0034] The design pattern decision module is used to select a target design pattern from a variety of preset design patterns based on the deformation matching degree.

[0035] The parameter optimization engine is used to perform refined design, multi-stage collaborative load verification and iterative optimization steps under the framework constraints of the target design pattern, and generate the final design scheme.

[0036] Thirdly, embodiments of this application provide an electronic device, including: one or more processors;

[0037] A memory 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 are able to implement the steps of any of the preceding design methods.

[0038] Fourthly, embodiments of this application provide a computer-readable medium storing a computer program that, when executed by a processor, can implement the steps in the design method described in any of the preceding claims.

[0039] This application discloses a quantitative design method for active tunnel support parameters based on deformation matching. It acquires engineering parameters and initially proposes support parameters, then calculates and quantitatively matches the inherent deformability of prestressed anchors with the required deformation of the surrounding rock. Based on the matching results, it selects a target mode from a set of preset design modes. Under the constraints of this mode, it refines the design of yield parameters and support timing to ensure the overall system deformation capacity matches the requirements of the surrounding rock. Finally, it performs multi-stage collaborative bearing capacity verification and iterative optimization until safety and deformation control standards are met. This application transforms the abstract concept of deformation coordination into a standardized closed-loop process consisting of "matching judgment - mode decision - parameter design - verification iteration," solving the problems of existing technologies being unsystematic and reliant on experience. It achieves a leap from theoretical framework to engineering-based quantitative design for active support, significantly improving the reliability, economy, and efficiency of the design scheme. Attached Figure Description

[0040] Figure 1 The core flowchart of a parameter quantification design method for active tunnel support based on deformation matching provided in the embodiments of this application;

[0041] Figure 2 A detailed flowchart of a parameter quantification design method for active tunnel support based on deformation matching, provided for embodiments of this application;

[0042] Figure 3 A schematic diagram of a numerical model for calculating the required deformation of surrounding rock provided in an embodiment of this application;

[0043] Figure 4 A schematic diagram of the relationship curve between support force and surrounding rock deformation under the collaborative control sub-mode provided for the embodiments of this application;

[0044] Figure 5 A schematic diagram of the relationship curve between support force and surrounding rock deformation in the pressure-adaptive sub-mode provided for the embodiments of this application;

[0045] Figure 6 This is a structural block diagram of an electronic device provided in an embodiment of this application. Detailed Implementation

[0046] To enable those skilled in the art to better understand the technical solutions of this application, exemplary embodiments of this application are described below with reference to the accompanying drawings, including various details of the embodiments of this application to aid understanding. These should be considered merely exemplary. Therefore, those skilled in the art should recognize that various changes and modifications can be made to the embodiments described herein without departing from the scope and spirit of this application. Similarly, for clarity and conciseness, descriptions of well-known functions and structures are omitted in the following description. Unless otherwise specified, the various embodiments of this application and the features within those embodiments can be combined with each other.

[0047] As used herein, the term "and / or" includes any and all combinations of one or more of the associated enumerated entries. The terminology used herein is for describing particular embodiments only and is not intended to limit the application. As used herein, the singular forms "a" and "the" are also intended to include the plural forms, unless the context clearly indicates otherwise. It should also be understood that when the terms "comprising" and / or "made of" are used herein, the presence of the stated feature, integral, step, operation, element, and / or component is specified, but the presence or addition of one or more other features, integrals, steps, operations, elements, components, and / or groups thereof is not excluded. Terms such as "connected" or "linked" are not limited to physical or mechanical connections but can include electrical connections, whether direct or indirect.

[0048] Unless otherwise specified, all terms used in this application (including technical and scientific terms) have the same meaning as commonly understood by one of ordinary skill in the art. It should also be understood that terms such as those defined in commonly used dictionaries should be interpreted as having a meaning consistent with their meaning in the context of the relevant art and this application, and will not be interpreted as having an idealized or overly formal meaning, unless expressly so defined in this application.

[0049] refer to Figure 1 and Figure 2 One embodiment of this application takes a high-speed railway double-track tunnel with a burial depth of 1200 m as an example, with a surrounding rock grade of IV, and demonstrates in detail the entire application process of the tunnel active support parameter quantitative design method based on deformation matching proposed in this application.

[0050] S1. Obtain tunnel engineering parameters and surrounding rock mechanical parameters, and formulate initial design parameters for the active support system; the active support system includes at least prestressed anchor bolts.

[0051] Input the tunnel cross-sectional dimensions, burial depth of 1200 m, ground stress field, and surrounding rock physical and mechanical parameters (cohesion c, internal friction angle φ, elastic modulus E, etc.). Preliminary anchor parameter set D1: High-strength anchor cable is used, length l = 12 m, circumferential longitudinal spacing b × s = 1.2 m × 1.2 m, prestress applied to the anchor (cable) P0 = 300 kN, and the design bearing capacity P of the anchor is... p =550 kN, the cross-sectional area A and elastic modulus E of the anchor bolt are determined according to the material properties.

[0052] S2. Based on the initial design parameters, obtain the inherent deformability of the prestressed anchor rod and the required deformation of the surrounding rock to control the deformation of the surrounding rock. Based on the quantitative comparison results of the inherent deformability and the required deformation of the surrounding rock, determine the deformation matching degree.

[0053] (2a) Calculate the inherent deformability u of the anchor system p :

[0054] u p =(P p -P0)*l / (A*E)≈15.0 cm. (A and E are the actual parameters of the anchor cable, determined according to the material properties.)

[0055] (2b) Calculate the required deformation of the surrounding rock Δu0: Establish as follows Figure 3 The numerical model of tunnel excavation shown (e.g., using FLAC3D software) equates the anchor prestress to a radially distributed pressure P0 / (b*s) = 300 kN / (1.2 m × 1.2 m) ≈ 208 kPa acting on the excavation profile, applied to the tunnel wall. The radial displacement difference between the inner side (tunnel side) and the outer side (deep rock side) of the anchor section is calculated when the surrounding rock reaches an ideal elastoplastic equilibrium state under this support force. The calculated radial displacement difference (i.e., the required deformation of the surrounding rock) Δu0 = 40.5 cm.

[0056] (2c) Calculate the deformation matching degree λ=u p / Δu0=15.0 / 40.5≈0.37<1.

[0057] S3. Based on the deformation matching degree, select a target design pattern from a variety of preset design patterns.

[0058] refer to Figure 2 , Figure 4 and Figure 5 If λ≥1, then enter mode one: independent load-bearing design mode; if λ<1, then select mode two: collaborative control design mode or mode three: pressure adaptation design mode according to the engineering conditions.

[0059] The collaborative control design mode of mode 2 is suitable for situations where λ<1 but the surrounding rock conditions allow for the compensation of deformation capacity gap by adjusting the support timing and inner layer support stiffness; the pressure relief adaptation design mode of mode 3 is suitable for situations where λ<1 and the surrounding rock has a large deformation potential, requiring the active release of deformation energy through the anchor pressure relief device.

[0060] Since λ=0.37 is much less than 1, and the tunnel is a high-stress soft rock tunnel with high deformation control requirements and large deformation potential, it meets the condition of "large deformation potential of surrounding rock, requiring active release of deformation energy through anchor bolt pressure relief device". Therefore, the system decision selects mode three: pressure relief adaptation design mode, in order to provide additional deformation capacity while ensuring support force through pressure relief device.

[0061] S4. Under the framework constraints of the target design mode, refine the design parameters of the active support system; the refined design includes determining the parameters and / or construction timing of other support components besides the prestressed anchor rods, so that the overall deformation capacity of the active support system matches the required deformation of the surrounding rock.

[0062] After entering the pressure-adaptive design mode, the fine-tuning design begins, which specifically includes:

[0063] (4a) Set the yielding parameter set D4: Select the mechanical yielding anchor and set the yielding initial load P. r =350 kN (approximately the design bearing capacity P) p (0.64 times, within the recommended range of 0.6~0.8), designed to allow pressure u r =25 cm. At this point, the total deformation capacity of the system is updated to u. p '=u p +u r =(15.0+25.0) cm =40.0 cm.

[0064] (4b) Update matching degree and decide on sub-mode: The updated deformable matching degree λ' = 40.0 / 40.5 ≈ 0.99, which is still slightly less than 1. The system determines to enter mode two: cooperative control design mode.

[0065] (4c) Design parameters D2 and application timing T for the shotcrete layer: Design C30 shotcrete, 28 cm thick, and install an I22 type steel frame. To determine the optimal application timing T, the anchor bolt axial force should reach its design bearing capacity P. p A specific proportion β was used as the criterion. Through iterative calculations of β values ​​ranging from 0.5 to 0.95 under different working conditions, and considering both the overall system safety factor and cumulative total deformation, it was determined that the best overall effect was achieved when β = 70%, i.e., the anchor bolt axial force reached 0.7 × 550 kN ≈ 385 kN. The corresponding slippage of the pressure relief device was approximately 18 cm.

[0066] (4d) Design secondary lining parameters D3: C35 reinforced concrete, 50 cm thick, to be constructed after the surrounding rock deformation has basically stabilized.

[0067] S5. Based on the complete set of support parameters after refined design, perform multi-stage collaborative load-bearing verification to obtain the total safety factor and cumulative total deformation of the system.

[0068] Substitute the complete set of support parameters obtained from the above steps into the multi-stage analysis model, and divide the support into time-series stages:

[0069] Stage ①: Before the application of prestress.

[0070] Stage 2: Prestressing only.

[0071] Stage 3: Pressure slippage stage.

[0072] Phase 4: Coordinated load-bearing after spraying layer application.

[0073] Phase 5: After the secondary lining is installed.

[0074] Calculate the contribution and safety factor K of the support structure at each stage. i and the corresponding deformation u i .

[0075] When calculating the safety factor contribution in stage ④ (co-bearing capacity after spraying), a reduction factor η based on deformation coordination is introduced. The estimated compressive strain increment ε of the outer anchor rock bearing arch during the co-working stage is then calculated. rock The ultimate compressive strain ε of the inner layer of C30 shotcrete is 0.002. support The value is 0.003.

[0076] η=min(1,ε support / ε rock =min(1,0.003 / 0.002)=1, indicating that the inner structure has sufficient deformation capacity to adapt to the deformation of the outer layer, and its safety contribution can be fully included.

[0077] The final calculation yields the system's cumulative total deformation U. total =42.8 cm, total safety factor K during construction period total_c =8.2, total safety factor K during operation period total_op =12.5.

[0078] S6. Determine whether the total safety factor and the cumulative total deformation both meet the preset control criteria; if they do, output the current design scheme; if they do not, adjust the initial design parameters or refined design parameters according to the preset optimization strategy, and return to the step of determining the deformation matching degree for iterative optimization until the control criteria are met.

[0079] Set control criteria: allowable deformation U d =45 cm, safety factor control value K during construction period c =2.0, Operational safety factor control value K op =3.0.

[0080] Judgment: U total (42.8cm) d (45cm), K total_c (8.2)>K c (2.0), K total_op (12.5)>K op (3.0). All requirements are met.

[0081] Since the convergence condition is met in a single iteration, there is no need to start an optimization loop. If optimization is required, a set of priority adjustment rules will be followed: when the verification does not meet the control criteria, the timing of the sprayed layer application T will be adjusted first; then the stiffness parameters of the inner support will be adjusted; then the parameter set of the pressure relief device (pressure relief parameter D4) will be adjusted; and finally the basic design parameters D1 of the prestressed anchor will be adjusted. In this embodiment, the current design scheme is directly output.

[0082] As can be seen from this embodiment, this application can automatically guide the design path of "pressure relief + internal support coordination" based on quantitative deformation matching analysis, and ensure the reliability and economy of the solution through system verification.

[0083] Another embodiment of this application describes an intelligent design system for active tunnel support parameters to implement the aforementioned design method. This design system is integrated into a software platform and may include the following modules:

[0084] (1) Parameter input module: Provides a graphical user interface through which engineers input all engineering parameters and surrounding rock mechanical parameters mentioned in step S1 of the aforementioned method embodiment, and preliminarily formulate anchor bolt design parameters.

[0085] (2) Deformation matching analysis module: Receives data from the parameter input module, automatically calls the built-in finite element or finite difference calculation kernel (such as FLAC3D, ABAQUS, etc.), performs numerical inversion calculation (establishes a numerical calculation model for tunnel excavation, converts the prestress provided by the prestressed anchor rod into a radially uniformly distributed support force acting on the tunnel wall, obtains the radial displacement difference between the inner and outer sides of the anchor rod anchoring section when the surrounding rock reaches a stable state under the action of the support force, and uses the radial displacement difference as the required deformation of the surrounding rock), automatically obtains the required deformation of the surrounding rock, and calculates the matching coefficient.

[0086] ​(3) Design mode decision module: Based on the matching degree coefficient output by the deformation matching analysis module and the engineering auxiliary information input by the user (such as whether the conditions for pressure anchor bolt construction are met), the target design mode is automatically recommended and determined according to the built-in decision rule library.

[0087] (4) Parameter Optimization Engine: This is the core of the system. Under the constraints of the target design pattern, it automatically executes all calculations and iterations from steps S4 to S6 in the aforementioned method embodiment. This engine can automatically adjust the spraying timing and yield parameters, and call the verification module to calculate the total safety factor and cumulative total deformation. The entire iterative optimization process is performed automatically in the background without manual intervention.

[0088] (5) Scheme output module: After the parameter optimization engine finds a scheme that meets all control standards, this module automatically generates a detailed design scheme report, including the final determined anchor bolt parameters, yield parameters, spray layer parameters, secondary lining parameters, construction timing, as well as detailed results of multi-stage verification and key indicators such as total safety factor and cumulative total deformation.

[0089] With this system, engineers only need to input basic parameters to obtain a fully optimized and verified complete support design scheme in a short time (such as 30 minutes), thereby greatly improving design efficiency and intelligence.

[0090] Overall, the advantages of this application compared to the prior art include:

[0091] 1. Design process: From "discrete theoretical modules" to "standardized closed-loop system"

[0092] Although existing technologies have proposed several technical points such as safety factor calculation and deformation coordination concept, these points are independent of each other and loosely connected, failing to form a complete engineering design path. In practical applications, it is still necessary to rely on the subjective experience of designers for connection and decision-making.

[0093] This application organically integrates discrete theoretical modules into a unified whole by constructing a standardized closed-loop process of "parameter input → deformation calculation → matching judgment → mode decision → parameter design → safety verification → iterative optimization". For the first time, this application provides a repeatable and verifiable engineering execution path for active tunnel support design, eliminating subjective arbitrariness and inter-module connection barriers in the design process, achieving true "full-process quantitative control", and significantly improving design efficiency.

[0094] 2. In terms of deformation coordination: from "qualitative conceptual descriptions" to "executable quantitative criteria"

[0095] While existing technologies have proposed the advanced concept of "deformation coordination" and introduced a correction coefficient η, they have failed to establish a precise quantitative matching model between the deformation demand of the surrounding rock and the deformation capacity of the support structure, and lack features such as "u". p ≥Δu0” and other executable judgment criteria.

[0096] This application establishes a numerical inversion calculation model for the required deformation of the surrounding rock Δu0 and the deformability u of the support structure. p This application presents a quantitative calculation method, using the ratio λ between the two as the core matching criterion. It transforms the abstract concept of "deformation coordination" into calculable, comparable, and judgeable engineering parameters, enabling designers to accurately and quantitatively grasp the interaction between the surrounding rock and the support, providing a solid quantitative foundation for subsequent mode decisions and parameter design.

[0097] 3. Regarding pressure design: From "the blank areas mentioned in the concept" to "the design method of putting parameters into practice"

[0098] Existing technologies only mention the yield support system, which is crucial in large deformation tunnels, as a concept, and completely lack quantitative methods for determining key design parameters such as yield setpoints and yield amounts.

[0099] This application is the first to incorporate the parameters of the pressure relief device into a quantitative design system, clearly defining the initial pressure relief load P. r and design to allow pressure u r The determination criteria were established, and a formula for calculating the total deformation capacity of the system, including the yielding parameter, was developed. p '=u p +u r This application fills the technical gap of yield support, which "only proposes concepts but lacks design methods", enabling engineers to scientifically select and design the specifications of yield components according to the deformation requirements of the surrounding rock, give full play to their deformation potential, improve material utilization, and avoid support failure or material waste caused by improper parameter selection.

[0100] 4. Engineering Operations: From "Verification Tools for Theoretical Analysis" to "Design Manuals Covering All Operating Conditions"

[0101] Existing technologies tend to focus more on theoretical analysis and post-hoc verification, making it difficult to directly guide the early design and dynamic adjustment of actual engineering projects, and they do not cover u p For various working conditions below Δu0, a dynamic adjustment mechanism is lacking. This application covers all possible deformation matching working conditions by pre-setting multiple design modes and establishing a dynamic parameter adjustment mechanism including priority rules. This application provides engineers with a design manual-style tool that offers "full coverage of working conditions and rule-based adjustments." Regardless of the geological conditions and deformation matching situations encountered, there are clear processing paths and optimization strategies, greatly improving the engineering applicability and field operability of the technology.

[0102] 5. Safety and Economic Aspects: From "Single Safety Verification" to "Synergistic Optimization of Safety and Economy"

[0103] Existing technologies for calculating safety factors fail to adequately consider the impact of inter-story deformation incompatibility and lack parameter optimization methods related to economic efficiency. This application introduces a reduction factor η based on deformation compatibility, making the safety factor calculation more closely reflect engineering realities and avoiding overestimation of safety. Simultaneously, through a "matching degree-driven" design process and priority adjustment rules, it guides the design towards iterative adjustments prioritizing low-cost parameters. While ensuring structural safety, this application avoids over-support through precise deformation matching and parameter optimization, achieving material cost savings. Furthermore, more accurate safety factor calculations provide a more reliable guarantee for the long-term operational safety of the project, realizing a synergistic optimization of safety and economy.

[0104] The embodiments of the design method and the embodiments of the design system are identical or related in technical concept, and they can be referenced and learned from each other in terms of technical details and technical effects, which will not be repeated here.

[0105] Based on the same inventive concept, embodiments of this application also provide an electronic device. Figure 6 This is a structural block diagram of an electronic device provided in an embodiment of this application. Figure 6 As shown in the embodiments of this application, an electronic device includes: one or more processors 101, a memory 102, and one or more I / O interfaces 103. The memory 102 stores one or more programs, which, when executed by the one or more processors, cause the one or more processors to implement any of the design methods described in the above embodiments; the one or more I / O interfaces 103 are connected between the processor and the memory, configured to enable information interaction between the processor and the memory.

[0106] The processor 101 is a device with data processing capabilities, including but not limited to a central processing unit (CPU); the memory 102 is a device with data storage capabilities, including but not limited to random access memory (RAM, more specifically SDRAM, DDR, etc.), read-only memory (ROM), electrically erasable programmable read-only memory (EEPROM), and flash memory (FLASH); the I / O interface (read / write interface) 103 is connected between the processor 101 and the memory 102, and can realize information interaction between the processor 101 and the memory 102, including but not limited to a data bus (Bus).

[0107] In some embodiments, the processor 101, memory 102, and I / O interface 103 are interconnected via bus 104, and thus connected to other components of the computing device.

[0108] In some embodiments, the one or more processors 101 include a field-programmable gate array.

[0109] This application also provides a computer-readable medium. The computer-readable medium stores a computer program, which, when executed by a processor, implements the steps of any of the design methods described in the above embodiments. The computer-readable storage medium may be volatile or non-volatile.

[0110] This application also provides a computer program product, including computer-readable code, or a non-volatile computer-readable storage medium carrying computer-readable code, wherein when the computer-readable code is run in the processor of an electronic device, the processor in the electronic device executes the above-described design method.

[0111] Those skilled in the art will understand that all or some of the steps, systems, and apparatuses disclosed above, and their functional modules / units, can be implemented as software, firmware, hardware, or suitable combinations thereof. In hardware implementations, the division between functional modules / units mentioned above does not necessarily correspond to the division of physical components; for example, a physical component may have multiple functions, or a function or step may be performed collaboratively by several physical components. Some or all physical components may be implemented as software executed by a processor, such as a central processing unit, digital signal processor, or microprocessor, or as hardware, or as an integrated circuit, such as an application-specific integrated circuit (ASIC). Such software can be distributed on a computer-readable storage medium, which may include computer storage media (or non-transitory media) and communication media (or transient media).

[0112] As is known to those skilled in the art, the term computer storage medium includes volatile and non-volatile, removable and non-removable media implemented in any method or technology for storing information, such as computer-readable program instructions, data structures, program modules, or other data. Computer storage media includes, but is not limited to, random access memory (RAM), read-only memory (ROM), erasable programmable read-only memory (EPROM), static random access memory (SRAM), flash memory or other memory technologies, portable compact disc read-only memory (CD-ROM), digital versatile disc (DVD) or other optical disc storage, magnetic cartridges, magnetic tape, disk storage or other magnetic storage devices, or any other medium that can be used to store desired information and is accessible to a computer. Furthermore, it is known to those skilled in the art that communication media typically contain computer-readable program instructions, data structures, program modules, or other data in modulated data signals such as carrier waves or other transmission mechanisms, and may include any information delivery medium.

[0113] The computer-readable program instructions described herein can be downloaded from computer-readable storage media to various computing / processing devices, or downloaded via a network, such as the Internet, local area network, wide area network, and / or wireless network, to an external computer or external storage device. The network may include copper transmission cables, fiber optic transmission, wireless transmission, routers, firewalls, switches, gateway computers, and / or edge servers. A network adapter card or network interface in each computing / processing device receives the computer-readable program instructions from the network and forwards them to the computer-readable storage media in the respective computing / processing device.

[0114] The computer program instructions used to perform the operations of this application may be assembly instructions, instruction set architecture (ISA) instructions, machine instructions, machine-dependent instructions, microcode, firmware instructions, status setting data, or source code or object code written in any combination of one or more programming languages, including object-oriented programming languages ​​such as Smalltalk, C++, etc., and conventional procedural programming languages ​​such as the "C" language or similar programming languages. The computer-readable program instructions may 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 a remote computer, the remote computer may 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 may be connected to an external computer (e.g., via the Internet using an Internet service provider). In some embodiments, electronic circuits, such as programmable logic circuits, field-programmable gate arrays (FPGAs), or programmable logic arrays (PLAs), are personalized by utilizing the status information of the computer-readable program instructions. These electronic circuits can execute the computer-readable program instructions to implement various aspects of this application.

[0115] The computer program product described herein can be implemented specifically through hardware, software, or a combination thereof. In one alternative embodiment, the computer program product is specifically embodied in a computer storage medium; in another alternative embodiment, the computer program product is specifically embodied in a software product, such as a software development kit (SDK), etc.

[0116] Various aspects of this application are described herein with reference to flowchart illustrations and / or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of this application. It should be understood that each block of the flowchart illustrations and / or block diagrams, and combinations of blocks in the flowchart illustrations and / or block diagrams, can be implemented by computer-readable program instructions.

[0117] These computer-readable program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, or other programmable data processing apparatus to produce a machine such that, when executed by the processor of the computer or other programmable data processing apparatus, they create means for implementing the functions / actions specified in one or more blocks of the flowchart and / or block diagram. These computer-readable program instructions can also be stored in a computer-readable storage medium that causes a computer, programmable data processing apparatus, and / or other device to operate in a particular manner; thus, the computer-readable medium storing the instructions comprises an article of manufacture that includes instructions for implementing aspects of the functions / actions specified in one or more blocks of the flowchart and / or block diagram.

[0118] Computer-readable program instructions may also be loaded onto a computer, other programmable data processing apparatus, or other device to cause a series of operational steps to be performed on the computer, other programmable data processing apparatus, or other device to produce a computer-implemented process, thereby causing the instructions executed on the computer, other programmable data processing apparatus, or other device to perform the functions / actions specified in one or more boxes of a flowchart and / or block diagram.

[0119] The flowcharts and block diagrams in the accompanying drawings illustrate the architecture, functionality, and operation of possible implementations of systems, methods, and computer program products according to various embodiments of this application. In this regard, each block in a flowchart or block diagram may represent a module, segment, or portion of an instruction containing one or more executable instructions for implementing a specified logical function. In some alternative implementations, the functions marked in the blocks may occur in a different order than those marked in the drawings. For example, two consecutive blocks may actually be executed substantially in parallel, and they may sometimes be executed in reverse order, depending on the functions involved. It should also be noted that each block in the block diagrams and / or flowcharts, and combinations of blocks in the block diagrams and / or flowcharts, can be implemented using a dedicated hardware-based system that performs the specified function or action, or using a combination of dedicated hardware and computer instructions.

[0120] Exemplary embodiments have been disclosed in this application, and while specific terminology has been used, it is used only and should be interpreted in a general illustrative sense and is not intended to be limiting. In some embodiments, it will be apparent to those skilled in the art that features, characteristics, and / or elements described in conjunction with particular embodiments may be used alone, or in combination with features, characteristics, and / or elements described in conjunction with other embodiments, unless otherwise expressly indicated. Therefore, those skilled in the art will understand that various changes in form and detail may be made without departing from the scope of this application as set forth by the appended claims.

Claims

1. A method for quantitative design of active tunnel support parameters based on deformation matching, characterized in that, include: Obtain tunnel engineering parameters and surrounding rock mechanical parameters, and formulate initial design parameters for the active support system; The active support system includes at least prestressed anchor bolts; Based on the initial design parameters, the inherent deformability of the prestressed anchor rod and the required deformation of the surrounding rock to control the deformation of the surrounding rock are obtained. Based on the quantitative comparison results of the inherent deformability and the required deformation of the surrounding rock, the deformation matching degree is determined. Based on the deformation matching degree, a target design pattern is selected from a variety of preset design patterns; Under the framework constraints of the target design mode, the design parameters of the active support system are refined; the refined design includes determining the parameters and / or construction timing of other support components besides the prestressed anchors, so that the overall deformation capacity of the active support system matches the required deformation of the surrounding rock. Based on the complete set of support parameters after refined design, multi-stage collaborative bearing capacity verification is performed to obtain the total safety factor and cumulative total deformation of the system. Determine whether the total safety factor and the cumulative total deformation both meet the preset control standards; If satisfied, output the current design scheme; If the conditions are not met, the initial design parameters or refined design parameters are adjusted according to the preset optimization strategy, and the process returns to the step of determining the deformation matching degree for iterative optimization until the control criteria are met.

2. The design method according to claim 1, characterized in that, The method for obtaining the required deformation of the surrounding rock includes: A numerical calculation model for tunnel excavation is established, and the prestress provided by the prestressed anchor is equivalent to a radially distributed support force acting on the tunnel wall. The radial displacement difference between the inner and outer sides of the anchor section is obtained when the surrounding rock reaches a stable state under the action of the support force. This radial displacement difference is used as the required deformation of the surrounding rock.

3. The design method according to claim 1, characterized in that, The pre-defined design patterns include a pressure-adaptive sub-pattern; When entering the pressure relief adaptation sub-mode, the refined design includes determining the parameter set of the pressure relief device, which includes at least the pressure relief initiation load and the design pressure relief amount; The overall deformation capacity of the active support system is updated to u. p '=u p +u r ; Among them, u p 'Indicates the overall deformation capacity of the updated active support system; u p This indicates the inherent deformability of the prestressed anchor rod; u r This indicates the pressure allowance of the design.

4. The design method according to claim 1, characterized in that, The pre-defined design patterns include a collaborative control sub-pattern; When entering this collaborative control sub-mode, the refined design includes determining the timing of the construction of the inner support structure of shotcrete or secondary lining. By adjusting the construction timing, the inner support is intervened after the surrounding rock releases some deformation energy, thereby allowing the surrounding rock to undergo a certain degree of deformation while ensuring the overall safety of the system, so as to reduce the demand on the inherent deformability of the prestressed anchor rod.

5. The design method according to claim 4, characterized in that, The method for determining the timing of the application includes: Based on the interactive analysis of the surrounding rock characteristic curve and the support characteristic curve, the preset ratio of the anchor bolt axial force reaching its design bearing capacity is used as the criterion for constructing the inner layer support, and the preset ratio that makes the total safety factor and cumulative total deformation of the system reach the comprehensive optimal is determined through iterative calculation.

6. The design method according to claim 1, characterized in that, The total safety factor is calculated using a staged superposition method, and a reduction factor based on deformation coordination is introduced into the superposition result. The reduction factor is used to characterize the degree of deformation incoordination between the outer anchoring rock and the inner support structure under coordinated load-bearing conditions. Its value is determined based on the ratio of the estimated compressive strain of the outer structure to the ultimate compressive strain of the inner structure.

7. The design method according to claim 1, characterized in that, The preset optimization strategy includes a set of priority adjustment rules: when the verification does not meet the control standards, the timing of the spraying layer is adjusted first; then the stiffness parameters of the inner support are adjusted; then the parameter set of the pressure relief device is adjusted; and finally the basic design parameters of the prestressed anchor are adjusted.

8. A design system capable of implementing the design method according to any one of claims 1-7, characterized in that, include: The parameter input module is used to acquire tunnel engineering parameters and surrounding rock mechanical parameters, and to formulate the initial design parameters of the active support system. The active support system includes at least prestressed anchor bolts; The deformation matching analysis module is used to obtain the inherent deformability of the prestressed anchor rod and the required deformation of the surrounding rock to control the deformation of the surrounding rock based on the initial design parameters, and to determine the deformation matching degree based on the quantitative comparison results of the inherent deformability and the required deformation of the surrounding rock. The design pattern decision module is used to select a target design pattern from a variety of preset design patterns based on the deformation matching degree. The parameter optimization engine is used to perform refined design, multi-stage collaborative load verification and iterative optimization steps under the framework constraints of the target design pattern, and generate the final design scheme.

9. An electronic device, characterized in that, include: One or more processors; Memory, used to store one or more programs; When the one or more programs are executed by the one or more processors, the one or more processors are enabled to implement the steps in the design method as described in any one of claims 1 to 7.

10. A computer-readable medium having a computer program stored thereon, characterized in that, When the computer program is executed by a processor, it can implement the steps in the design method as described in any one of claims 1 to 7.

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